E. Prevent toxic concentrations of chemicals.
F. Prevent harmful dispersal of pollutants into the atmosphere.
G. Use equipment during construction that conforms to current Federal, State, and local laws and regulations.
H. Dispose of all trash and debris in permitted landfills or recycling facilities, as applicable, in accordance with state and local laws and regulations.
1.15 PEST AND RODENT CONTROL
A. Provide rodent and pest control as necessary to prevent infestation of construction or storage areas.
B. Employ methods and use materials which will not adversely affect conditions at the site or on adjoining properties.
1.16 NOISE CONTROL
220
TEMPORARY FACILITIES AND CONTROLS 01550 - 7
2025 SANITARY SEWER REHABILITATION PROJECT
A. Provide vehicles, equipment, and construction activities that minimize noise to the greatest degree practicable. Noise levels shall conform to the latest OSHA standards and the City of Belmont’s Construction Noise Ordinance.
B. Conduct construction operations during daylight hours except as approved by Engineer.
C. Select construction equipment to operate with minimum noise and vibration.
1.17 DUST CONTROL
A. Control objectionable dust caused by operation of vehicles and equipment. Apply water or use other methods, subject to approval of the Engineer, which will control the amount of dust generated.
PART 2 MATERIALS
Not Used.
PART 3 EXECUTION
Not Used.
***END OF SECTION***
221
ENVIRONMENTAL PROTECTION 01600 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 01600
ENVIRONMENTAL PROTECTION
PART 1 GENERAL
1.01 REGULATORY REQUIREMENTS
A. These specifications reflect regulatory permit requirements known at the time of bidding.
B. Contractor shall adhere to all related requirements set forth in the State Water Resources Control Board NPDES General Permit Requirements (Order No. 2009-0009-DWQ).
Permit requirements are available for download on the State Water Resource Control Board’s website (http://www.waterboards.ca.gov).
1.02 SUBMITTALS
A. Storm Water Pollution Control Plan (WPCP)
1. Submit to the City a Storm Water Pollution Control Plan (WPCP) detailing the placement of physical Best Management Practices (BMPs) to comply with the requirements set forth in the State Water Resources Control Board NPDES General Permit Requirements (Order No. 2009-0009-DWQ) and required for the Work, and the methods used to comply with those BMPs directed at operational procedures, Monitoring Program and Reporting Plan. The plan shall specifically address and detail changes from the alternatives called out in this section. The Contractor’s preferred techniques shall show how it will comply with the stated objectives of the program.
2. The Contractor shall submit details and product data for proposed BMP’s. Details shall be from the CASQA Stormwater Best Management Practice (BMP), Handbook Portal, Construction, and shall be marked to show compliance or marked to show deviation.
3. The entire plan shall be kept and maintained by the Contractor on the construction site during the duration of the project.
4. The Contractor shall be responsible for taking the proper actions to prevent contaminants and sediments from entering the storm sewer drainage system should any unforeseen circumstance occur. The Contractor shall take immediate action if directed by the Engineer, or if the Contractor observes contaminants and/or sediments entering the storm drainage system, to prevent further storm water from entering the system.
B. Product Data: On all proposed products.
PART 2 PRODUCTS
2.01 GENERAL
A. All necessary erosion control products and systems required by the State Water Resources Control Board NPDES General Permit (Order No. 2009-0009-DWQ) shall be 222
ENVIRONMENTAL PROTECTION 01600 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
used. All products and installations shall adhere to the CASQA Stormwater Best Management Practice Handbook.
2.02 FIBER ROLLS
A. Contractor shall install fiber rolls as shown in the submitted pollution control plan and as directed by the Engineer to sufficiently control erosion.
B. Cylinders of biodegradable plant material such as weed-free straw, coir, compost, wood chips, excelsior, or wood fiber or shavings encased within biodegradable netting.
C. Fiber rolls shall be 8” minimum diameter.
D. Fiber rolls shall be staked with oak stakes with minimum dimensions of 0.75 inches square by 24 inches long.
E. Netting Material: Clean, evenly woven, and free of encrusted concrete or other contaminating materials such as preservatives. Also free from cuts, tears, or weak places with a minimum lifespan of 6 months.
2.03 FILTER FABRIC
A. Woven or nonwoven geotextile filter fabric made of either polypropylene, polyethylene, ethylene, or polyamide material, in continuous rolls of longest practical length.
B. Grab Strength: 100 psi in any principal direction (ASTM D-4632), Mullen burst strength >200 psi (ASTM D-3786), and equivalent opening size between 50 and 140.
C. Furnish ultraviolet inhibitors and stabilizers for minimum 6 months of expected usable construction life at temperature range of 0 degrees F to 120 degrees F.
2.04 SANDBAGS
A. Polypropylene, polyethylene, or polyamide woven fabric, with minimum unit weight of 4 ounces per square yard, Muller burst strength exceeding 300 psi, and ultraviolet stability exceeding 70 percent. Fill bags with bank-run sand.
PART 3 EXECUTION
3.01 SITE PROTECTION
A. All site protection measures described herein, including stormwater pollution prevention and habitat protection as described in the Special Provisions, shall be maintained in place continuously for the duration of construction.
B. The Contractor shall maintain a controlled and stable work area at all times. The Contractor is responsible to take those measures needed to control site runoff and soil disturbance, including the placement of temporary aggregate base course at work sites to prevent soil erosion during construction as required.
223
ENVIRONMENTAL PROTECTION 01600 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
3.02 DUST CONTROL
A. The Contractor at its expense shall take whatever steps, procedures, or means as are required to prevent abnormal dust conditions being caused by its operations in connection with the execution of the Work; and on any unpaved road which the Contractor or any of its subcontractors are using, excavation or fill areas, demolition operations, or other activities. Control shall be by sprinkling, use of dust palliatives, modification of operations, or any other means acceptable to agencies having jurisdiction.
B. All construction areas shall be watered at least twice daily and more often during windy periods. Active areas adjacent to residences should be kept damp at all times.
C. Unless the construction dictates otherwise, and unless otherwise approved by the City's Representative, the Contractor shall furnish and operate a self-loading motor sweeper with spray nozzle. The paved streets, parking areas, and staging areas shall be swept at the end of each day of construction as necessary to keep paved areas acceptably clean and to prevent sediment discharges from reaching the drainage system. Adjacent public streets where visible material has been carried onto shall be swept daily.
D. Enclose, cover, water twice daily, or apply (non-toxic) soil binders to exposed stockpiles (dirt, sand, etc.)
E. Vehicles driving on dirt areas will travel at speeds no greater than 10 mph to minimize noise and dust disturbance.
F. Cover all trucks hauling soil, sand, and other loose materials or require trucks to maintain at least two feet of freeboard above the load.
G. Suspend construction activities that cause visible dust plumes that extend beyond the construction site.
3.03 NOISE ABATEMENT
A. Operations at the work sites shall be performed so as to minimize unnecessary noise.
Special measures shall be taken to suppress noise during any approved working hour variances. Noise levels due to construction activity shall not exceed the levels specified by local ordinance.
B. Internal combustion engines used on the Work shall be equipped with a muffler of a type recommended by the manufacturer. No internal combustion engine shall be operated without said muffler.
C. All noise generating activity shall comply with City of Belmont’s noise Ordinance.
3.04 INSTALLATION OF FIBER ROLLS
A. Fiber roll materials shall be as specified herein.
B. The Engineer will monitor fiber rolls for effectiveness (see also Section 3.10). Should the installed fiber rolls prove to be an ineffective means of runoff pollution control as 224
ENVIRONMENTAL PROTECTION 01600 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
measured below, the Contractor shall replace fiber rolls as required until adequate pollution control is achieved.
3.05 REMOVAL OF SEDIMENT CONTROLS
A. All spoil material trapped behind sediment controls shall be disposed of off-site in conformance with all applicable regulatory requirements.
3.06 MAINTAINING WORK AREAS
A. The Contractor shall, at all times, keep property on which work is in progress and the adjacent property free from accumulations of waste material or rubbish caused by employees or by the Work. All surplus material shall be removed from the site immediately after completion of the work causing the surplus materials. Upon completion of the construction, the Contractor shall remove all temporary structures, rubbish, and waste materials resulting from its operations.
B. This provision also applies to any material stockpile and equipment storage areas.
C. All equipment (including personal gear) will be cleaned of soil, seeds, and plant material prior to arriving on-site and after working in areas with invasive non-native plants, such as perennial pepperweed (Lepidium latifolium), to prevent the spread of weeds.
D. All stockpiled materials not actively being used shall be bermed and covered from wind and rain. All chemicals shall be stored in watertight containers (with appropriate secondary containment to prevent any spillage or leakage) or in a storage shed. All waste containers shall be covered at the end of each day and before rain events.
E. Concrete transit mixers shall only be washed out in designated wash-out areas where the water will flow into a temporary pit in dirt area or onto stockpiles of aggregate base or sand. Concrete washouts must be water tight.
F. All construction entrances and exits shall be stabilized to sufficiently control sediment tracking from the site. Construction activity traffic to and from the project shall be limited to the stabilized entrances and exits.
G. All storm drain inlet and perimeter controls, as well as construction entrances and exits shall be maintained and replaced as necessary or as determined by the City inspector.
BMP maintenance and repair shall begin within 72 hours of failure or shortcoming identification.
3.07 EQUIPMENT AND VEHICLE REFUELING
A. Contractor shall prepare and implement a spill prevention and response plan for refueling equipment, machinery, and vehicles at the project site. Appropriate spill response personnel must be assigned and trained.
1. Submit to Engineer for review prior to beginning any refueling activity.
B. Machinery, vehicles, and construction equipment shall not be refueled within 60 feet of the creek.
225
ENVIRONMENTAL PROTECTION 01600 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
3.08 DISPOSAL OF MATERIAL
A. The Contractor shall make arrangements for disposing of materials outside the Site and the Contractor shall pay all costs involved. The Contractor shall first obtain permission from the property owner on whose property the disposal is to be made and absolve the City from any and all responsibility in connection with the disposal of material on said property. When material is disposed of as provided above, the Contractor shall conform to all required codes pertaining to grading, hauling, and filling of earth.
B. This provision also applies to any material stockpile and equipment storage areas.
C. During the course of construction activities, all trash and debris shall be collected in trash receptacles with a tightly secured lid to prevent attracting predators to the site. All trash cans shall be removed and emptied at an appropriate facility once per week at minimum. If no garbage receptacles are available, all debris including food wrappers and drink containers shall be collected and removed from the area on a daily basis for disposal at an appropriate facility.
3.09 SITE CONTROL DURING INCLEMENT WEATHER
A. The Contractor is solely responsible for site protection during periods of inclement weather.
B. All construction activity with the potential to cause erosion, sedimentation, or water pollution shall be suspended during periods of inclement weather.
1. Inclement weather is defined as a rain event with a forecasted probability of 50% or greater of measurable (0.01 inch or more) rainfall.
2. The Contractor is responsible for keeping track of upcoming inclement weather and must obtain the precipitation forecast information from the National Weather Service Forecast Office (http://www.srh.noaa.gov/).
3. Contractor shall notify the City 48 hours prior to forecast inclement weather.
4. Contractor shall develop a Rain Event Action Plan (REAP) 48 hours prior to any likely precipitation event forecast of 50% or greater probability. The REAP shall be a written document, specific for each rain event and shall be designed to protect all exposed portions of the site. REAP shall contain all information outlined in the State Water Resources Control Board NPDES General Permit Requirements (Order No. 2009-0009-DWQ) for Risk Level 2 sites. Permit requirements are available for download on the State Water Resource Control Board’s website (http://www.waterboards.ca.gov).
5. Contractor shall begin implementation and make the REAP available onsite no later than 24 hours prior to the likely precipitation event. a. If a defined rain event is forecast for a weekend or holiday, all site protection shall be deployed and in place before the Contractor stops work prior to that weekend or holiday.
b. The Contractor has discretion as to how he runs his operations while maintaining an adequately protected site at the onset of rainfall. 226
ENVIRONMENTAL PROTECTION 01600 - 6
2025 SANITARY SEWER REHABILITATION PROJECT
3.10 WATER POLLUTION MONITORING
A. The City will monitor the Contractor’s operations and site maintenance to ensure compliance with the NPDES General Construction Permit and other regulatory requirements.
B. During discharge events the City will sample site runoff for the following constituents and compare to Regional Water Quality Control Board numeric effluent limits (NELs):
1. Turbidity: Maximum turbidity measured in runoff leaving the construction sites will not be allowed to exceed 250 NTU (roughly equivalent to 750 mg/l).
2. pH: Measured pH runoff leaving the construction sites must be between 6.5 and
8.5 pH units.
C. If effluent limits are exceeded during a discharge event, all work shall cease, and the Engineer will direct the Contractor to employ other housekeeping and pollution control measures until compliance is reached.
D. The contractor is responsible for maintaining the identified effluent limits for all runoff leaving the construction site. No exceptions will be made for poor quality run-on water.
Run-on from off site shall be directed away from the disturbed area or shall collectively be in compliance with the effluent limits.
3.11 FINES FOR PERMIT VIOLATION
A. Contractor is responsible for all permit violation fines and necessary corrective actions due to his negligence.
B. NPDES permit violation fines will be identified within the permit language. Typical fines per violation are:
1. Maximum of $25,000/day and $10/gallon over 1,000 gallons discharged
2. Minimum mandatory penalties of $3,000 per violation
3.12 DOCUMENTATION
A. Contractor shall retain storm water monitoring and control and BMP records for a period of at least three years. Records shall be retained on-site while construction is ongoing.
Documentation shall be well organized and shall contain the following items at a minimum:
1. Document all housekeeping BMPs in the WPCP and REAP(s) in accordance with the nature and phase of the construction project.
2. Printed copies of all likely precipitation event forecast of 50% or greater probability during all phases of construction.
3. Copies of all storm water related inspection, sampling, observation, and annual reports.
4. Records of any corrective actions and follow-up activities that resulted from analytical results, visual observations, or inspections.
3.13 ACCIDENTAL DISCOVERIES
A. Significant cultural resources are not known to exist at the project sites. 227
ENVIRONMENTAL PROTECTION 01600 - 7
2025 SANITARY SEWER REHABILITATION PROJECT
1. In the event than an archaeological resource is found during construction, all construction work within a 50-foot radius of the find shall be halted, and the Engineer notified.
2. A qualified archaeologist will be retained by the City to examine the find and a mitigation plan may be implemented.
3. Any resulting changes in the scope of work or time delays caused by the discovery of cultural resources shall be dealt with in conformance with these Contract Documents.
B. In the event that human remains are encountered during excavation or backfilling activities, there shall be no further disturbance until the County Coroner has made the necessary findings as to origin and disposition.
1. Notify the Engineer immediately upon the discovery of possible human remains.
2. Do not resume work until so directed in writing.
3. If the remains are determined to be of Native American descent, the provisions of Section A above will apply.
***END OF SECTION***
228
CLEARING AND DEMOLITION 02100 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02100
CLEARING AND DEMOLITION
PART 1 GENERAL
1.01 SUMMARY
A. Section includes all work necessary to move or remove and legally dispose of all interfering or objectionable material from the project site, including but not necessarily limited to trees, tree branches, tree stumps, brush, shrubs, weeds, debris, roots, rocks, concrete rubble, concrete masonry units, pipe, brick pavers, concrete curbs and gutters, asphalt pavement, concrete structures and concrete slabs, but only as required.
B. Related Sections:
1. Section 02200 – Excavation and Backfill.
1.02 REFERENCES
A. State of California Department of Transportation (Caltrans).
1.03 DEFINITIONS
A. Clearing: Clearing shall consist of cutting, removing, and disposing of trees, shrubs, brush, limbs, and other vegetative growth. Clearing shall also include the removal and disposal of trash piles, rubbish, and fencing, and the preservation of trees, shrubs, and vegetative growth which are not designated for removal.
B. Grubbing: Grubbing is the removal and disposal of wood or root matter below the ground surface remaining after clearing.
C. Stripping: Stripping refers to the removal and disposal of all organic sod, topsoil, grass, and grass roots; all evidence of surface improvements and other objectionable material remaining after clearing and grubbing.
D. Demolition: The removal of existing structures, portions of existing structures, equipment, utilities, concrete curbs, sidewalks, and driveways, pipelines, and other appurtenances.
PART 2 PRODUCTS
Not Used.
PART 3 EXECUTION
3.01 EQUIPMENT
A. Equipment shall be suitable for the work to be done and shall be in good operating condition. Equipment operators and workmen are to be skilled in such operations and shall be competently supervised.
229
CLEARING AND DEMOLITION 02100 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
3.02 CLEARING, GRUBBING AND STRIPPING
A. Clearing and grubbing shall be in accordance with the provisions of Section 16 of the Caltrans Standard Specifications.
B. Clear, grub and strip areas to be excavated or surfaced.
3.03 DEMOLITION
A. Remove existing structures, portions of existing structures, and equipment called for on the plans and as directed by the Engineer.
B. Contractor shall not demolish existing facilities beyond the limits designated on the drawings unless specifically directed to do so by the Engineer.
3.04 PRESERVATION OF PROPERTY
A. The project area shall be cleared and grubbed only to the extent necessary to accommodate the work in conformance with the notes and details shown on the plans.
Trees or growth shall not be trimmed back unnecessarily.
B. Contractor shall take extreme care not to damage shrubs, trees, fences, irrigation systems, and other improvements of adjacent property owners.
C. All existing improvements not specifically designated on the plans to be removed or relocated shall remain in their original condition and location undisturbed. However, upon written permission by the Owner, existing improvements may, for the convenience of the Contractor, and at his expense, be removed and temporarily relocated during construction and shall be replaced in their original location in as good or better condition as when the Contractor entered upon the work site.
3.05 DEMOLITION OF SURFACE IMPROVEMENTS
A. Removal of sidewalks, curbs and gutters, driveways, concrete slabs, pavement, pavement markings, and traffic striping if necessary, shall be in accordance with the provisions of Section 15-1.03B of the Caltrans Standard Specifications. Curbs, gutters, sidewalks, driveways, slabs, and pavement shall be removed by full depth saw cut to the nearest joint from the lines shown on the plans or as directed by the Engineer.
B. Where the plans indicate replacement of existing asphaltic pavement, the existing pavement shall be removed and disposed of off-site.
3.06 DEMOLITION OF UNDERGROUND PIPE
A. Demolition of underground pipe shall be only as shown on the Drawings or necessary as determined in the field by the Engineer.
3.07 REMOVAL OF DEBRIS
A. All demolished and cleared material shall become the property of the Contractor and shall be legally disposed of by the Contractor.
230
CLEARING AND DEMOLITION 02100 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
B. Removed concrete and asphalt concrete shall be legally disposed of off the right-of-way at a location provided by the Contractor. Demolished concrete shall not be buried in structure backfill areas.
***END OF SECTION***
231
EXCAVATION AND BACKFILL 02200 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02200
EXCAVATION AND BACKFILL
PART 1 GENERAL
1.01 SUMMARY
A. Furnish all labor, materials, equipment, facilities, transportation, and services to complete all excavation, backfill, fill, grading and related work as shown on the plans and/or specified herein.
B. Section Includes:
1. Removal of excess and unsuitable material from the site.
2. Excavation of material to allow for the placement of underground structures, including any necessary shoring and bracing.
3. Backfilling of underground conduit, pipe, and structures.
4. Preparation of subgrade for concrete slab work and pavement.
5. Furnish and compact artificial fill.
6. Finish grading.
7. Shoring of excavations
8. Control of water (groundwater)
9. Hazardous materials
C. Related Sections:
1. Section 01354 - Hazardous Materials Conditions and Procedures
2. Section 02100 - Clearing and Demolition
3. Section 02318 - Trenching
4. Section 02742 - Asphaltic Concrete Paving
5. Section 02722 - Aggregate Base
6. Section 02772 - Concrete Curbs, Gutters, and Sidewalks
1.02 REFERENCES
A. Associated General Contractors (AGC):
1. Manual of Accident Prevention in Construction (Section 9).
B. American Society for Testing and Materials (ASTM):
1. C 131 - Test Method for Resistance to Degradation of Small-Size Course Aggregate by Abrasion and Impact in the Los Angeles Machine.
2. C 136 - Test Method for Sieve Analysis of Fine and Course Aggregates.
3. D 422 - Standard Test Method for Particle - Size Analysis of Soils.
4. D 1556 - Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.
5. D 1557 - Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m).
6. D 2419 - Test Method for Sand Equivalent Value of Soils and Fine Aggregate.
7. D 2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).
232
EXCAVATION AND BACKFILL 02200 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
8. D 6938 - Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).
9. D 4253 - Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table
10. D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
11. D 6938 Standard Test Methods for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
C. Division of Industrial Safety (DIS).
D. Occupational Safety and Health Act (OSHA).
E. State of California Department of Transportation (Caltrans).
1.03 DEFINITIONS
A. Excavation: Work shall consist of excavation, storage, and any necessary removal of native soil material for structures, foundations, and pavement. Excavation may include the removal and disposal of existing on-site soil and bedrock (including cobbles and boulders), pavement, or concrete slab materials.
B. Fill: Material placed to backfill excavations.
C. On-Site Material: Material obtained from the project site.
D. In-Place Density of Compacted Backfill: Is the in-place density determined in accordance with ASTM D 1556, or with ASTM D 2922 and ASTM D 6938.
E. Maximum Dry Density: Is maximum dry density obtained in the laboratory when tested in accordance with ASTM D 1557 and ASTM D4253.
F. Optimum Moisture Content: Is the water content at the maximum dry density when tested in accordance with ASTM D 1557.
1.04 SUBMITTALS
A. Product Data: Submit material source, gradation, Plasticity Index, and other test data as required for all materials, including imported and on-site materials to be used as backfill.
B. Dewatering Plan: Submit dewatering plan including arrangement, location and depths of system components, size, type, and required permits.
PART 2 PRODUCTS
2.01 MATERIALS
A. General:
1. All fill material shall be free from sod, large lumps, boulders, rocks, roots, brush, or other objectionable material (as determined by the Engineer), and free of hazardous materials as defined by Section 25117 of the State Health and Safety Code. 233
EXCAVATION AND BACKFILL 02200 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
B. Class 2 Aggregate Base (AB) shall conform to Section 02722 of these specifications.
C. CDF shall conform to specification Section 03300.
D. Bedding Material:
1. Where shown on the plans bedding material shall be Class 1, Type a Permeable Material meeting the requirements identified herein.
2. The percentage composition by weight of Class 1, Type A permeable material in place must comply with the gradation requirements shown in the following table:
Sieve Size % Passing Sieve
¾” 100
½” 95-100
3/8” 70-100
No. 4 0-55
No. 8 0-10
No. 200 0-3
E. Native Backfill Material:
1. Approved native backfill material shall only be used in unimproved areas in locations shown on the trench details on the Plans.
2. Native backfill material shall not be placed prior to receiving approval from the City.
3. Native material used for backfill should consist of soil and bedrock materials derived from on-site excavations meeting the project specifications and shall be used for backfill wherever the Plans do not specifically indicate a defined fill material.
4. Native backfill material shall consist of clean soils with an organic content of 3 percent or less.
5. Native backfill material shall have a Plasticity Index of 30 or less.
6. Native backfill material shall not contain rocks or lumps larger than 6 inches in greatest dimension, with no more than 15 percent larger than 2½ inches
7. All placed approved native backfill material shall have a soil moisture content of at least 2 percent over optimum moisture content as determined by ASTM Test Method D1557.
8. All placed fill shall meet the minimum compaction requirement shown on the project Plans and in these specifications.
9. All placed fill shall be firm and unyielding under the weight of the compaction equipment or other construction equipment regardless of moisture content and degree of compaction. Any fill that is pumping and/or rutting should be removed as directed by the engineer.
10. Contractor shall proof roll the fill as directed by the City at no additional cost to the City.
F. Drain Rock:
1. Drain rock shall match the requirements of the Crushed Rock Material as specified herein.
G. Crushed Rock:
1. Crushed rock shall be clean and durable meeting the requirements of ASTM No. 57 stone with the following gradation:
234
EXCAVATION AND BACKFILL 02200 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
Sieve Size % Passing Sieve
1-1/2” 100
1” 95-100
½” 25-60
No. 4 0-10
No. 8 0-5
H. Geotextiles, Filter Fabrics, and Geogrid:
1. Stabilization Fabric:
a. Mirafi 140N
b. Approved Equal
PART 3 EXECUTION
3.01 EXAMINATION
A. Verification of Conditions:
1. The Contractor shall, prior to submitting his bid, visit all sites and become familiar with actual site and soil conditions. No allowance will be made by the City for any unfavorable conditions or events which should have been foreseen from a thorough examination of the contract documents, the site, and working conditions.
B. Verification of Prepared Subgrade prior to Constructing Improvements:
1. The Contractor shall request the City to visually inspect and provide written confirmation of the suitability of prepared subgrade soils prior to the continuation of work.
a. Work completed without such confirmation is at the Contractor’s risk and subject to removal at the direction of the City.
2. Contractor shall protect excavation prior to and during the inspection.
C. Retaining walls and structures shall not be backfilled for at least 10 days after the last concrete and until concrete has attained 3000 psi minimum per Section 03100 - Concrete Forming and Accessories section 3.08E.
3.02 HAZARDOUS MATERIALS
A. See Section 01354.
3.03 OFF-HAUL TESTING
A. The Contractor shall remove and dispose of all excess excavated material to a suitable site. The proper and legal disposal shall be the responsibility of the Contractor.
B. Contractor shall include export and disposal of material in the cost of work to be performed. The Contractor shall include environmental analytical testing in the cost of the work to be performed.
C. Contractor shall maintain proper documentation, in accordance with applicable laws, to provide evidence of proper disposal of off-hauled materials. 235
EXCAVATION AND BACKFILL 02200 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
3.04 PROTECTION
A. If existing live utilities are encountered, they are to be protected from damage and the proper authorities and affected utility companies notified.
B. Service shall not be interrupted except as directed or accepted; allow sufficient time for utility companies to arrange for continuation of services.
C. Record unmarked utility locations on record drawings and notify the Engineer.
D. Open excavations, trenches, and the like are to be protected with fences, barricades, covers, and railings as required.
E. Every precaution shall be taken to prevent spillage when hauling on or adjacent to any public street or highway. Any spillage shall be promptly removed.
F. Except where trees are shown to be removed, trees shall be protected from injury during construction operations. No tree roots over 2 inches in diameter shall be cut without written permission of the Engineer. Trees shall be supported during excavation by means previously reviewed by the Engineer and no construction work shall occur within the tree dripline unless authorized by the Engineer. See the tree preservation notes on the Plans.
3.05 SAFETY
A. The Contractor is solely responsible for excavation safety, including support to all adjacent improvements at all times.
B. Excavation shall be in accordance with the State of California Construction Safety Orders. The Contractor shall, in accordance with Section 6705 of the California Labor Code, submit a detailed drawing to the Engineer before excavation begins, showing the design of shoring, bracing, sloping or other provisions to be made for worker protection from the hazard of caving ground during any excavation of five or more feet in depth C. If the Contractor presents a drawing which varies from shoring system standards established by the Construction Safety Orders, the drawing shall be prepared and signed by a registered civil or structural engineer licensed by the State of California. Any Engineer's review of said drawings will in no way relieve the Contractor from responsibility and liability for the adequacy of shoring systems and excavations.
3.06 EXCAVATION SUPPORT AND PORTECTION
A. Shoring and support of the excavation shall be in conformance with specification section 02260.
3.07 CONTROL OF WATER
A. Water may be encountered within the Work at any time, and the presence of such water is likely to be continuous. Contractor shall control site water so that work may be done in the dry in a safe working environment according to relevant provisions of the Safety Orders.
236
EXCAVATION AND BACKFILL 02200 - 6
2025 SANITARY SEWER REHABILITATION PROJECT
B. Prior to the preparation of bedding or subgrade, the excavation shall be thoroughly dewatered by the use of sump pumps and dewatering equipment as necessary to safely convey water away from structural excavations to positive draining outlets.
C. All site water discharge shall be into a City’s sewer system or at an approved facility.
D. The Contractor shall apply for and obtain a discharge permit from the Silicon Valley Clean Water Treatment Plant prior to discharging any water into the sanitary sewer system. Contractor shall adhere to all permit conditions including testing, filtering, discharge rates, fees, etc.
E. The Contractor shall notify the City two working days prior to discharging into the sewer system. The notice shall include the proposed discharge location, flow rate, and duration.
F. Contractor shall make adequate provisions for the removal of sediment from groundwater prior to discharge.
G. The Contractor shall prevent surface water (e.g. rainwater) and subsurface or groundwater from flowing into excavations and from flooding the project site and surrounding areas.
H. The Contractor shall remove all water which accumulates in all excavations during the progress of work so that all work can be done in the dry. Excavated areas shall be kept free from water while structures are constructed, while concrete is setting and until backfill has been placed to a sufficient height to anchor the work against possible floatation.
I. Contractor shall implement sufficient measures to limit the inflow of groundwater so that the maximum allowed dewatering pumping rate of 50 gpm is sufficient to keep excavated areas free from water.
J. Provide sufficient pumping capacity to maintain the groundwater level at least two feet below the lowest level of excavation or backfill at all times.
K. Provide sufficient pumping capacity to maintain the groundwater at or below the level assumed in the shoring design.
L. Sufficient pumping equipment for immediate use shall be on the project site at all times, including standby pumps for use in case other pumps become inoperable. Water shall be disposed of so as to cause no injury to public or private property, or to be a menace to the public health.
M. Dewatering devices shall be adequately filtered to prevent the removal of fines from the soil.
N. The Contractor shall be responsible for any damage to foundations or other parts of existing structures or of the new work, caused by the failure of any part of the Contractor’s protective works.
O. Depending upon groundwater conditions and the degree of project completion, 237
EXCAVATION AND BACKFILL 02200 - 7
2025 SANITARY SEWER REHABILITATION PROJECT
underground structures are susceptible to floatation prior to backfill and anchorage.
Contractor shall prevent the floatation or movement of structures during construction.
P. As recommended by the Engineer or City, the Contractor shall be prepared to backfill the trench with drain rock (3/4” crushed rock) encapsulated with filter fabric to control groundwater. All drain rock shall be compacted as specified herein.
Q. After dewatering is no longer necessary, all dewatering pumps and appurtenances shall be removed by the Contractor.
R. All costs associated with dewatering shall be included within the bid items for work that require dewatering. No additional compensation will be allowed.
3.08 PREPARATION OF SUBGRADE
A. Strip surface vegetation, weeds, and at least the top six inches from areas underlying surface structures and areas to be paved. Excavate soft, wet, or otherwise unsuitable base grade to firm, unyielding soil.
B. Where mud or other soft or unstable material is encountered as determined by the Engineer in the field, remove such material to a minimum of 12 inches. The bottom of the over-excavation should then be completely covered with geotextile and backfilled with drain rock. The stabilization fabric should be wrapped around the backfill to completely encapsulate the drain rock.
3.09 EXCAVATION
A. Contractor shall notify the Engineer of any site condition not reflected on the plans or in these specifications, such as conflict in grade, bad soil, or unexpected utility lines. The Engineer will observe the excavation bottom prior to placing permeable material and may recommend further excavation if soils are not suitable.
B. Strip surface vegetation, weeds, and at least the top six inches from areas underlying surface structures and areas to be paved. Excavate soft, wet, or otherwise unsuitable base grade to firm, unyielding soil.
C. Where mud or other soft or unstable material is encountered as determined by the Engineer in the field, remove such material a minimum of 12 inches. The bottom of the over-excavation should then be completely covered with geotextile and backfilled with drain rock/bedding material. The geotextile fabric should be wrapped around the backfill to completely encapsulate the drain rock as shown on the plans.
D. Excavation to the lines, grades, and dimensions shown on the plans. Excavations shall be made to such width outside the lines of the structure to be constructed as may be required for proper working methods, the erection of forms, and the protection of work.
Any resulting over-excavation extending beyond the lines, grades, and dimensions shown on the plans shall be backfilled with material complying with these specifications at no additional cost to the District.
E. Care shall be taken to preserve foundation surfaces in an undisturbed condition, and excavation at or near property lines shall be performed in a manner that minimizes 238
EXCAVATION AND BACKFILL 02200 - 8
2025 SANITARY SEWER REHABILITATION PROJECT
disturbances to adjacent property. Any foundation surfaces disturbed without the Engineer’s authorization shall be replaced at the Contractor’s expense with material approved by the Engineer so that by test, the bearing capacity of the replacement material is equal to or better than the undisturbed foundation material.
F. Existing structures and completed work shall be adequately braced and cared for so that no damage will result.
G. Excavated material unsuitable for backfill or in excess of the amount required for backfill shall be disposed of by the Contractor off the site at his expense, and in accordance with “Greenbook”, Subsection 300- 2.6.
3.10 BACKFILLING
A. All debris, form work, etc. shall be removed from the excavation prior to backfilling.
B. Pipe and conduits shall be supported during the placement and compaction of bedding and backfill.
C. Backfill with crushed rock encapsulated in geotextile fabric in areas where groundwater is encountered as recommended by the Engineer or City.
D. Contractor shall construct backwater cutoff plugs as indicated on the plans and as directed by the Engineer or City.
E. Fill materials shall be spread in level layers of appropriate thickness for the compaction equipment to be used and moisture content of the material and compacted as specified.
Layers shall not exceed 8 inches in thickness after compaction.
F. Granular backfill shall be tamped mechanically or manually along the sides of pipes and structures to minimize voids in the material between the pipe or structure and excavation walls. No flooding or jetting shall be used to compact bedding or backfill materials.
G. Where the backfill material moisture content is too low to permit the specified degree of compaction, water shall be added before or during spreading until the proper moisture content is achieved. Jetting will not be permitted for compaction.
H. 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.
I. No fill shall be placed during conditions that will alter the moisture content of the fill material sufficiently to make adequate compaction impossible. After placing operations have been stopped due to adverse conditions, no additional fill material shall be placed until the last layer compacted has been checked and found to be compacted to the specified densities.
J. All ground surfaces shall be finished to uniform grades and slopes as indicated on the plans so that the ground drains properly and is free from depressions which may cause areas of standing water. Drainage shall be away from foundations and slabs. Clods are to be broken up and the surface of the ground shall be uniformly pulverized and graded 239
EXCAVATION AND BACKFILL 02200 - 9
2025 SANITARY SEWER REHABILITATION PROJECT
K. Crushed rock should be consolidated in place with light vibratory equipment. Rubbertire equipment should not be allowed to operate on the exposed subgrade; the crushed rock should be stockpiled and pushed out over the stabilization fabric.
L. Excavations should be backfilled simultaneously with shoring removal to ensure that all voids are filled.
M. Placement of CDF as Structural Backfill: Where indicated on the Drawings, CDF shall be placed around structures as backfill evenly so that uneven loading of the structure does not occur as a result of the CDF placement. A minimum of two lifts shall be used in placing the CDF around structures. Where structures have pipes entering/exiting the structure, CDF shall be placed in accordance with placement of CDF for pipe installation locations.
N. Placement of CDF as Pipe Backfill: Where CDF is used as trench backfill within the pipe zone, it shall be placed into the trench around the pipe so that the CDF is placed evenly on both sides of the pipe to prevent uneven loading of the pipe. CDF shall not be placed directly onto the pipe. The maximum depth of the first lift of CDF shall not allow the pipe to move or float. Subsequent lifts of CDF shall be placed so that the pipe does not shift or float. CDF placed in trenches with steep slopes shall be placed in lifts to prevent flotation of the pipe, and the Contractor shall install approved anchor blocks as needed to secure the pipe in place during placement of the CDF. Use of anchor blocks or deadman concrete collars may be used by Contractor with written approval by the City.
O. Tests: Tests are to be made on each layer of fill to assure adequate compaction throughout the entire area. If the field densities are not satisfactory, the Contractor will be required to recompact each layer and/or work area as necessary to achieve the specified densities. Compaction testing will be performed in accordance with ASTM D1556, D1557, D2922, and D6938. Compaction testing will be performed and paid for by the City. See Section 02318-3.03 for additional compaction testing requirements.
3.11 COMPACTION
A. Unless otherwise indicated on the drawings, fill materials shall be compacted to relative compactions based on the ASTM D1557 maximum dry density as follows:
Pipe or Conduit Bedding 90%
Trench Backfill under Paved Areas 95%
Backfill under structures 95%
Trench Backfill under Non-Paved Areas 90%
All Other Backfill 90%
3.12 GRADING
A. Contractor shall grade the site as required to match improvements to existing contours.
B. All ground surfaces shall be finished to uniform grades and slopes as indicated on the plans so that the ground drains properly and is free from depressions which may cause areas of standing water. Drainage shall be away from foundations and slabs. Clods are to be broken up and the surface of the ground shall be uniformly pulverized and graded. 240
EXCAVATION AND BACKFILL 02200 - 10
2025 SANITARY SEWER REHABILITATION PROJECT
C. At the completion of grading work, the site shall be left in a clean and finished condition.
***END OF SECTION***
241
EXCAVATION SUPPORT AND PROTECTION 02260 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02260
EXCAVATION SUPPORT AND PROTECTION
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: Requirements for designing, furnishing, and installing, maintaining, and removing excavation support and protection.
B. Related Sections:
1. Section 02200 – Excavation and Backfill
2. Section 02318 – Trenching.
1.02 REFERENCES
A. American Institute of Steel Construction, Inc. (AISC):
1. Manual of Steel Construction Allowable Stress Design.
B. American Society of Civil Engineers:
1. Guidelines of Engineering Practice for Braced and Tied-Back Excavations.
C. California Code of Regulations (CCR):
1. Title 8 - Construction Safety Orders.
D. California Labor Code Sections 6705 to 6707 (CLC).
E. Department of the Navy Naval Facilities Engineering Command (NAVFAC):
1. NAVFAC Design Manual 7.2 - Foundations and Earth Structures.
2. NAVFAC Design Manual 7.3 - Soil Dynamics Deep Stabilization and Special Geotechnical Construction.
F. California Building Code (CBC).
G. State of California Department of Transportation (Caltrans):
1. Caltrans California Trenching and Shoring Manual.
H. United States Steel Corporation (USS):
1. USS Steel Sheet Piling Design Manual.
1.03 DEFINITIONS
A. General Engineering Design Practice: General engineering design practice in area of the Project, performed in accordance with recent engineering literature on subject of shoring and stability of excavations.
B. Shoring: A temporary structural system designed to support vertical faces, or nearly vertical faces, of soil or rock for purposes of excavation. Shoring includes internally braced sheet piling, slurry walls, soldier piles and lagging, and other similar shoring systems. Sloping of the soil is not shoring.
242
EXCAVATION SUPPORT AND PROTECTION 02260 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
1.04 CONTRACTOR’S RESPONSIBILITIES
A. Contractor assumes full and complete responsibility for excavation support and protection, including shoring design and installation.
B. The review of Contractor’s shoring system design, submittals, and/or installations by the Engineer does not relieve Contractor of his responsibility for excavation safety. This requirement shall apply continuously and is not limited to normal working hours.
C. Contractor’s reliance upon documents furnished by City does not provide relief from these requirements.
1.05 SYSTEM DESCRIPTION
A. Where General Engineering Design Practice is specified, provide drawings and signed calculations and have design performed by civil or structural engineer registered in California.
1. Provide design calculations that clearly disclose assumptions made, criteria followed, and stress values used for the materials being used.
2. Furnish references acceptable to Engineer substantiating appropriateness of design assumptions, criteria, and stress values.
B. Design Requirements:
1. General:
a. Design means for safe and stable excavations in accordance with general engineering design practice.
1) The preceding requirement shall not apply to trench excavation support conforming to standards set forth in CCR Title 8 - Construction Safety Orders.
b. Design steel members in accordance with the Uniform Building Code and the AISC Manual of Steel Design.
c. Design shall meet the requirements of Caltrans Trenching and Shoring manual.
d. Design shoring involving materials other than steel in accordance with Uniform Building Code.
e. When electing to design with material stresses for temporary construction higher than allowable stresses prescribed in the Manual of Steel Construction and the Uniform Building Code, increase in such stresses shall not exceed 10 percent of value of prescribed stresses.
f. Minimum safety factor used for design shall not be less than 1.5. g. The maximum height of cantilever shoring above the bottom of excavation shall not exceed 15 feet. Use braced shoring when the height of shoring above the bottom of excavation exceeds 15 feet.
h. The location of the point of fixity for shoring shall not be less than half the calculated minimum embedment depth below the bottom of the excavation. i. Generally acceptable references for the design of shoring and excavations are as follows:
1) Caltrans California Trenching and Shoring Manual.
2) NAVFAC Design Manual 7.2 - Foundations and Earth Design. 3) NAVFAC Design Manual 7.3 - Soil Dynamics Deep Stabilization and Special Geotechnical Construction.
4) USS Steel Sheet Piling Design Manual.
243
EXCAVATION SUPPORT AND PROTECTION 02260 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
5) Guidelines of Engineering Practice for Braced and Tied-Back Excavations published by American Society of Civil Engineers. j. Shoring design shall be performed by a Civil or Structural Engineer licensed to practice in California. Include costs for this shoring design in the bid.
C. Performance Requirements:
1. General:
a. Support faces of excavations and protect structures and improvements in vicinity of excavations from damage and loss of function due to settlement or movement of soils, alterations in ground water level caused by such excavations, vibration associated with installation and removal of excavation support structures, and related operations.
b. Herein Specified Provisions:
1) Complement, but do not substitute or diminish, obligations of Contractor for the furnishing of a safe place of work pursuant to provisions of the Occupational Safety and Health Act of 1970 and its subsequent amendments and regulations and for protection of the Work, structures, and other improvements.
2) Represent minimum requirement for:
a) Number and types of means needed to maintain soil stability. b) Strength of such required means.
c) Methods and frequency of maintenance and observation of means used for maintaining soil stability.
2. Provide safe and stable excavations by means of sheeting, shoring, bracing, sloping, and other means, and procedures, such as draining and recharging groundwater and routing and disposing of surface runoff, required to maintain the stability of soils and rock.
3. Provide support for trench excavations for protection of workers from hazard of caving ground.
4. Provide Shoring:
a. Where, as result of excavation work and analysis performed pursuant to general engineering design practice, as defined in this Section:
1) Excavated face or surrounding soil mass may be subject to slides, caving, or other types of failures.
2) Stability and integrity of structures and other improvements may be compromised by settlement or movement of soils, or changes in soil load on structures and other improvements.
b. For trenches 5 feet and deeper.
c. For trenches less than 5 feet in depth, when there is a potential for cave-in. d. Where indicated on the Drawings.
5. For safe and stable excavations, use appropriate design and procedures for construction and maintenance to minimize settlement of supported ground and to prevent damage to structures and other improvements, including:
a. Using stiff support systems.
b. Following appropriate construction sequence.
c. Preventing soil loss through or under support system. 1) Provide support system that is tight enough to prevent loss of soil and extend deep enough to prevent heave or flow of soils from supported soil mass into the excavation.
d. Providing surface runoff routing and discharge away from excavations. e. Where dewatering is necessary, recharge groundwater as necessary to prevent settlement in area surrounding excavation.
244
EXCAVATION SUPPORT AND PROTECTION 02260 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
f. Where sheet piling is used, use interlocking type sheets including interlocking corners. The sheet piles shall be continuous and driven in interlock. If the bottom of the excavation is located below the water table, use "thumb and finger" type interlock.
g. Not applying shoring loads to existing structures and other improvements. h. Not changing existing soil loading on existing structures and other improvements.
i. Provide welded steel packing between soil retaining members such as sheet piles and wales and similar members when the gap exceeds 1/2 inch before the wales are loaded.
6. Do not use cantilever sheet pile shoring. When sheet piling is used, provide a braced system with a minimum of 2 levels of wales and braces. Locate top level of wales and bracing within 5 feet of the top of the sheets.
7. Use template for driving sheet piles to minimize need for pulling and redriving sheet piles in the attempt to drive them plumb in areas where bay mud is present.
1.06 SUBMITTALS
A. Shop Drawings and Calculations:
1. In accordance with requirements in California Labor Code for trench excavations 5 feet or more in depth and for trenches less than 5 feet in depth when there is potential for cave-in. Submit in advance of excavation work, detailed drawings showing means for safe and stable excavations.
a. Where such drawings vary from excavation support standards set forth in California Code of Regulations Title 8 - Construction Safety Orders, submit design calculations pursuant to general engineering design practice. b. Provide means for safe and stable excavations that are not less effective than required in CCR Title 8 - Construction Safety Orders.
2. For excavations other than trenches, submit, in advance of excavation work, design calculations as performed pursuant to general engineering design practice, as specified in this Section, and detail drawing showing means for safe and stable excavations. In design calculations and detail drawing, cover, as a minimum:
a. Excavations adjacent to structures and other improvements, and b. Excavations 5 feet or more in depth, or less than 5 feet in depth when there is potential for cave-in, at other locations.
3. Submit Following:
a. Provide calculations for the different load, support, and other conditions that occur during the sequence of installation of shoring, construction of facilities protected by the shoring, and sequence of removal of shoring. b. Provide sketches showing the condition at various stages of installation and removal of shoring.
c. Show structures, pipelines, and other improvements located near the shoring, and the shoring on a plan.
d. When utilities penetrate the shoring, submit an elevation of all sides of the shoring showing the locations of the penetrations. Submit details on ground support and sealing around utility penetrations.
B. Detailed Sequence of Installation and Removal of Shoring:
1. Consider effects of ground settlement in the sequence of installation and removal of shoring.
2. Provide sketches showing the conditions at various stages in the sequence of installation and removal of shoring.
245
EXCAVATION SUPPORT AND PROTECTION 02260 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
3. Clay and silt may stick to sheet piles when sheet piles are removed.
4. Backfilling of excavations shall occur simultaneously with shoring removal.
Backfilling of the excavation with shoring measures in-place will not be acceptable.
C. Submit submittals for stability of excavations as a complete package and include all items required in this section. Incomplete submittals will not be reviewed and will be returned for resubmittal as a complete package. Complete submittal shall include all necessary information regarding the dewatering system as specified in Section 02300.
1.07 SEQUENCING AND SCHEDULING
A. Do not begin work on excavations, trenches, and means for providing stability of excavation and trenches until submittals have been accepted by Engineer and until materials necessary for installation are on site.
B. Submit submittals a minimum of 30 days prior to the scheduled date to begin excavation work.
PART 2 PRODUCTS
Not Used.
PART 3 EXECUTION
3.01 INSTALLATION AND REMOVAL
A. Install means for providing safe and stable excavations as indicated in the submittals section above.
B. Except for concrete encased soldier piles, slurry walls, and similar shoring systems, remove shoring by completion of the Work. Select shoring system and method of removal, which will minimize soil that sticks to shoring from creating large voids and causing settlement. To prevent settlement caused by pulling shoring, fill voids with sand, pea gravel, or pressure injected grout. The methods used shall prevent settlement.
Pressure preservative treated wood lagging may be left in place when acceptable to the Engineer.
C. Backfilling of excavations shall occur simultaneously with shoring removal. Backfilling of the excavation with shoring measures in-place will not be acceptable.
3.02 MAINTENANCE
A. Where loss of soil occurs, plug gap in shoring and replace lost soil with fill material acceptable to Engineer.
B. Where measurements and observations indicate possibility of failure or excessive movement of excavation support, determined in accordance with general engineering design practice, take appropriate action immediately.
***END OF SECTION***
246
TRENCHING 02318 - 1
2025 SANITARY SEWER REHABILITATION PROJECT)
SECTION 02318
TRENCHING
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: Trench excavation, fine grading, pipe bedding, backfilling, compaction, tracer wire, and warning tape for the construction of new pipe.
B. Related Sections:
1. Section 02200 – Excavation and Backfill
2. Section 02700 – PVC Pipe and Fittings
3. Section 02710 – HDPE Pipe and Fittings
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. C 131 - Test Method for Resistance to Degradation of Small-Size Course Aggregate by Abrasion and Impact in the Los Angeles Machine.
2. C 136 - Test Method for Sieve Analysis of Fine and Course Aggregates.
3. D 1556 - Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.
4. D 1557 - Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft.lbf/ft^3 (2,700 kN.m/m^3)).
5. D 2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).
6. D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
1.03 SUBMITTALS
A. Products Data: For all proposed bedding and backfill materials.
1. Material source.
2. Gradation.
3. Testing data and testing laboratory qualifications including lab certification.
PART 2 PRODUCTS
2.01 MATERIALS
A. General:
1. Materials derived from processing demolished or removed asphalt concrete are not acceptable.
B. Geotextile Filter Fabric: As specified in Section 02200. 247
TRENCHING 02318 - 2
2025 SANITARY SEWER REHABILITATION PROJECT)
C. Bedding: As specified in Section 02200 and as shown on the plans.
D. Backfill: Backfill as specified in Section 02200 and as shown on the plans.
E. Warning Tape:
1. Warning Tape for Sewer Mains: Shall be metallic foil bonded to plastic film 2- inches or greater wide. The warning tape shall identify the appropriate utility with letter such as “Caution Sewer Main Buried Below” with 3/4-inch tall minimum lettering and colored per the appropriate AWWA utility color designation.
PART 3 EXECUTION
3.01 PREPARATION
A. General:
1. Trench Condition:
a. Install pipe and materials as specified herein and detailed on the Plans.
2. Embankment Condition:
a. Exists where width of pipe trench exceeds limits specified herein. b. Before laying pipes in fill, place fill and compact it to not less than 2 feet above top of pipe or conduit.
c. After placing and compacting fill, excavate through fill and fine grade as required in this Section.
3.02 INSTALLATION
A. Trench Excavation:
1. General Requirements:
a. Trench Widths: As shown on the plans
b. For Manholes, inlets, or Other Accessories:
1) Provide excavations sufficient to leave at least 12 inches clear between their outer surfaces and embankment or shoring which may be used to hold banks and protect them.
2) Do not backfill with earth under manholes, vaults, tanks, or valves. 3) Fill any unauthorized excess excavation below elevation indicated on the Plans for foundation of any structure with foundation material at no additional cost. Backfill material may be substituted for foundation material in areas where foundation material is not required and when approved by the Engineer.
4) Backfilling of Manhole Excavation: Conform to backfilling requirements as specified for trenches in this Section.
B. Pipe Bedding:
1. Bedding material shall be as scheduled herein unless otherwise specified.
2. General:
a. Over excavate bottom of trench as shown on the plans. b. Place bedding material at uniform density.
3. Bell or Coupling Holes:
a. Dig holes after trench fine grading has been placed. 248
TRENCHING 02318 - 3
2025 SANITARY SEWER REHABILITATION PROJECT)
b. Provide holes of sufficient width to provide ample room for grouting, banding, or welding.
c. Excavate holes only as necessary in making joints and to ensure that pipe rests upon prepared trench bottom and not supported by any portion of the joint.
4. Depressions for Joints, Other than Bell-and-spigot:
a. Make in accordance with recommendations of joint manufacturer for particular joint used.
5. After Pipe Laid:
a. Place bedding material under, around, and above pipe in maximum 6-inch lifts and compact to the maximum density identified on the plans and in Section 02200.
6. Pipe Displacement:
a. Take necessary precautions in placement and compaction of bedding material to prevent displacement of piping.
b. In event there is movement or floating, re-excavate, re-lay, and backfill the pipe.
7. Consolidation:
a. Bedding shall be mechanically compacted at optimum moisture content or above according to ASTM D1557 with non-vibratory compaction equipment.
Water settling methods such as flooding, and jetting are prohibited.
C. Trench Backfill:
1. Backfill material shall be as scheduled herein unless otherwise specified.
2. See Section 02200 for CDF backfill placement requirements.
3. Place and compact backfill in accordance with following requirements:
a. From top of pipe zone backfill to natural surface level. Match finish grade as indicated on the plans.
b. Backfill trench from top of pipe zone backfill to finish grade with backfill material compacted to maximum density specified in Section 02200 and as shown on the plans.
c. Existing Conditions: Where existing underground pipes or conduits larger than 3 inches in diameter cross trenches above new work:
1) Refer to drawings where there is less than 12 inches of clearance. 2) Where there is more than 12 inches of clearance:
a) Backfill from bottom of intersecting trench to spring line of intersecting pipe or conduit with backfill material compacted to 95 percent of maximum density when tested in accordance with ASTM D 1556 or ASTM D 2922.
b) Provide Controlled Density Fill (CDF) as specified herein, below existing pipe or conduit where backfill cannot be placed and compacted as specified. CDF shall have a minimum thickness of 12 inches beneath the existing pipe or conduit and shall extend up to the springline of the pipe or conduit. CDF shall extend a minimum of 12 inches beyond the outside of the pipe or conduit in either direction and as a minimum shall extend to the edge of the trench crossing the pipe or conduit.
c) Extend backfill material 2 feet on either side of intersecting pipe or conduit to ensure that material remains in place while other backfill is placed.
249
TRENCHING 02318 - 4
2025 SANITARY SEWER REHABILITATION PROJECT)
d. Backfill shall be mechanically compacted at optimum moisture content or above according to ASTM D1557 with non-vibratory equipment weighing no more than 12 tons static weight. All backfill shall be placed in maximum 8- inch lifts. Water settling methods such as flooding, and pooling or jetting are prohibited.
D. Warning Tape
1. Place warning tape above the pipe as indicated on the Drawings.
E. Excess Material:
1. Remove excess excavated material from the project site and dispose of legally offsite.
3.03 FIELD QUALITY CONTROL
A. Tests: Compaction testing will be performed by the City or the City’s consultant.
1. Initial Compaction Demonstration:
a. Adequacy of Compaction Equipment and Procedures: Demonstrate adequacy of compaction equipment and procedures before exceeding any of following amounts of earthwork quantities:
1) 50 linear feet of trench backfill.
2) 50 cubic yards of structural backfill.
3) 100 cubic yards of embankment work.
4) 50 cubic yards of base material.
b. Compaction Sequence Requirements: Until specified degree of compaction on previously specified amounts of earthwork is achieved, do not perform additional earthwork of the same kind.
c. After satisfactory conclusion of initial compaction demonstration and at any time during construction, provide confirmation tests as directed by the Engineer.
2. Confirmation Tests:
a. The Contractor shall accomplish specified compaction of trench backfill. b. Confirmation Test submittals are not required.
c. Coordination with Engineer during Testing: Remove overburden above level at which the Engineer wishes to test and backfill and recompact excavation after testing is completed.
3. If compaction fails to meet specified requirements, perform remedial work by one of the following methods:
a. Remove and replace backfill at proper density.
b. Bring density to specified level by means acceptable to the Engineer. c. Retesting:
1) Costs of Retesting: Costs of any retesting required to confirm and verify that remedial work has brought compaction within specified requirements shall be borne by the CONTRACTOR.
2) CONTRACTOR is responsible for compliance testing of remedial work.
3) Confirmation Tests during performance of remedial work will be performed as follows:
a) Tests will be performed in a manner acceptable to the Engineer. b) Frequency: Double amount specified for initial compaction tests. 250
TRENCHING 02318 - 5
2025 SANITARY SEWER REHABILITATION PROJECT)
***END OF SECTION***
251
PIPE BURSTING 02345 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02345
PIPE BURSTING
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: Installation of high density polyethylene pipe (HDPE) pipe by pipe bursting.
B. The Contractor shall provide all materials, labor, equipment, and services necessary for bypass pumping and/or diversion of sewage flows, installation of the pipe, reconnection of lateral sewers, and CCTV inspection and testing of the completed pipe system.
C. Contractor shall note that several pipe bursting locations are within easements that have limited access. See Section 01120.
D. Related Sections:
1. Section 01120 – Work Constraints
2. Section 02200 – Excavation and Backfill
3. Section 02531 – Sewer Laterals
4. Section 02710 – HDPE Pipe
5. Section 02760 – Closed Circuit Television (CCTV) Inspection
6. Section 02770 – Sanitary Sewer Testing
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. C 131 - Test Method for Resistance to Degradation of Small-Size Course Aggregate by Abrasion and Impact in the Los Angeles Machine.
2. C 136 - Test Method for Sieve Analysis of Fine and Course Aggregates.
3. D 1556 - Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.
4. D 1557 - Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft.lbf/ft^3 (2,700 kN.m/m^3)).
5. D 2922 - Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).
6. D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
1.03 SUBMITTALS
A. Pipe Bursting Contractor’s Qualifications shall be submitted with the Contractor’s bid.
All pipe bursting products and installers are subject to approval based on the criteria listed in the invitation for bids and specified herein. Failure to submit the minimum experience qualifications with the bid will render the bid non responsive.
B. The Contractor shall submit catalog cuts, specifications, dimensioned drawings, the proposed diameters of bursting head and expander to be used for each pipe size, 252
PIPE BURSTING 02345 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
manufacturer’s recommendation for installation, installation details and sketches, and other pertinent information for the pipe installation work. All materials provided shall be fully in accordance with the requirements of the reference specifications specified herein.
C. The Contractor shall submit written description of the construction procedure, sequence to bypass sewage flow, install pipe, and reconnect lateral sewers.
D. The Contractor shall submit Pre- and Post-CCTV Inspection videos of the sewer main in conformance with Section 02760.
1.04 QUALITY ASSURANCE
A. Fusion joining and other procedures necessary for correct assembly of the pipe shall be done only by personnel trained in those skills and have three years of experience in fusion joining, to the satisfaction of the City or its appointed Representative and the pipe manufacturer/supplier.
B. Only those tools designed for the aforementioned procedures, and approved by the pipe manufacturer or supplier and the City, shall be used for assembly of pipe fittings to ensure proper installation. The heater plate shall be equipped with suitable means to measure the temperature of plate surfaces and to assure uniform heating such as thermometers or pyrometers.
C. The Contractor and/or Subcontractor performing the pipe bursting work, if applicable, shall provide to the City a warranty to be in force and effect for a period of one (1) year from the date of final project acceptance by the City. The warranty shall require the Contractor and/or Subcontractor to repair or replace the pipe should leakage, separation, collapse or other failure result from faulty materials or installation as determined by the City.
D. The Contractor shall video the installed pipe after existing services have been reconnected and manhole work has been completed. The television inspection video shall be provided to the City for approval.
E. Each fusion connection shall be recorded and logged by an electronic monitoring device (data logger) connected to the fusion machine. The fusion data logging report shall be generated by software developed specifically for the fusion of fusible pipe type. Data not logged by the data logger shall be logged manually and be included in the Fusion Technician’s joint report. The fusion data logging reports shall be submitted to the City.
1.05 DELIVERY, STORAGE, AND HANDLING
A. The Contractor shall exercise special care during the unloading, handling, and storage of all pipe to ensure that the pipe is not cut, gouged, scored or otherwise damaged. Any pipe segment which has cuts in the pipe wall exceeding 10 percent of the wall thickness shall be cut out and removed from the site at the Contractor’s cost. The pipe shall be stored so that it is not deformed axially or circumferentially.
B. Pipe without an ultraviolet inhibitor shall not be stored unprotected from the elements. 253
PIPE BURSTING 02345 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
PART 2 PRODUCTS
2.01 MATERIALS
A. Piping used for bursting shall be HDPE in accordance with Section 02710.
B. Joints: Pipe shall be joined by butt fusion welding as specified in Section 02710. The interior joints shall be de-beaded.
2.02 LATERAL RECONNECTIONS
A. Contractor shall locate and expose all active laterals prior to bursting sewer main.
Reconnection to sewer main shall be immediately following bursting of the sewer main.
Permanent sewer main connection shall be made after sufficient relaxation period.
B. Reconnections to abandoned or capped laterals shall not be made.
C. Lateral connections to the main shall be installed with wyes whenever possible.
D. Lateral connection to the main shall not protrude into the main.
E. Lateral reconnections shall be connected by use of electrofusion wye saddles.
Electrofusion wye saddles shall be one of the following:
1. Central Plastics
2. Industrial Pipe Fittings - Plasson
3. Or Approved Equal
PART 3 EXECUTION
3.01 GENERAL
A. Installation guidelines from the pipe supplier shall be followed for all installation.
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 replaced by the Contractor.
3.02 PREPARATION
A. CCTV Video: Contractor shall clean and inspect sewer prior to bursting to identify laterals and determine whether there are any issues in the main that may preclude a successful bursting operation.
B. Utilities:
1. Contractor shall locate all nearby utilities.
2. Where water main is within five (5) feet of sewer main, contractor shall expose water main while bursting.
3. Contactor shall expose all other utilities within 30-inches of sewer main while bursting.
4. When required by Section 01120-1.13, water main shall be shut down prior to bursting.
254
PIPE BURSTING 02345 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
C. Where building foundations, retaining wall foundations or other structures are located within 5-feet of the sewer main to be pipe burst, contractor shall expose the sewer main while bursting.
D. The locations for the insertion/receiving pits are to be determined by the Contractor and approved by the City. In considering locations for insertion/receiving pits, the Contractor shall consider the size of the existing sewer and new pipe, locations of obstructions and services, locations of manholes, pulling distances, traffic conditions, bending radius, and locations of utilities. Insertion pits shall have a maximum slope of
2.5:1 entry slope and shall be shaped to permit as long a radius in the new pipe as feasible.
E. The Contractor shall mark and review the proposed insertion/receiving pit locations with the City and Mid-Peninsula water District prior to construction. Where pits will be within 10-feet of the water main, mark these locations 1-week prior to construction to allow sufficient time for Mid-Peninsula to review the location in the field.
F. If existing manholes are destroyed or damaged while constructing the insertion/receiving pits, they shall be reconstructed and/or repaired at no cost to the City.
G. The Contractor shall physically disconnect all laterals from the existing main prior to pipe bursting.
3.03 INSTALLATION
A. The pipe shall be installed in a manner so the pipe curve radius is never less than the pipe manufacturer’s recommended minimum bending radius.
B. The Contractor shall install the pipe by utilizing static or pneumatic bursting methods.
The void created by the bursting device shall be sufficient in size to accommodate the pipe which shall be installed immediately after the void has been formed.
C. Where pipe is installed by pulling in tension, the recommended Safe Pulling Force, according to the pipe supplier, shall not be exceeded.
D. The Contractor may utilize existing manholes where practical. Manhole inverts and bottoms shall be removed to permit access for installation equipment and the larger proposed pipe. Structural damage to manholes during pulling operations shall be repaired by Contractor at no extra cost to the City.
E. The Contractor shall anchor the pipe to concrete structures or manholes after the pipe has been installed along the length of sewer replaced. The Contractor shall use a water stop or flange adapter, as supplied by the pipe manufacturer that is firmly seated perpendicular to the pipe axis, around the pipe exterior and cast into the structure base or near the structure wall center. The structure or manhole connection shall be made after adequate time has been allowed for the pipe to relax from the applied tension forces.
F. Backfill excavations in accordance with Section 02200. Backfill material shall be per the trench details on the Plans and Section 02200.
G. The contractor shall modify the manhole troughs and benches as detailed on the Plans. 255
PIPE BURSTING 02345 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
H. All joints shall be de-beaded along the interior of the pipe.
3.04 PIPE RELAXATION
A. The Contractor shall allow the pipe to return to its original length and shape in the unstressed state prior to trimming the excess pipe in the manholes. The pipe manufacturer's recommendations shall be followed regarding the relief and normalization of stress and strain due to temporary stretching or elongation after pulling operations are completed. Contractor shall consider temperature and pulling time required when calculating required time for stress and strain relief. Time allowed for stress and strain relief shall be not less than 24 hours without a specific recommendation otherwise from the pipe manufacturer.
B. The Contractor shall allow a minimum of four (4) hours to elapse after pipe bursting mainlines prior to connecting permanent lateral connections to the new main, in order to allow the pipe to relax from the applied tension forces. The Contractor shall provide temporary lateral connections and or bypassing as required to prevent overflows from laterals.
3.05 PIPE TESTING
A. Pipe testing shall be done in conformance with Section 02770.
B. Post-CCTV Inspection videos of the sewer main in conformance with Section 02760. ***END OF SECTION***
256
HORIZONTAL DIRECTIONAL DRILLING 02441 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02441
HORIZONTAL DIRECTIONAL DRILLING
PART 1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. The work of this Section includes all labor, materials, construction equipment, and appliances required to perform all HDPE pipe installations using HDD methods at locations shown on the Drawings.
2. The HDD scope shall include, but not be limited to: providing directional drilling equipment; mixing, pumping, and disposal of drilling fluid; constructing entry and exit pits; supplying pumps, hoses, and other equipment; groundwater storage, treatment, and disposal; sheeting and shoring of excavations; protection of existing utilities; providing bore stability at entry, miscellaneous appurtenances to complete the entire Work as shown on the Contract Drawings, site grading and restoration work at the entry and exit side work areas as necessary to accomplish the work. HDD operations shall be performed within the Limits of Work shown on the Drawings.
1.2 REFERENCES
A. Related Sections
1. Section 02710 – High Density Polyethylene (HDPE) Pipe and Fittings B. Definitions:
1. Annular Space: The space between the final reamed bore and the final product pipe.
2. Bent Sub: A section of drill pipe behind the cutting tools that is inclined at an angle, typically one to three degrees, from the axis of the main drill string. The bent sub allows steering while using rotating cutting tools such as a mud motor.
3. Conductor Casing: A steel casing pipe installed at the entry and/or exit locations of the borehole to stabilize the borehole. The conductor casing reduces the risk of collapse of the borehole during HDD operations, allowing drilling fluid circulation in soils prone to swelling or collapse. The casing also reduces the risk of hydraulic fracturing of the soil and creating a seepage path to the surface, until sufficient ground cover can be obtained to reduce the risk of inadvertent drilling fluid returns.
4. Drilling Fluid/Mud: A mixture of water, bentonite, and/or polymers continuously pumped to the drilling tools to facilitate the removal of soil cuttings, and stabilization of the bore. These fluids also cool the cutting tools and lubricate the drill pipe and product pipe string.
5. Drilling Tool/Bit: Any tool or system of tools which excavates at the face of a bore.
6. Horizontal Directional Drilling (HDD): A surface-launched, guided, steerable drilling method used for the trenchless installation of pipes, conduits, and cables. A pilot bore path is excavated in a shallow arc from a surface-launched drill rig. Excavation takes place with fluid assisted cutting from a drilling tool on the drill string. The pilot bore is directed by the positioning of a bent sub or slanted face cutting bit. Tracking of the drill 257
HORIZONTAL DIRECTIONAL DRILLING 02441 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
string is achieved by using a walkover guidance system or a downhole wireline survey tool, which may be augmented by using an energized wire grid at the surface, or a gyroscope system. The bore is filled with drilling mud/fluid for stabilization, to cool the cutting tools, and to mix the cuttings into a slurry, which is circulated to the entry point where solids are removed before the drilling fluids are returned to the bore. The bore path is enlarged with subsequent reaming passes until the desired diameter is achieved.
The product pipe, conduit, or cable is then pulled into the fluid-stabilized bore hole.
7. Pilot Bore: The action of creating the first guided pass of the HDD process which is then reamed in one or more passes to the size required to allow pullback of the pipe or casing.
8. Pullback: That part of a horizontal directional drilling process in which the drill pipe, swivel, and product pipe or cable is pulled back through the bore to the entry.
9. Pullback Loads: The loads (forces) applied to a drill string and product pipe during the pullback process. In addition to the tensile pullback loads, bending, buckling, and combination stresses must be considered in design.
10. Obstruction: Any hard object lying completely or partially within the design pathway of the bore and pipeline that prevents further advancement of the drill pipe, pre-reamer, reamer, and/or pipe, after all reasonable Contractor attempts to advance past the object or re-drill around the object have failed.
11. Settlement Point: A point with elevation and spatial location established by survey prior to construction. The point is re-surveyed periodically to monitor ground movements.
The point may be a nail, pin, subsurface settlement rod, borehole extensometer, or other device that can be readily located and surveyed.
12. Work Plan: Written descriptions, together with sketches, drawings, schedules, and other documents defining Contractor’s plans and procedures for horizontal directional drilling.
A. Reference Standards:
1. HDD Good Practices Horizontal Directional Drilling (HDD) Good Practices Guidelines, North American Society for Trenchless
Technology (NASTT), 4th Edition, 2017
1.3 ADMINISTRATIVE REQUIREMENTS
A. Advance Notice and Inspections:
1. The Contractor shall provide at least 72 hours advance written notice to the Engineer of the planned inception of major drilling activities, including pilot bore launch, prereaming, reaming, and pipe pullback.
2. The Contractor shall immediately notify the Engineer, in writing, when any significant problems are encountered or if ground conditions are considered by the Contractor to be materially and significantly different than those represented within the Contract Documents.
3. 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. 258
HORIZONTAL DIRECTIONAL DRILLING 02441 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
1.4 SUBMITTALS
A. Equipment and Materials:
1. The Contractor shall submit detailed descriptions of all equipment and materials to be used for the HDD installation. Equipment and material submittals shall include the directional drill rig, drill rig anchoring system, the drilling fluid mixing/recycling system, drill bits, mud motors, reamers or hole openers, pipe rollers, hoisting and positioning equipment for pullback, drilling fluid and additives, pipe pull head, and pipe pulling swivel. Descriptions of equipment shall include manufacturers’ specifications, calibrations, appropriate drawings, photographs, and descriptions of any modifications since manufacture. Descriptions of drilling fluid additives shall be accompanied by Safety Data Sheets (SDS) and manufacturers’ descriptions and warranties.
2. Rig Capacity: The Contractor shall submit details on the capacity of the drill rig verifying that the pullback capacity is sufficient to complete the installation.
3. Pump Capacity: The Contractor shall submit details on the capacity of the mud pumping system, and shall verify that the pump capacity is adequate to supply the required flow rate and pressures for the Contractor’s anticipated drilling fluid properties and anticipated drilling rates.
B. Work Plan:
1. Horizontal Directional Drilling Work Plan: Submit an HDD Work Plan complete with drawings and written description identifying details of the proposed method of construction and the sequence of operations to be performed during construction. The work plan shall discuss the protection of existing utilities, solids control plant, pilot hole drilling procedure, facilities for containment and storage of all drilling fluids and groundwater inflows through the bore, the reaming operation, the pullback procedure including pipe support, hoisting and ballasting, and abandonment of excess bore length.
The HDD Work Plan shall explicitly address and satisfy all permit requirements. In addition, the Work Plan shall include:
a. A detailed plan and profile drawing of the bore geometry showing entry and exit angles, bend radii, and stations of beginning and ends of curves. All drawings shall be legible with dimensions accurately shown and clearly marked in English. b. Plans for excavation and shoring of the pipe entry pit. c. Plans for bore stabilization at entry (i.e. conductor casing or ground improvement).
Provide details of length/zone of bore stabilization, and include details such as casing thickness/diameter/shoe dimensions, and installation method. d. Equipment Layout: The Contractor shall submit sketches depicting the layout and locations of equipment within the rig side work area and pipe layout area, including proposed drilling fluid containment and recirculation tanks and traffic control. The Contractor shall confirm that all operations shall be completely contained within the Limits of Work shown on the Drawings.
e. Details and methods related to bending and supporting the pipe through the required tight bend radius through the pipe layout area during pullback. Provide details and calculations as necessary to demonstrate that the pipe can be safely supported and restrained without excessive stresses on the pipe. Include verification that bend radii (vertical, horizontal, and compound) do not exceed safe bend radius of product pipe. 259
HORIZONTAL DIRECTIONAL DRILLING 02441 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
f. Provide descriptions and details regarding the layout and fabrication of carrier pipe within the allowable work area, showing traffic control and measures to protect pipe from traffic.
g. Provide manufacturer’s recommended minimum relaxation time after pullback before tie-ins to other portions of the work.
h. Provide details on measures to be taken to locate, monitor, and protect adjacent utilities, structures, and roadways, specifically the 72-inch storm drain adjacent to the exit.
2. Soil Separation Plant and Plans for Disposal:
a. The Contractor shall submit details on the drilling fluid pumps and cleaning plant.
Include dimensions, manufacturer’s specifications, pump capacity. b. Drilling fluid volumes and maximum drilling and reaming rates for pilot bore and each reaming pass and confirm that pump capacity is adequate for these anticipated drilling rates for the drilling fluid weights and viscosities anticipated. c. Measures for Drilling Fluid Containment: The Contractor shall submit plans for containment of drilling fluids at entry and exit locations. d. Plans for Disposal of Spoils and Drilling Fluids: The Contractor shall submit plans 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 indicating willingness and legal authority to accept the described and anticipated waste products.
3. Surveying Equipment and Procedures: The Contractor shall submit records of equipment calibrations and certifications for all equipment used for tracking and guidance of the drill head. Procedures for operating the guidance / survey tools shall be described, including measures to verify the accuracy of the equipment readings. The Contractor shall submit a drawing with the location of the surface wire grid system for the “TruTracker” or equivalent tracking system, if used.
C. Calculations:
1. The Contractor shall submit calculations of the estimated pullback loads for the conditions and operating practices planned. The Contractor shall submit calculations for pipe stresses expected to result from the pullback, bending, fluid buckling loads, earth loads, groundwater loads, and any other installation and service loads expected to be exerted on the pipe. Calculations should evaluate pipe stresses exerted on the pipe as it is pulled through the tight curve at pipe entry.
2. Calculate combined bend radius at pipe entry into bore as:
Compound Radius = ��(RA2 x RB2)
(RA2+ RB2)
�
a. Where RA = Horizontal Bend Radius and RB = Vertical Bend Radius
3. All assumptions used in the calculations shall be provided, including the final bore diameter, drill pipe diameter, radius of curvature, entry and exit angles, assumed drilling fluid weight, assumed drilling fluid viscosity, and pipe ballasting during pullback.
D. Schedule:
1. Schedule: At least fifteen (15) days prior to project mobilization, the Contractor shall submit a detailed schedule for the HDD installations showing all major construction activities and durations, with beginning and completion dates shown. The schedule shall 260
HORIZONTAL DIRECTIONAL DRILLING 02441 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
be updated at least every two weeks or more frequently, as directed by the Engineer, and shall include:
a. “One-Call” Underground Service Alert (USA) utility locate requests and visual confirmation of all crossing utilities and all parallel utilities within ten (10) feet laterally of the bore centerline.
b. Excavation and shoring of entry pit.
c. Rig mobilization and setup, including surface coil installation and survey. d. Bore stabilization measures at entry
e. Pilot bore drilling.
f. Pre-reaming and reaming.
g. Layout and thermal fusing of pipe.
h. Pressure testing of pipe prior to pullback.
i. Final reaming and pullback of pipe.
j. Pressure testing of pipe after installation.
k. Mandrel test to confirm deformations of pipe are within allowable tolerances. l. Cleanup and demobilization.
m. Tie-ins and surface restoration.
E. Sample Logs:
1. Submit sample daily logs and records as described in Paragraph 1.5 B.
F. Hydrofracture and Surface Spill Contingency Plan
1. A Hydrofracture and Surface Spill Contingency Plan shall be prepared by the Contractor for the installation of pipelines using HDD. The contingency plan for inadvertent returns/hydrofracture shall address the following:
a. The plan shall identify the personnel on site during the entire HDD installation process with responsibility for detecting whether surface returns have occurred. b. The plan shall address how the risk of hydrofracture will be minimized by measures such as careful monitoring of returns, providing bore stability through weak soils, monitoring mud pressures, and limiting mud pressures.
c. The plan shall include an on-site materials list to manage and control drilling fluid surface releases. A general list of some suggested materials is provided below:
1) Heavy weight plastic gravel filled and sealed bags
2) Splash board: three layers of a heavy plastic
3) 5-gallon hard plastic pails
4) Wide heavy-duty push broom
5) Flat blade and round nose shovels
6) Silt fence and T-posts or straw bales, as appropriate 7) Chicken wire or connecting material to tie off the perimeter of a dewatering structure
8) Bundles of absorbent pads to use with plastic sheeting for placement beneath motorized equipment while in operation.
9) Straw logs (wattles of fiber rolls)
10) Portable pumps
11) Hoses
12) Vacuum trailers or trucks which will be available for response within one (1) hour of the incident’s detection
261
HORIZONTAL DIRECTIONAL DRILLING 02441 - 6
2025 SANITARY SEWER REHABILITATION PROJECT
13) Silt fence or screens to contain returns in a low-lying areas, marsh, or waterways 14) 55-gallon barrels with both ends removed, and plates or tabs with 0.5-inch holes drilled through plates, and No. 4 rebar to anchor the barrels to the ground through the holes in the plates.
2. The plan will include pre-construction protection measures. Recommended protection measures include erecting silt fence around the drill rig, drilling fluid mixing and pumping areas, erecting silt fences between the drilling staging areas and sensitive areas, and placement of hay wattles or silt fences around storm drain inlets.
3. A plan for containment and control methods for frac-outs which addresses the following:
a. Immediate response to detection of a frac-out by stopping drilling operations and pulling back the drill head to relieve pressure.
b. The appropriate agencies which shall be immediately notified. c. How terrestrial returns will be contained by an earth berm, installation of materials to contain the fluid, or other method.
G. Safety Plan
1. The Contractor shall submit a Safety Plan, including the name of the Contractor’s Site Safety Representative, emergency telephone numbers for medical facilities, and precautions for handling and disposal of any hazardous or flammable materials. The Safety Plan shall include a code of safe practices and an emergency plan in accordance with OSHA and CalOSHA requirements.
H. Field Submittals
1. The Contractor shall submit complete, legible, daily logs and records in accordance with Paragraph 1.5 B Daily logs and records shall be provided to the Engineer by noon on the day following the shift for which the data or records were taken. The following shall be submitted as construction progresses and at the completion of construction. a. Daily logs as specified in Paragraph 1.5 B.
b. Drilling Fluid Properties: The Contractor shall submit measured drilling fluid weights and viscosities used during pilot boring and reaming of the bore measured at a minimum of twice per shift or at least once per 100 feet of drilled or reamed length, whichever is more frequent.
c. Variations in Plan and Profile: The Contractor shall document any variations between the actual plan and profile of the bore path and the location shown on the Contractor’s submitted profile. The Contractor shall notify the Engineer immediately upon discovery of any deviations that exceed design tolerances.
2. Pilot Bore As-Built Profile: The Contractor shall submit an as-built plan and profile of the pilot bore within 24 hours of completion of the pilot bore, and before reaming and pullback begins.
3. CCTV videos of the pipe after installation per Paragraph 3.6.
1.5 QUALITY ASSURANCE
A. Qualifications:
1. Contractor Qualifications and Experience:
a. Submit Contractor experience demonstrating at least three (3) years of successful experience installing pipelines using the horizontal directional drilling process on at 262
HORIZONTAL DIRECTIONAL DRILLING 02441 - 7
2025 SANITARY SEWER REHABILITATION PROJECT
least ten (3) projects with similar diameters and installation lengths, and ground and groundwater conditions in accordance with Paragraph 1.5 A1c b. Submit resumes for the superintendent(s) and drill rig operators demonstrating successful experience in accordance with Paragraph 1.5 A1c. c. The submitted project information must demonstrate successful completion of at least three (3) bores over 200 feet in similar ground conditions and at least two (2) bores where the pipe layout area was at a significant angle to the bore. The submitted information should also include successfully completed projects in residential neighborhoods with very limited work areas. The Contractor shall furnish evidence of successful experience by including project owner, project name, location, diameter, length, depth, ground conditions, any problems encountered and how resolved, and any claims and how resolved. Owner’s representative with address and telephone number shall be provided.
d. Submit resume for the Contractor’s surveyor responsible for line-and-grade control. e. Submit resume and certification for the Contractor’s fusion machine operator(s).
B. Daily Logs and Records:
1. Daily logs and records shall be maintained by the Contractor and shall include drilling lengths, location of drill head in plan and profile, 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 or segments thereof, and any other relevant observations, including any observed settlement, heave, or surface spills.
2. The drilling fluid pressures shall be measured and recorded at least once per drill pipe length.
3. The drilling fluid viscosity and density shall be measured and recorded at least two times per shift with at least two hours between readings, using calibrated Marsh funnel and mud balance.
4. These records shall be maintained and provided daily to the Engineer. The position of the drill head shall be continuously tracked and recorded. A plot of actual locations of the bore path shall be maintained and updated daily, or more frequently, as directed by the Engineer.
C. Owner Inspection:
1. The Contractor shall allow access to the Engineer and shall furnish necessary assistance and cooperation to aid the Engineer in observations and data and sample collection, including, but not limited to the following:
a. The Owner and Engineer shall have access to the operator control container prior to, during, and following all HDD operations. This shall include, but not be limited to, providing visual access to real-time operator control screens, gauges, indicators, and guidance data.
b. The Owner and Engineer shall have access to the drilling fluid mixing, pumping, and separation equipment prior to, during, and following all HDD operations. This shall include, but not be limited to, access to shaker screens, hydrocyclones, conveyor belts, and slurry and spoil holding tanks. The Engineer shall be allowed to collect soil samples from the shaker screens and/or spoil holding tanks on the slurry separation plant a minimum of once per drill pipe section, and whenever changes in conditions are observed or suspected.
263
HORIZONTAL DIRECTIONAL DRILLING 02441 - 8
2025 SANITARY SEWER REHABILITATION PROJECT
PART 2 PRODUCTS
2.1 MATERIALS
A. Pipe
1. The Contractor shall provide and install HDPE pipe in accordance with Section 02710 – High Density Polyethylene (HDPE) Pipe and Fittings.
B. Water
1. The Contractor shall secure a suitable source of water, and shall be responsible for transporting, storing, and disposing of any water required. Disposal shall be performed with no additional cost to the Owner. Water shall be from an authorized potable source.
C. Drilling Fluids
1. The Contractor shall select drilling additives and fluid mixture proportions to ensure continuous circulation, efficient soil carrying capacity, bore stability, and reduced drag on the pipe. Management and disposal of drilling fluids shall be the Contractor’s responsibility.
2. Drilling fluids shall not be disposed of on-site or discharged to sanitary or storm sewers, or waterway. All drilling fluids shall be removed from the site and properly disposed of at a facility licensed to receive the material.
D. Drill Pipe
1. The Contractor shall provide high quality drill pipes that have been inspected and determined to be adequate for the project requirements. Bent, cracked, or fatigued drill pipes shall not be used. Threads must be in good condition. The length of each drill pipe shall be measured and recorded
2.2 PERFORMANCE / DESIGN CRITERIA:
A. The Contractor shall review the site to become familiar with the ground conditions encountered during the investigation for the project and shall prepare an HDD Work Plan that addresses the full range of encountered and expected conditions.
B. Equipment: The Contractor shall provide all equipment, materials, and personnel necessary for 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 pipe, cutting tools, reaming bits, swivels, expanders, motors, pumps, hoses, mixing equipment, drilling fluid processing equipment (cuttings separation equipment), spare parts, pipe handling equipment, crane, backhoe, pipe support rollers, side boom tractors, control cabin, and control equipment.
2. Walkover guidance equipment, or downhole survey equipment, with energized surface grid tracking system (Tru-Tracker, Partrack, or equivalent).
3. Drilling fluids, water, lubricant, polymers, or other additives.
4. Drilling fluid / groundwater inflow storage tanks for containing all fluids returning through the bore, before proper treatment and disposal or permitted discharge. 264
HORIZONTAL DIRECTIONAL DRILLING 02441 - 9
2025 SANITARY SEWER REHABILITATION PROJECT
5. Any other expendable or re-usable materials, supplies, and equipment needed for the installation.
C. The drilling equipment shall be capable of advancing through the geologic conditions to be encountered at the site and as anticipated by the Contractor.
D. The capacity of the directional drilling system used by the Contractor shall be adequate to install the specified pipeline.
E. The pump used by the Contractor shall be adequate to supply the required flow rate and pressures at the anticipated drilling fluid viscosity at all times.
F. The drilling fluid shall be designed for the geologic conditions to be encountered at the site, as described in the Geotechnical Report and as anticipated by the Contractor.
G. The drilling system shall include a fluid pump and separation plant that can achieve the rates of drilling fluid pumping, spoil separation, and slurry cleaning required by the Contractor to achieve planned production rates for the ground conditions described in the Geotechnical Reports, and as anticipated by the Contractor. Shaker screens, hydrocyclones, and a centrifuge may be required for efficient separation of spoils. The Contractor is advised that the separation plant must fit within the Limits of Work shown on the Drawings.
H. Contractor shall be responsible for providing storage tanks with sufficient volume to contain and store drilling fluids, slurry returns, and groundwater inflows to the entry pit. Minimum storage tank volume provided by the Contractor shall be greater than the highest fluid volume calculated for a full day’s reaming production.
I. Surveying Equipment and Procedures: All surveying equipment used for walkover or downhole wireline surveying and tracking of the bore path and drill head, and layout of any surface wire grid system or equivalent tracking system, shall be inspected and calibrated by the equipment manufacturer prior to use. Proof of this inspection and calibration shall be provided to the Engineer prior to the commencement of drilling operations. It is the Contractor’s responsibility to ensure that the sewer main is within the City’s easement limits.
Contractor shall survey as necessary to identify the limits of City’s easements and notify the City of an issues with installing the sewer main within the City easement.
J. The pipe will be certified by the Contractor as meeting all requirements of the Specifications.
The fabricated pipe will be pressure-tested by the Contractor in accordance with the requirements of Section 02710 – High-Density Polyethylene (HDPE) Pipe and Fittings.
K. Pipe rollers, lifters, and lateral force reaction devices shall be required to help the transition of the carrier pipe into the bore. The number of pipe rollers and lifters shall be determined by the Contractor and submitted as part of the Work Plan.
PART 3 EXECUTION
3.1 GENERAL
A. The Contractor shall not initiate HDD until all submittals are received, reviewed, and accepted by the Engineer.
265
HORIZONTAL DIRECTIONAL DRILLING 02441 - 10
2025 SANITARY SEWER REHABILITATION PROJECT
B. The Contractor shall not initiate HDD work until the pre-condition survey of surrounding properties has been completed.
C. The Contractor shall not initiate HDD until all required permits are obtained.
D. Contractor shall comply with all local noise ordinances and permits.
E. Safety: It shall be the Contractor’s sole responsibility that all work is done in conformance with all applicable Federal, State, and local safety requirements. Required safety equipment and procedures shall be employed by the Contractor at all times. All materials and methods of construction shall meet the applicable requirements of the State of California.
3.2 PREPARATION
A. Protection of Existing Utilities and structures:
1. It is the Contractor’s responsibility to request locates and confirm locations of all nearby utilities and structures that may be affected by the work.
2. The Contractor shall notify “One Call” system to request marking of utilities that subscribe to One Call, and shall individually notify all other known or suspected utilities to request marking of their utilities.
3. The Contractor shall confirm that all requested locates are made prior to commencing drilling operations.
4. The Contractor shall make diligent efforts to locate any unmarked or abandoned utilities using all available information, maps, and drawings.
5. The Contractor shall make diligent effort to locate surface evidence of any other potential subsurface obstructions, such as piers and piles.
6. The Contractor shall visually confirm and stake all existing lines, cables, or other underground facilities including exposing all crossing utilities and utilities within ten (10) feet laterally of the centerline of the designed drilled path.
7. The Contractor shall support and protect in-place existing utilities crossing within 5 feet above the HDD bore.
8. The Contractor shall control drilling practices to prevent damage to existing utilities.
9. The Contractor shall be responsible for all losses and repairs caused by damage to underground utilities resulting from drilling operations.
B. The Contractor shall mark and review the proposed insertion/receiving pit locations with the City and Mid-Peninsula water District prior to construction. Where pits will be within 10- feet of the water main, mark these locations 1-week prior to construction to allow sufficient time for Mid-Peninsula to review the location in the field.
C. Work Staging Area:
1. Work Staging: The Contractor shall limit staging and work operations to the Limits of Work shown on the Drawings, or as otherwise accepted in writing by the Engineer, for storage of equipment and materials, parking, pipe layout, drilling, and other work.
2. Construction Impacts: The Contractor shall proceed with work in a safe, orderly manner, while maintaining the work site free of debris and unnecessary equipment and materials.
3. Removal of Temporary Facilities: At the completion of construction, the Contractor shall remove all temporary facilities installed by the Contractor. All disturbed areas shall be restored to original conditions prior to construction.
266
HORIZONTAL DIRECTIONAL DRILLING 02441 - 11
2025 SANITARY SEWER REHABILITATION PROJECT
4. Site Security: The Contractor shall install an enclosure fence around the work area. The enclosure fence shall include a lockable gate and should be adequate to prevent entry of unauthorized persons.
3.3 MOBILIZATION
A. The Contractor shall mobilize all equipment, materials, and personnel necessary to construct the HDPE pipeline using the HDD process at the locations shown in the Drawings.
B. Entry Area: The Contractor shall set up temporary workspace within the Limits of Work shown on the Drawings. Appropriate precautions and measures shall be employed by the Contractor to prevent erosion, surface drainage, and spillage of drilling fluids, groundwater inflows, or other materials that could adversely impact the environmental quality of the site.
Silt fences, hay wattles, and hay bales shall be used to line the work area to minimize erosion and contain any spillages or runoff.
C. Exit Area: 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. The Contractor shall not initiate HDD work until the exit pit is shored in accordance with contractor’s approved submittals and CalOSHA requirements
D. Pipe Layout Area: Layout area shall be free of stones, debris and obstructions. Pipe rollers shall be provided by the Contractor to facilitate pipe pullback. Provide all supports and restraints necessary to safely transition pipe from the layout area into the exit pit. Protect pipe against damage from traffic.
3.4 BORE STABILIZATION
A. The Contractor shall provide bore stabilization measures through zone of bore in weak surficial soils at entry to prevent bore collapse.
B. Bore stabilization measures may include conductor casing, ground improvement, or other method proposed by the Contractor.
C. Conductor Casing
1. Diameter should be chosen to be appropriate for Contractor’s planned reamer sizes.
2. Casing thickness should be appropriate for installation method.
3. The conductor casing should be installed at the submitted entry angle.
4. Conductor casing within 5 feet of the surface should be removed after completion of pullback operations.
D. Ground improvement
1. Ground improvement methods should not result in heave or settlement that damages road surfaces or overlying or adjacent utilities.
2. Resulting soil strength should be easily excavatable with planned drill bits and reamers. 267
HORIZONTAL DIRECTIONAL DRILLING 02441 - 12
2025 SANITARY SEWER REHABILITATION PROJECT
3.5 HORIZONTAL DIRECTIONAL DRILLING
A. Bore Tracking and Monitoring: At all times during the pilot bore the Contractor shall provide and maintain a bore tracking system that is capable of accurately locating the position of the drill head.
1. Pilot Bore Tracking System: Contractor shall monitor and record x, y, and z coordinates, relative to an established surface survey bench mark, from the chosen HDD guidance system. The data shall be continuously monitored and recorded at least once per drill pipe length or every fifteen (15) feet, whichever is most frequent.
2. 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. The Contractor shall undertake all necessary measures to correct deviations and return to design line and grade.
3. Drilling Fluid Pressures and Flow Rates: Drilling fluid pressures and flow rates shall be continuously monitored and recorded by the Contractor. The pressures shall be monitored at the pump.
4. Drilling Speeds: Maximum allowable drilling speeds to ensure adequate borehole cleaning shall be calculated by the Contractor for pilot boring and each reaming pass.
Drilling speeds shall not exceed pump capacity. Drilling rates shall be recorded for every drill pipe.
5. Drilling Fluid Viscosity and Density (Mud Weight): The Contractor shall measure and record drilling fluid viscosity and density at least two (2) 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.
B. Location of Entry and Exit Points: Entry and exit points shall be as shown on Contractor’s approved submittals, unless otherwise approved in writing by the Engineer. The Contractor shall employ licensed, experienced surveyors to locate the entry and exit points, and to establish horizontal and vertical datum for the bore and the pipe layout and fabrication areas.
C. Entry and Exit Angles: Drill entry and exit angles shall be as shown on the Contractor’s approved submittals, unless otherwise approved in writing by the Engineer.
D. Spoil Storage: All spoil, slurry, and water inflows through the HDD bore must be contained in trucks, tanks, or other containers at all times. Dumping of spoil or drilling fluid on the ground, discharge into sanitary or storm sewers, or discharge into the water bodies will not be permitted. All spoils will be transported and disposed of off-site at an approved disposal facility that meets all State of California and local permit requirements.
E. Control of Drilling Fluids: The Contractor shall follow all requirements of the submitted and approved Hydrofracture and Surface Spill Contingency Plan and shall control operational pressures, drilling mud weights, drilling speeds, and any other operational factors required to avoid hydrofracture, fluid losses to formations, and drilling fluid spillage. This includes any spillages or returns at entry and exit locations or at any intermediate point. All inadvertent 268
HORIZONTAL DIRECTIONAL DRILLING 02441 - 13
2025 SANITARY SEWER REHABILITATION PROJECT
returns or spills shall be promptly contained and cleaned up. The Contractor shall maintain on-site mobile spoil removal equipment during all drilling, pre-reaming, reaming, and pullback operations and shall be capable of quickly removing spoils. The Contractor shall immediately notify Engineer of any inadvertent returns or spills and immediately contain and clean up the return or spill.
F. Tolerances:
1. Horizontal and Vertical Tolerances: Horizontal deviations shall not exceed plus or minus 10% of the pipes diameter. The Contractor shall continuously monitor horizontal and vertical position and record the position at least once per drill pipe length, or at fifteen (15) feet intervals, whichever is most frequent.
2. Tie-In Tolerances: The location of the tie-in points shall be as shown on the Drawings.
The Contractor shall be solely responsible for all work necessary to correct excessive deviations from line and grade, and entry and exit, including re-drilling, redesigning connections, and acquiring additional easement, at no additional cost to the Owner and without schedule extension.
G. Pre-reaming and Reaming: The pilot bore shall be pre-reamed and reamed using equipment and methods submitted by the Contractor. The Contractor shall completely ream the bore to the final diameter prior to pullback.
H. 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. Pullback of the carrier pipe shall begin no later than 11 AM and shall then continue, 24 hours a day as necessary, until pullback is complete.
3. The pipe shall be isolated from excessive torsional and axial stresses by a swivel device.
4. All measurements shall be made, recorded, and submitted on the daily logs during final reaming and pipe pullback.
5. The Contractor shall take appropriate steps during pullback to ensure that the HDPE pipe will be installed without damage.
6. Pipeline Support
a. The pipelines shall be adequately supported during installation so as to prevent overstressing or buckling. The Contractor shall provide adequate support/rollers along the pipe layout area to support the required length and bends of the HDPE pipe. b. Such support/rollers shall have a maximum spacing in accordance with manufacturer’s recommendations, but in no case shall be greater than 60 feet. Rollers shall be comprised of a non-abrasive material arranged in a manner to provide support to the bottom and bottom quarter points of the pipeline allowing for free movement of the pipeline during pullback.
c. The pipe layout area shall be cleared of all large stones, construction debris, or other foreign objects that could damage the pipe during pullback. d. The Contractor shall at all times handle the HDPE pipe in a manner that does not overstress or otherwise damage the pipe. Vertical and horizontal curves shall be limited so that wall stresses do not exceed pipe manufacturer’s recommendations for flexural bending of the HDPE pipe. If the pipe is buckled or otherwise damaged, the damaged section shall be removed and replaced at the Contractor’s expense. 269
HORIZONTAL DIRECTIONAL DRILLING 02441 - 14
2025 SANITARY SEWER REHABILITATION PROJECT
e. The Contractor shall monitor and inspect pipe rollers and method for suspending pipe at entry during the pullback operation to avoid damage to the pipe.
7. The leading end of the pipe shall be closed during the pullback operation.
8. Two tracer wires will be attached to the leading end of the pipe pulling head and shall extend the full length of the installed pipe.
9. The Contractor shall cease pullback operations if the pipe is damaged and shall remove the pipe from the bore and repair the pipe using the manufacturer’s recommended procedure or replace the damaged pipe before resuming installation.
10. Damage to the pipe resulting from manufacturer defects, installation, or poor workmanship is the responsibility of the Contractor, including costs for replacement and labor and materials.
11. After the carrier pipe is completely pulled through the bore, a sufficient relaxation period, as recommended by the pipe manufacturer, shall be provided before the final pipe tie-in.
I. Post-Installation Testing: To confirm no damage to the pipe, upon completion of pull back, the Contractor shall hydrostatically test the completed pipeline as described in Section 02770 – Sanitary Sewer Testing.
J. Obstructions: The Contractor shall notify the Engineer immediately in the event that any obstruction is encountered that prevents further advancement of the drill pipe, or pullback of the pre-reamer, reamer, and/or pipe.
1. The Contractor shall make all diligent and reasonable efforts to advance past the object by drilling slowly through the object, or pulling back and drilling along a new bore path that avoids the object, or excavating and exposing and removing the object, and all other reasonable attempts to continue the bore.
2. The Contractor shall notify the Engineer of proposed measures to attempt to advance past the object, prior to initiating the attempt. If the Contractor attempts to pullback and redrill, the Contractor shall adhere to line and grade tolerances established in this Section, unless the Engineer approves variance, in writing, prior to the Contractor’s attempt to redrill.
3. The Contractor and Engineer shall investigate the cause and together determine an 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.
4. If abandonment is deemed necessary, the Contractor shall recover, to the extent practicable, any drill pipe, product pipe, and tools in the bore, and properly abandon the bore by contact grouting, unless otherwise directed in writing by the Engineer. If the bore is abandoned, the Contractor shall begin a second attempt to install the pipeline at an alternate location subject to approval, in writing, by the Engineer. The Contractor shall take all reasonable actions to complete the installation with minimal delays.
K. Surface settlement or heave of utilities and other features above the HDD centerlines and within the zone influenced by the HDD construction shall be limited to values that avoid damage, and in no case shall ground deformations exceed the maximum allowable value of one (1.0) inch. The Contractor shall repair any damage resulting from settlement or heave caused by HDD activities at no additional cost to the Owner. 270
HORIZONTAL DIRECTIONAL DRILLING 02441 - 15
2025 SANITARY SEWER REHABILITATION PROJECT
3.6 FINAL TESTING, CLEANING AND TELEVISION INSPECTION
A. All tests shall be completed and approved prior to placing of permanent resurfacing.
1. Testing of pipe shall be in conformance with Section 02770 – Sanitary Sewer Testing.
B. After completion of construction of the pipeline and prior to final pavement restoration, the Contractor shall inspect the new lines by CCTV with inclinometer data. CCTV inspection shall be performed in accordance with specification Section 02760. Submit logs and videos to the City within 24 hours of inspection. Television inspection shall be witnessed by the City or its appointed Representative.
1. If the post-CCTV inspection indicates that high point(s) may be present greater than 1 inch, the Contractor shall notify the City or its appointed Representative immediately.
2. Any lines showing unacceptable pipe construction such as sags greater than 10% of the pipe diameter or deformed pipe shape (ovality >7% of pipe diameter) will be rejected and contractor will be required to repair those deficiencies at their own cost.
3. If it is determined by the City or its appointed Representative that there a repair is required, the Contractor shall repair the pipe for the length directed by the City. The sag repair shall be performed in accordance with the Standard Drawings.
3.7 SITE RESTORATION AND DEMOBILIZATION
A. The Contractor shall remove all equipment, materials, drilling fluids, spoils, waste, and debris from the site and restore the site to its original condition upon completion of the installation.
***END OF SECTION***
271
SEWER LATERALS 02531 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02531
SEWER LATERALS
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: Reconnection of existing sanitary sewer laterals to sewer mains as shown on the Contract Drawings.
B. Related Sections:
1. Section 02318 – Trenching
2. Section 02345 – Pipe Bursting
3. Section 02441 – Horizontal Directional Drilling
4. Section 02700 – PVC Pipe and Fittings
5. Section 02900 – Cured-In-Place Pipe (CIPP)
1.02 SUBMITTALS
A. Products Data:
1. Lateral pipe materials
2. Coupling materials
PART 2 PRODUCTS
2.01 MATERIALS
A. Lateral Materials in Pipe Bursting and Horizontal Directional Drilling Locations:
Electrofusion wye saddles per Section 02345.
B. Lateral Materials in Non Pipe Bursting Locations: Sewer laterals shall be PVC, conforming to the requirements of Section 02700.
C. Couplings: Banded rubber coupling shall be of a variety designed to couple the new PVC with the existing pipe material. Connections to new PVC pipe shall be Mission MR ARC couplings or approved equal.
PART 3 EXECUTION
3.01 PREPARATION
A. General:
1. Contractor shall CCTV inspect existing sewer lines to confirm location of lateral connections prior to excavating in conformance with Section 02760.
2. Laterals indicated on the Contract Plans to be replaced, repaired, reinstated, and abandoned are based on review of existing CCTV data and information provided by the City. Some of the previously reviewed data may not be complete, accurate, 272
SEWER LATERALS 02531 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
and may be dated; therefore, the Contractor is responsible for identifying all active, inactive, and capped laterals. All inactive or capped laterals shall not be replaced or reinstated. If the Contractor is unable to determine if a lateral is inactive the Contractor shall coordinate with the City to determine if the lateral should be replaced/reinstated or abandoned.
3. Laterals in Locations where CIPP Lining is Performed:
a. Contractor shall “Repair” all laterals as indicated on the plans. Lateral repair shall be performed as identified on the plans.
b. Existing laterals that are not shown to be “Repaired” on the plans that are damaged, protruding, and non-factory saddles or wyes shall be repaired per the drawings.
c. All active laterals shall be reinstated.
3.02 INSTALLATION
A. Lateral Reconnection:
1. Excavate and backfill lateral in conformance with Section 02318.
2. Reconnect sanitary sewer lateral in conformance with the Contract drawings.
B. Connections shall be made only in the presence of the City inspector, and no connection work shall proceed until the inspector has given notice to proceed. If progress is inadequate during the connection operations to complete the connection in the time specified, the engineer shall order necessary corrective measures. All costs for corrective measures shall be paid by the Contractor.
C. The Contractor shall furnish all pipe and materials including furnishing all labor and equipment necessary to make the connections, all required excavation, backfill, pavement replacement, lights, and barricades, and may be required to include a water truck, high line hose, and fittings as part of this equipment for making the connections.
In addition, the Contractor shall assist the City in alleviating any hardship incurred during the shutdown for connections. Standby equipment or materials may be required by the inspector.
D. The Contractor shall de-water existing mains, as required, in the presence of the inspector.
E. Connections shall be made with as little change as possible in the grade of the pipeline.
If the grade of the existing pipe is below that of the new pipeline, a sufficient length of the new line shall be deepened so as to prevent the creation of any high spot or abrupt changes in grade of the new line. Where the grade of the existing pipe is above that of the new pipeline, the new line shall be laid at specified depth, except for the first joint adjacent to the connection, which shall be deflected within the allowances of the pipe manufacturer as necessary to meet the grade of the existing pipe. If sufficient change in direction cannot be obtained by the limited deflection of the first joint, a fitting of the proper angle shall be installed.
F. New pipelines shall not be connected to existing facilities until the new pipelines have been successfully tested and accepted by the City inspector.
G. All lateral connections shall conform to Contract Plans and as specified herein. 273
SEWER LATERALS 02531 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
***END OF SECTION***
274
PIPE ABANDONMENT AND DEMOLITION 02532 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02532
PIPE ABANDONMENT AND DEMOLITION
PART 1 GENERAL
1.01 SUMMARY
A. Section includes the abandonment of existing sewer mains as indicated on the contract drawings
B. Related Sections:
1. Section 02200 – Excavation and Backfill
2. Section 03300 – Cast in Place Concrete
1.02 REFERENCES
1. Not Used.
1.03 SUBMITTALS
A. Products Data: For all proposed fill materials.
1. Material source.
2. Gradation.
3. Testing data and testing laboratory qualifications including lab certification.
B. Plans:
1. For abandonment, describing proposed sequence and methods of plugging and filling mains and manholes to be abandoned
PART 2 PRODUCTS
2.01 MATERIALS
A. CDF: As specified in Section 03300.
B. Concrete: As specified in Section 03300.
C. Sand:
1. Free from clay and organics
2. Sand Equivalent: 35 minimum
3. Percent composition by weight determined by laboratory sieves:
275
PIPE ABANDONMENT AND DEMOLITION 02532 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
Sieve Size Percent Passing
No. 4 100
No. 10 95 - 100
No. 40 20 - 65
No. 100 5 - 30
No. 200 0
PART 3 EXECUTION
3.01 PREPARATION
A. General:
1. Contractor shall submit abandonment plan detailing approximate volume of fill required to abandon each pipe segment.
3.02 INSTALLATION
A. Pipe Abandonment: Fill pipe with CDF or sand and plug pipe at each end with 6” minimum thick concrete plug.
END OF SECTION
276
PVC PIPE AND FITTINGS 02700 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02700
POLYVINYL CHLORIDE (PVC) PIPE AND FITTINGS
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. PVC Pipe and Fittings.
B. Related Sections:
1. Section 02200 – Excavation and Backfill.
2. Section 02318 – Trenching.
3. Section 02531 – Laterals.
4. Section 02760 – Closed Circuit Television (CCTV) Inspection.
5. Section 02770 – Sanitary Sewer Testing
6. Section 03300 – Cast in Place Concrete.
7. Section 03400 – Pre-Cast Concrete.
8. Section 03600 – Grouts.
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. D 3034 – Specifications for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings.
2. D 3212 – Specification for Joint for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals.
3. D 3965 – Classification System and Basis for Specifications for Rigid Acrylonitrile-Butadiene-Styrene (ABS) Materials for Pipe and Fittings.
4. F 477 - Specifications for Elastomeric Seals (Gaskets) for Joining Plastic Pipe.
B. American Water Works Association (AWWA):
1. C110 - Ductile Iron and Gray Iron Fittings, 3-inch through 48-inch
2. C116 - Protective Fusion-bonded Epoxy Coatings for the Interior and Exterior Surfaces of Ductile Iron and Gray Iron Fittings
3. C900 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 in. through 12 in. (100 mm through 300 mm), for Water Transmission and Distribution
1.03 SUBMITTALS
A. Product Data:
1. PVC Pipe.
2. Fittings.
B. Summary of deflection test results.
C. Post installation CCTV inspection report and video.
277
PVC PIPE AND FITTINGS 02700 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Pipe Manufacturers:
1. Diamond Plastic Corporation.
2. JM Eagle.
3. North American Specialty Products.
4. Or Approved Equal.
B. Manhole Connection:
1. New manholes: Refer to water stops Section 03300 and 03400.
2. Existing manholes:
a. Concrete manhole adapter water stop manufactured by Fernco. b. Or approved equal.
2.02 MATERIALS
A. Gravity PVC Pipe and Fittings:
1. Minimum wall and strength requirements of SDR-26 in conformance with ASTM D-3034.
2. Pipe shall be made of PVC plastic having a cell classification of 12454 or 12364 as defined in ASTM D 1784.
3. Bell and spigot type joints conforming to ASTM D 3212.
4. Sealing gaskets shall meet the requirements of ASTM F477.
5. Pipe shall be marked with “SANITARY SEWER” in 1-5/8” high block lettering with permanent ink. The marking shall be repeated at 2-foot spacing along the pipe length.
B. Bedding and Backfill
1. Per specification Sections 02200 and 02318 and as detailed on the Plans.
PART 3 EXECUTION
3.01 PIPE STORAGE
A. Pipe may be stored on the project site at the Contractor’s own risk. Precautions shall be taken to prevent damage to the stored pipe.
B. PVC shall be protected from damage due to sunlight exposure.
3.02 HANDLING
A. Care shall be taken in handling, transporting and placing pipe to prevent damage. No interior hooks or slings shall be used in lifting pipe. All handling operations shall be done with an exterior sling or with a suitable fork lift.
B. No damaged pipe will be accepted and will be replaced with new pipe to the next joint.
3.03 EXCAVATION AND BACKFILL
A. Trenching, Excavating and Backfilling shall be done in accordance with Sections 02200 and 02318.
278
PVC PIPE AND FITTINGS 02700 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
3.04 CONNECTIONS
A. Thoroughly clean pipe and fittings of dirt, dust, and moisture before installation.
Installation and joining methods shall be as recommended by the pipe and fitting manufacturers.
B. Cut pipe square for good joint integrity. After cutting pipe, ream inside and chamfer outside to remove burrs, shoulders, and ragged edges.
3.05 MANHOLE CONNECTION
A. Core drill through existing manhole as necessary to accommodate the new sewer pipe.
B. Manhole sewer connection shall be installed with a water stop and non-shrink epoxy grout applied 360 degrees around new sewer pipe in conformance with manufacturer’s instructions.
3.06 INSPECTION
A. All installed sewers and connections shall be visually inspected by the City prior to backfill. The City may require the Contractor to excavate any sewer pipe or connection that is not visually inspected by the City prior to backfill.
B. All new sewer pipes shall be video inspected by the contractor per Section 02760.
C. Post installation videos shall be prepared and submitted to the City in accordance with Section 02760.
3.07 TESTING
A. Testing of sanitary sewer pipes shall be done in accordance with Section 02770.
B. Testing of water pipes shall be performed in accordance with Section 02730. ***END OF SECTION***
279
HDPE PIPE AND FITTINGS 02710 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02710
HIGH DENSITY POLYETHYLENE (HDPE) PIPE AND FITTINGS
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. High Density Polyethylene (HDPE) Pipe.
B. Related Sections:
1. Section 02200 – Excavation and Backfill.
2. Section 02318 – Trenching.
3. Section 02760 – Closed Circuit Television (CCTV) Inspection.
4. Section 02770 – Sanitary Sewer Testing
5. Section 03300 – Cast in Place Concrete.
6. Section 03400 – Pre-Cast Concrete.
7. Section 03600 – Grouts.
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. D 638 – Tensile Properties of Plastics
2. D 790 – Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials
3. D 1238 – Melt Flow Rates of Thermoplastics by Extrusion Plastometer
4. D 1505 – Density of Plastics by the Density-Gradient Technique
5. D 2122 – Determining Dimensions of Thermal Plastic Pipe and Fittings
6. D 2321 – Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity Flow Applications
7. D 2837 – Hydrostatic Design Basis for Thermal Plastic Pipe Materials
8. D 3212 – Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals
9. D 3261 – Butt Heat Fusion Polyethylene (PE) Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing
10. D 3350 – Polyethylene Plastics Pipe and Fittings Material
11. F 667 – 3 through 24 in. Corrugated Polyethylene Pipe and Fittings
12. F 714 – Polyethylene Plastic Pipe Based on Outside Diameter
13. F 1667 – Guide for Construction Procedures for Buried Plastic Pipe
14. F 2620 – Heat Fusion Joining of Polyethylene Pipe and Fittings
1.03 SUBMITTALS
A. Product Data:
1. HDPE Pipe.
2. Fittings
B. Submit debeading process and equipment for use in removing the internal bead for the newly joined HDPE pipe sections.
280
HDPE PIPE AND FITTINGS 02710 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
C. The Contractor shall submit a copy of the technician’s certification(s) for the operation of the fusion equipment.
D. The Contractor shall perform trial fusion welds and submit samples to the City for review prior to installation of the pipe. The fusion machine used for the trial welds shall be the same machine to be utilized for the installation work.
E. Pipe Fusion Logs.
PART 2 PRODUCTS
2.01 MATERIALS
A. Materials used for the manufacture of HDPE pipe and fittings shall be extra high molecular weight, high density ethylene/hexene copolymer PE 3408 polyethylene resin meeting a minimum cell classification of 445474C or 445574C per ASTM D3350.
B. The HDPE pipe manufacturer shall provide certification that stress regression testing has been performed on the specified material. Said certification shall be done in conformance with ASTM D2837, and the manufacturer shall provide a product supplying a minimum hydrostatic design basis (HDB) of 1,600 psi.
C. HDPE materials shall be listed by the Plastics Pipe Institute in PPI TR-4 with a 73°F hydrostatic design stress rating of 800 psi, and a 140°F hydrostatic design stress rating of 400 psi. The PPI listing shall be in the name of the pipe manufacturer, based on ASTM D2837 and PPI TR-3 testing and validation of samples of the pipe manufacturer's production pipe.
D. The physical properties of the pipe and fittings material shall be as indicated in the table below:
PROPERTY TEST
METHOD VALUE
Density ASTM D 1505 >0.947 g/cm^3
Melt Index ASTM D 1238 <0.15 g/10 min
Tensile Strength, Yield ASTM D 638 >3,000 psi
Flexural Modulus ASTM D 790 >80,000 psi
2.02 HDPE PIPE
A. Pipe supplied under this specification shall have a nominal IPS (iron pipe size) outside diameter. Pipe shall be produced to the specifications of ASTM F714.
B. The DR (dimension ratio) shall be 17 for the sanitary sewer gravity main in Caltrans right of way, force main, and for the casing pipe. All other pipe shall be DR 21 unless otherwise noted on plans.
C. Sewer pipe shall have green stripes along the exterior of the pipe.
D. Pipe shall be marked with nominal size, dimension ration (DR), trade name, material classification (PE4710), certification base (ASTM F714), and date produced. 281
HDPE PIPE AND FITTINGS 02710 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
2.03 HDPE FITTINGS
A. Material for HDPE fittings shall comply with ASTM A 3261 for butt heat fusion fittings. Material for standard HDPE fittings shall comply with ASTM D3350.
B. Standard HDPE fittings shall be commercial products manufactured by injection molding or by extrusion and machining or shall be fabricated from HDPE pipe conforming to this specification.
C. Electrofusion couplings:
1. The use of electrofusion couplings in locations not specified on the Drawings be considered by the Engineer on a case by case basis. Contractor shall receive written authorization for the use of electrofusion couplings not specified on the Drawings prior to installation.
2. HDPE electrofusion couplings shall be installed by a qualified installer with equipment certified for use with the supplied coupling.
3. Electrofusion coupling shall be specifically designed for use with the SDR rating of the host pipes.
4. Shall be manufactured in accordance with ASTM F-1055 for use with pipe conforming to ASTM D2513/3035.
5. Shall be supplied with a 24 Digit ISO Compliant Universal Barcode Label.
6. Shall be tested and supplied in accordance with AWWA C906 specification and supplied with a 24 digit ISO compliant barcode label which facilitates the fusion of electrofusion fitting with other manufacturer’s processors.
7. This resin shall have a NSF Standard 61 listing for use with potable water.
D. Fittings shall be fully pressure rated by the manufacturer to provide a working pressure equal to that of the pipe.
PART 3 EXECUTION
3.01 PIPE STORAGE AND HANDLING
A. Pipe shall be stored and handled in conformance with the pipe supplier’s guidelines.
B. Pipe may be stored on the project site at the Contractor’s own risk. Precautions shall be taken to prevent damage to the stored pipe.
C. Care shall be taken in handling, transporting, and placing pipe to prevent damage. No interior hooks or slings shall be used in lifting pipe. All handling operations shall be done with an exterior sling or with a suitable forklift.
D. No damaged pipe will be accepted.
3.02 FUSION PROCESS
A. Fusing pipe shall only be done by qualified fusion technicians holding current qualification credentials for the pipe being fused.
B. Pipe supplier’s procedures shall be followed at all times during fusion operation. 282
HDPE PIPE AND FITTINGS 02710 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
C. Each fusion join shall be recorded and logged by an approved electronic monitoring device (data logger) connected to the fusion machine, which utilizes a current version of the pipe supplier’s recommended and compatible software. A copy of all fusion logs shall be submitted to the City.
D. Use only appropriately sized and outfitted fusion machines.
E. Pipe shall be joined using the butt fusion method providing a joint weld strength equal or greater than the tensile strength of the pipe.
F. All internal beads for newly joined HDPE pipe sections shall be removed.
3.03 INSTALLATION
A. Refer to the plans and Sections:
1. Section 02200 – Excavation and Backfill.
2. Section 02318 – Trenching.
B. Butt Fusion Joints:
1. Butt heat fusion joints shall be completed by a qualified installer.
2. Joints shall meet requirements included in ASTM F2620.
3.04 TESTING
A. All new HDPE pipe segments shall be tested in accordance with Section 02770. ***END OF SECTION***
283
AGGREGATE BASE 02722 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02722
AGGREGATE BASE
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: Aggregate base.
B. Related Sections:
1. Section 02200 - Excavation and Backfill.
2. Section 02742 - Asphaltic Concrete Paving.
3. Section 03300 - Cast in Place Concrete.
4. Section 03400 – Precast Concrete
1.02 REFERENCES
A. American Concrete Institute (ACI):
1. C 117 - Test Method for Material Finer than 75-µm (No. 200) Sieve in Mineral Aggregate by Washing.
2. C 136 - Method for Sieve Analysis of Fine and Coarse Aggregates.
3. D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
B. State of California Department of Transportation.
1. CALTRANS - Standard Specifications.
1.03 SUBMITTALS
A. Product Data:
1. Source, gradation, and testing data for aggregate base course.
B. Quality Control:
1. Test Reports: Reports for tests required by Sections of CALTRANS Standard Specifications.
C. Certificates of Compliance: Certificates as required by Sections of CALTRANS Standard Specifications.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Storage and Protection: Protect from segregation and excessive moisture during delivery, storage, and handling.
284
AGGREGATE BASE 02722 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
PART 2 PRODUCTS
2.01 MATERIALS
A. Aggregate Base Course:
1. Class 2, 3/4-inch maximum aggregate size free from vegetable matter and other deleterious substances, and of such nature that aggregate can be compacted readily under watering and rolling to form a firm, stable base.
2. Materials derived from processing demolished or removed asphalt concrete are not acceptable.
3. Coarse aggregate material retained in Number 4 sieve shall consist of material of which at least 25 percent by weight shall be crushed particles when tested in accordance with California Test 205.
4. Aggregate shall not be treated with lime, cement, or other chemical material before the Durability Index test is performed.
5. Aggregate grading and sand equivalent tests shall be performed to represent not more than 500 cubic yards or one day's production of material, whichever is smaller.
6. Grade within the limits and conform to quality requirements as follows when tested in accordance with California Test 202:
Sieve Sizes
(Square Openings)
Percent by Weight
Passing Sieve
1 inch 100
3/4 inch 90-100
Number 4 35-55
Number 30 10-30
Number 200 2-9
Quality Requirements
Description California Test Minimum Test Result
Resistance (R Value) 301 78
Sand Equivalent 217 22
Durability Index 229 35
285
AGGREGATE BASE 02722 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
PART 3 EXECUTION
3.01 EXAMINATION
A. Verification of Conditions: Examine conditions upon which the work specified in this Section depends for defects that may influence installation and performance.
B. Do not proceed with installation until unsatisfactory conditions have been corrected.
3.02 PREPARATION
A. Subgrade Preparation: Prepare as specified in Section 02200, "Excavation and Backfill"
3.03 INSTALLATION
A. Furnish, spread, and compact aggregate base course material to the lines, grades, and dimensions indicated on the Drawings.
1. Spreading: Spread in accordance with sections of CALTRANS Standard Specifications.
2. Compacting: per Sections 02200 and 02318.
3.04 FIELD QUALITY CONTROL
A. Tests: Perform field tests per Sections 02200 and 02318. ***END OF SECTION***
286
HIGH DENSITY POLYETHYLENE PIPE (HDPE) 02730 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02730
CORRUGATED HIGH DENSITY POLYETHYLENE (HDPE) PIPE
PART 1 - GENERAL
1.01 SUMMARY
A. Section Includes: Corrugated high density polyethylene (HDPE) pipe, fittings, and appurtenances
B. Related Sections:
1. Section 02200 – Excavation and Backfill
2. Section 02318 – Trenching
1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO)
1. AASHTO HB Section 17 – Soil-Thermoplastic Pipe Interaction System
2. AASHTO HB -Section 30 – Thermoplastic Pipe
3. AASHTO M252 – Corrugated Polyethylene Drainage Pipe
4. AASHTO M 294 – Corrugated Polyethylene Pipe 12-in to 60-in Diameter B. American Society for Testing and Materials (ASTM):
1. ASTM D2321 – Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications
2. ASTM D3212 – Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals
3. ASTM F477 – Elastomeric Seals (Gaskets) for Joining Plastic Pipe
4. ASTM F2306 – 12 to 60-inch Annular Corrugated Profile-Wall Polyethylene (PE) Pipe and Fittings for Gravity-Flow Storm Sewer and Subsurface Drainage Applications.
1.03 SUBMITTALS
A. Products Data for pipe, fittings, and miscellaneous accessories.
PART 2 - PRODUCTS
2.01 MANUFACTURERS
A. Corrugated HDPE pipe:
1. Hancor Hi-Q
2. ADS N-12
3. Approved Equal
287
HIGH DENSITY POLYETHYLENE PIPE (HDPE) 02730 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
2.02 MATERIALS
A. HDPE Materials:
1. Pipe manufactured for this specification shall comply with the requirements for test methods, dimensions, and markings found in AASHTO M252 Type S for 4” – 10” diameters and AASHTO M294 Type S or ASTM F2306 for 12” – 60” diameters. As further defined and described in AASHTO M252, AASHTO M294 and ASTM F2306, the prescribed sizes of pipe are nominal inside diameters. Pipe diameter tolerance shall be 4.5 percent oversize and 1.5 percent undersize. Pipe lengths shall not be less than 99 percent of the manufactures stated length.
2. Pipe supplied shall be smooth Interior and Annular Exterior Corrugated High Density Polyethylene (HDPE) Pipe meeting the requirements of AASHTO M252, Type S. The pipe supplied shall be watertight as defined in the joint performance requirements of this specification.
3. Watertight joints shall be bell-and-spigot meeting the watertight requirements of AASHTO M252, M294 or ASTM F2306. Watertight joints shall meet the ASTM D3212 10.8 psi (74kPa) laboratory test. Gaskets shall be made of polyisoprene meeting the requirements of ASTM F477. Gaskets shall be installed by the pipe manufacturer and covered with a removable wrap to ensure the gasket is free from debris. A joint lubricant supplied by the manufacturer shall be used on the gasket and bell during assembly.
B. HDPE Fittings: Shall conform to AASHTO M252, M294 or ASTM F2306.
C. Bedding and Backfill: As specified in Section 02200 and as shown on the plans.
D. HDPE Couplings: HDPE Couplings used to join existing and new HDPE pipe as shown on the drawings shall be Hancor PVC Repair Sleeves or approved equal.
PART 3 - EXECUTION
3.01 PIPE STORAGE AND HANDLING
A. All pipe and fittings shall be delivered to the site and unloaded with handling that conforms to the manufacturer’s instructions for reasonable care. Pipe shall not be rolled or dragged over gravel or rock during handling. The Contractor shall take necessary precautions to ensure the method used in lifting or placing the pipe does not induce stress fatigue in the pipe.
B. Care shall be taken in handling, transporting and placing pipe and appurtenant structures to prevent damage to the pipe or structure. No interior hooks or slings shall be used in lifting pipe. All handling operations shall be done with an exterior sling or with a suitable fork lift. Fused segments of pipe shall be handled so as to avoid damage to the pipe. Fused sections of pipe cannot be lifted with chains or cable type chokers. Nylon slings shall be used. Spreader bars are recommended when lifting long fused sections.
Care shall be exercised to avoid cutting or gouging the pipe. 288
HIGH DENSITY POLYETHYLENE PIPE (HDPE) 02730 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
C. No damaged pipe or fitting will be accepted until and unless the damage has been repaired to the satisfaction of the Engineer. Damaged pipe will be replaced by the Contractor at the Engineer’s discretion.
3.02 PREPARATION FOR INSTALLATION
A. All products shall be inspected for defects and cracks before being lowered into the trench, piece by piece. Any defective, damaged or unsound pipe, fitting or drainage structure or any product that has had its grade disturbed after laying, shall be taken up and replaced. Open ends shall be protected with a pipe plug to prevent earth or other material from entering the pipe during construction. The interior of the pipe shall be free from dirt, excess water and other foreign materials as the pipe laying progresses and left clean at the completion of the installation.
3.03 JOINING PIPE
A. Joints shall be constructed as described herein and in accordance with manufacturer’s installation instructions.
B. All Bell-and-Spigot pipe joints shall be thoroughly cleaned. Joint lubricant, supplied by the manufacturer, shall be liberally applied to entire interior of bell and gasket on spigot prior to assembly.
C. Installed joint deflections shall not exceed the manufacturer’s recommendations for deflected joints.
3.04 JOINING HDPE PIPE AND EXISTING CORRUGATED METAL PIPE (CMP) A. Excavate around the existing CMP and place bedding material. Connect the HDPE Pipe with an internal spigot adapter to the CMP. Wrap the joint with geotextile fabric. Pour a 4-inch minimum thick by 1 foot long concrete encasement centered at the joint.
3.05 INSTALLATION
A. Excavation and backfill shall be in conformance with Specification Section 02200 and as shown on the plans. Pipe shall not be backfilled until the installation has been inspected and approved.
B. Pipe shall be installed in accordance with Specification Section 02318 and pipe manufacturer’s recommendations.
3.06 INSPECTION
A. All installed pipe shall be visually inspected by the City prior to backfill. The City may require the Contractor to excavate any pipe or connection that is not visually inspected by the City prior to backfill.
B. Post installation videos shall be prepared and submitted to the City in accordance with Section 02760.
***END OF SECTION***
289
ASPHALTIC CONCRETE PAVING 02742 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02742
ASPHALTIC CONCRETE PAVING
PART 1 GENERAL
1.01 SUMMARY
A. All asphaltic concrete paving shall adhere to the requirements within this specification section.
B. All asphaltic concrete paving outside of Caltrans Right-of-Way shall adhere to the 2015 Caltrans Standard Specifications.
C. Section Includes: Asphaltic concrete pavement on prepared subgrade or aggregate base course or on existing pavement to lines, grades and compacted thickness as indicated on the Plans and as necessary to restore all existing asphaltic concrete pavement disturbed during the course of the Work.
1.02 REFERENCES
A. State of California Department of Transportation Standard Specifications, 2018 (CALTRANS Standard Specifications).
1. Section 37 - Bituminous Seals.
2. Section 39 - Hot Mix Asphalt.
3. Section 92 - Asphalts.
4. Section 93 - Liquid Asphalts.
5. Section 94 - Asphaltic Emulsions.
B. CALTRANS Standard Test Methods:
1. Calif Test 202 - Sieve Analysis of Fine and Coarse Aggregates.
2. Calif Test 304 - Preparation of Bituminous Mixtures for Testing.
3. Calif Test 362 - Determining Asphalt Content in Bituminous Mixtures by Vacuum Extraction.
4. Calif Test 375 - Determining the In-Place Density and Relative Compaction of AC Pavement.
5. Calif Test 379 - Determining Asphalt Content in Bituminous Mixtures (Troxler Nuclear Gage Model 3241).
C. American Society for Testing and Materials (ASTM) Standards:
1. ASTM D1557 - Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort.
2. ASTM D1561 - Practice for Preparation of Bituminous Mixture Test Specimens by Means of California Kneading Compactor.
1.03 SYSTEM DESCRIPTION
A. This WORK shall consist of furnishing and mixing aggregate and asphalt binder at a central mixing plant, spreading and compaction of the mixtures as specified and as indicated on the Plans.
290
ASPHALTIC CONCRETE PAVING 02742 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
B. In general, asphalt concrete and asphalt concrete base shall conform to Section 39 “Hot Mix Asphalt” and all applicable referenced sections of the CALTRANS Standard Specifications.
1. Where conflicts exist, this specification shall govern.
1.04 DEFINITIONS
A. “Asphalt Concrete” as used by CALTRANS shall be considered the “Surface Course,” or the final lift of the pavement section.
B. “Asphalt Concrete Base” as used by CALTRANS shall be the remaining portion of the asphalt pavement section excluding the final lift.
C. “Asphalt Pavement” shall be the total pavement section of asphalt including Asphalt Concrete and Asphalt Concrete Base.
1.05 SUBMITTALS
A. Proposed Mix Design and Gradation of Materials.
B. Product data:
1. Asphalt.
2. Asphalt aggregate
3. Pavement reinforcing fabric.
C. Quality Control Submittals:
1. Test Results.
2. Certificate of Compliance.
3. Certificate of Competence.
D. Equipment List.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Asphalt Pavement Delivery:
1. Transport the mixture from the mixing plant to the point of use in vehicles having tight bodies previously cleaned of all foreign materials.
2. Treat bodies as necessary to prevent material from sticking to the bodies.
3. Cover each load with canvas or other suitable material of sufficient size and thickness to protect the asphalt mixture from the weather.
1.07 PROJECT CONDITIONS
A. Environmental Requirements:
1. Asphalt Concrete:
a. Place asphalt concrete only when surface is dry, when atmospheric temperature in the shade is 40 degrees F and rising, or above 50 degrees F if falling.
b. Do not place asphalt concrete when weather is foggy or rainy nor when base on which material is to be placed is in wet or frozen conditions or when, in 291
ASPHALTIC CONCRETE PAVING 02742 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
the opinion of the Engineer, weather conditions will prevent proper handling, finishing, compaction of the mixtures.
2. Prime Coat:
a. Do not apply prime coat when atmospheric temperature is below 60 degrees F.
b. Apply prime coat only when base course is dry or contains moisture not in excess of that which will permit uniform distribution and desired penetration.
PART 2 PRODUCTS
2.01 ASPHALT PAVEMENT MATERIALS
A. Asphalts:
1. Asphalt Binder: Grade PG64-10 conforming to Section 92-1.02 “Grades” of the CALTRANS Standard Specifications.
2. Prime Coat and Tack Coat: Grade SC-70, conforming to Section 93-1.01 of the CALTRANS Standard Specifications.
3. Fog Seal: Asphaltic Emulsion, Grade SS-1h, conforming to Section 94-1.01 of the CALTRANS Standard Specifications.
4. Slurry Seal: Asphaltic Emulsion, Grade CQS1h Cationic., conforming to Section 94-1.02E, and aggregate Type II conforming to Section 37-3 of the CALTRANS Standard Specifications.
B. Asphalt Aggregate:
1. Aggregate for asphalt concrete shall conform to Section 39-1.02 of the CALTRANS Standard Specifications for Type A or B grading, 1/2-inch maximum.
C. Asphalt pavement shall be produced in a batch mixing plant, a continuous pugmill mixing plant, or drier-drum mixing plant.
1. Mixing shall conform to Section 39-1.08 of the CALTRANS Standard Specifications.
2.02 AGGREGATE BASE COURSE
A. Aggregate base shall conform to Section 02722.
B. Aggregate Base Course shall be placed at the following locations:
1. Under all asphalt pavement.
C. Compacted thickness of Aggregate Base Course shall be as indicated on the Plans.
2.03 EQUIPMENT
A. Spreading and Compacting Equipment:
1. Spreading and compacting equipment shall conform to Section 39-3.03 and all applicable referenced sections, of the CALTRANS Standard Specifications. 292
ASPHALTIC CONCRETE PAVING 02742 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
2.04 SOURCE QUALITY CONTROL
A. The ENGINEER will perform sampling and tests of materials in accordance with California Test Method Number 304 and California Test Method Number 362 or 379, as applicable. Samples will be taken from materials as delivered to the site.
PART 3 EXECUTION
3.01 ASPHALT DEMOLITION
A. Asphalt shall be cut away, grinded, and/or milled to the depth and width as indicated on the Drawings in a manner that does not damage existing utilities and nearby pavement and concrete that is to remain. Removed asphalt and aggregate shall be disposed of by the contractor.
B. Streets that have been ground shall be overlaid within three (3) days of grinding operation. In the event that the CONTRACTOR cannot pave the streets that are ground within three calendar days, the CONTRACTOR shall be prohibited to grind any more streets and must complete all paving work.
3.02 PREPARATION
A. Preparation:
1. Immediately prior to applying prime coat or tack coat, or immediately prior to placing the asphalt pavement when prime coat or tack coat is not required, the subgrade to receive asphalt pavement shall conform to the compaction requirement and elevation tolerances specified for the material involved and shall be cleaned to remove any loose or extraneous material.
2. If the asphalt pavement is to be placed on an existing base or pavement which was not constructed as part of the contract, the CONTRACTOR shall clean the surface by sweeping, flushing or other means to remove all loose particles of paving, all dirt and all other extraneous material immediately before applying the prime coat or tack coat. If the asphalt pavement is to be placed against a vertical gutter face or other vertical surface, the CONTRACTOR shall roughen and clean vertical surface as required for proper bonding of asphalt immediately before applying prime coat or tack coat.
3.03 ADJUSTMENT OF UTILITY FRAMES AND COVERS TO GRADE
A. Utility frames and covers within an area to be paved or graded will be set by the CONTRACTOR with coordination with owners thereof to finished grade. Repaving required as a result of reconstructing or adjusting all manhole and vault frames and covers to grade shall be the responsibility of the CONTRACTOR and the cost thereof shall be included in the bid item for pavement. The CONTRACTOR shall remove all debris from the interior of utility riser and shall clean all foreign material from the top of the frames and covers.
B. The CONTRACTOR shall adjust utility riser/rings/covers within three (3) days after paving is done.
293
ASPHALTIC CONCRETE PAVING 02742 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
C. In the event that the CONTRACTOR fails to complete adjusting all manholes and other utility frames and covers within ten (10) days after the street is resurfaced, the CONTRACTOR shall cease all grinding and paving operations until all utility frames and covers are adjusted to finished grade or as directed by the ENGINEER.
D. Utility covers located outside of the paving areas shall not be adjusted to grade as part of this contract unless directed by the ENGINEER.
E. Utility structures extending 2 inches or more above the new subgrade shall be removed by the CONTRACTOR to the new subgrade before paving. Structures projecting less than 2 inches above the subgrade may be paved over and later adjusted to grade. All structures from which frames and covers have been removed to facilitate paving shall be temporarily covered with a steel plate by the CONTRACTOR. When this procedure is impractical, such as for large vaults, special structures, pressure manhole frames and covers, or where portland cement concrete pavement is to be constructed, all remodeling or reconstruction shall be completed to finish permanent surface prior to paving operations. The CONTRACTOR shall notify utility owners, at least 2 working days in advance, of the need to commence work required prior to paving operations and again for work required after paving operations. After the pavement has been completed, the necessary portions of the subgrade, base, and pavement shall be neatly removed, the structure built up, and the manhole frame set to be backfilled to within 1-1/2 inches of the surface with portland cement concrete. The CONTRACTOR shall fill the remaining 1-1/2 inches with an asphalt concrete wearing surface mixture to match the project surface course. This material shall be placed and compacted in a workmanlike manner to conform to the appearance of the surrounding pavement.
3.04 PRIME COAT AND TACK COAT
A. Prime Coat:
1. A prime coat of liquid asphalt shall be applied on all surfaces of base course material to be paved.
2. Prime coat shall be applied at a rate of 0.25 gallons per square yard, and shall conform to Section 93 of the CALTRANS Standard. Specifications for the distributor application of the grade of liquid asphalt being used.
B. Tack Coat:
1. A tack coat of asphaltic emulsion shall be applied to all vertical surfaces of existing pavement, curbs, gutters, and construction joints in the surfacing against which additional material is to be placed, or as otherwise specified herein.
2. Tack coat shall be applied in one application at a rate of 0.1 gallons per square yard of surface covered.
3.05 ASPHALT PAVEMENT
A. Asphalt Pavement thickness section shall be 4-inches minimum or match existing pavement thickness (whichever is greater).
B. Placing materials in a windrow, then picking it up and placing it in the asphalt paver with loading equipment will not be permitted.
294
ASPHALTIC CONCRETE PAVING 02742 - 6
2025 SANITARY SEWER REHABILITATION PROJECT
C. Unless lower temperatures are directed by the ENGINEER, asphalt concrete shall be spread, and the first coverage of initial or breakdown compaction shall be performed when the temperature of the mixture is not less than 250 degrees F, and all breakdown compaction shall be completed before the temperature of the mixture drops below 205 degrees F.
D. Asphalt pavement shall be spread and compacted in the number of layers and of the thicknesses indicated in the following table:
1. A thickness tolerance of ±0.1 inches is allowed for asphalt concrete.
2. A total thickness tolerance of ±0.2 inches is allowed for asphalt concrete base.
3. Permeable pavement shall be 2.5 inches thick.
Total
Thickness
Indicated on
Plans(1)
Number
of Lifts
Top Layer Thickness
Next Lower Layer
Thickness
All Other Lower Layer
Thicknesses
Min Max Min Max Min Max
< 2¾” 1 ----- ----- ----- ----- ----- -----
3” 2 1¼” 1½” 1¼” 1½” ----- -----
3¼” - 4¾” 2 1¾” 2¼” 1¾” 3” ----- -----
> 5” (2) 1¾” 2¼” 1¾” 3” 1¾” 4¾”
(1) When pavement reinforcing fabric is shown to be placed between layers of asphalt pavement, the thickness of asphalt pavement above the pavement reinforcing fabric shall be considered to be the “Total Thickness Indicated on the Plans” for the purpose of spreading and compacting the asphalt pavement above the pavement reinforcing fabric.
(2) At least two layers shall be placed if the total thickness is less than 5”. At least three layers shall be placed if the total thickness is more than 5”, and less than 10½”. At least four layers shall be placed if the total thickness is greater than 10½”.
E. A layer shall not be placed over another layer which exceeds 3 inches in compacted thickness until the temperature of the layer which exceeds 3 inches in compacted thickness is less than 160 degrees F at mid depth.
1. If the temperature of any layer drops below 140 degrees F, or if directed by the ENGINEER, apply tack coat before placing next layer.
F. Unless otherwise indicated on the Plans, asphalt mixtures shall not be handled, spread or windrowed in a manner that will stain the finished surface of any pavement or other improvements.
G. The completed mixture shall be deposited on the prepared subgrade at a uniform quantity per linear foot, as necessary to provide the required compacted thickness without resorting to spotting, picking-up or otherwise shifting the mixture.
H. Spreading:
1. All layers of asphalt pavement shall be spread with an asphalt paver and shall conform to Section 39-3.03 and all applicable referenced sections of the CALTRANS Standard Specifications.
295
ASPHALTIC CONCRETE PAVING 02742 - 7
2025 SANITARY SEWER REHABILITATION PROJECT
2. At locations where the asphalt pavement is to placed over areas inaccessible to spreading and rolling equipment, all layers of asphalt pavement shall be distributed directly out of the back of the dump truck and spread by hand. a. Asphalt pavement spread by hand shall be compacted thoroughly to the required lines, grades and cross-sections by means of pneumatic tampers, or by other methods that will produce the same degree of compaction as pneumatic tampers.
I. Compaction:
1. Compaction of asphalt pavement shall conform to Section 39-3.03 and all applicable referenced sections of the CALTRANS Standard Specifications.
2. Minimum required density for each layer of asphalt pavement shall be 95 percent of that obtained in the laboratory according to ASTM Test Method D-1561.
3. Vibratory compaction equipment shall not be used irrespective of the Standard Specifications.
J. Segregation shall be avoided and the surfacing shall be free of pockets of coarse or fine material. Asphalt pavement containing hardened lumps shall not be used.
1. In areas inaccessible to paving and compacting equipment where spreading is done by hand, minimize the amount of segregation.
K. Location of longitudinal joints in the top layer will be determined by the Engineer and shall not adversely affect the quality of the finished product.
L. At all locations, or as directed by the ENGINEER, the asphalt concrete shall be square and at least 1 inch thick when conforming to existing surfacing. Tapering or feathering is not allowed.
3.06 SLURRY SEAL
A. Slurry Seal shall be mixed and spread in conformance with Section 37-3 of the CALTRANS Standard Specifications.
3.07 FIELD QUALITY CONTROL
A. The CONTRACTOR shall control the quality of WORK and shall provide adequate testing to assure compliance with these Specifications.
1. The CITY will arrange and pay for samples to be taken to determine conformance with stability, density, thickness and other specified requirements. The CONTRACTOR shall replace the pavement where samples are removed.
B. All asphalt pavement shall match the grades indicated on the Plans and shall be completely free from unintended hollows and high spots.
1. After completion of paving work, all paving shall be flooded with water. Any ponding that results in standing water greater than 3/4 inches in depth shall be ringed with chalk. Such hollows shall be corrected by removing and replacing the asphalt concrete. The asphalt concrete patch shall be square and at least 1 inch thick when conforming to existing surfacing. Tapering or feathering is not allowed.
296
ASPHALTIC CONCRETE PAVING 02742 - 8
2025 SANITARY SEWER REHABILITATION PROJECT
C. The City will arrange and pay for in-place density and compaction tests of the completed pavement in accordance with California Test Method Number 375, to determine compliance with the specified requirements.
1. If compaction fails to meet specified requirements, the CONTRACTOR shall perform remedial work to meet the specified requirements.
2. Retesting:
a. Costs of Retesting: Costs of any retesting required to confirm and verify that remedial work has brought compaction within specified requirements shall be borne by the CONTRACTOR.
b. CONTRACTOR is responsible for compliance testing of remedial work. c. Confirmation Tests during performance of remedial work will be performed in a manner acceptable to the Engineer.
D. Cracks, settling of surface, improper drainage, improper compaction, and sloppy connection to previously laid surfaces will be construed as improper workmanship and will not be accepted.
3.08 MAINTENANCE OF PAVEMENT
A. Upon completion of final rolling, traffic shall not be permitted on the finished pavement for at least 6 hours, or until the asphalt pavement has cooled sufficiently to withstand traffic without being deformed.
3.09 WORKMANSHIP AND WARRANTY
A. Contractor shall provide written warranty against defects in materials or workmanship for a period of not less than 1 year upon completion of Work. ***END OF SECTION***
297
PAVEMENT MARKINGS 02750 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02750
PAVEMENT MARKINGS
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: All Pavement and Concrete paint, markings, and reflectors.
B. Related Sections:
1. Section 02742 – Asphaltic Concrete Paving
2. Section 02743 – Asphaltic Concrete Paving – Caltrans
3. Section 02772 – Concrete Curbs, Gutters, and Sidewalks
1.02 REFERENCES
A. State of California Department of Transportation Standard Specifications, latest edition (CALTRANS Standard Specifications).
1. Section 84 –Markings
1.03 WORK RESTRICTIONS
A. Prior to the removal of any of the existing traffic control delineation and markings, the CONTRACTOR shall document existing striping configuration including lane width, type of details, arrows, markings and legends and any other existing delineation for reinstallation.
The CONTRACTOR shall take whatever action is necessary to ensure that said delineation can be accurately replaced at its previous location upon completion of paving operations.
B. If on those streets not designated to be resurfaced, the existing traffic control system is impacted construction activities, the CONTRACTOR shall install traffic tape or paint until the permanent traffic control system can be replaced by the CONTRACTOR.
C. The CONTRACTOR shall provide temporary stop legend and cross-walk replacement as necessary until the permanent installation has been done per direction of the ENGINEER.
1.04 SUBMITTALS
A. The CONTRACTOR is required to provide shop drawings and/or submittals for the following items listed:
1. Thermoplastic Striping Paint
1.05 QUALITY ASSURANCE
A. The CONTRACTOR warrants and guarantees that all material and equipment used or furnished, and all workmanship are of the type and quality specified herein. The CONTRACTOR further guarantees that any latent fault in construction or defective material discovered within one year after acceptance of the work shall be remedied by him without cost to the CITY, upon written notice given to him. Other subsequent latent defects shall be covered by responsibilities set forth in the law.
B. In the event of failure to comply with the above-mentioned conditions within a reasonable time after notice, the CITY will have the defects repaired and made good at the expense of 298
PAVEMENT MARKINGS 02750 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
the CONTRACTOR, who agrees to pay the costs and charges therefore immediately upon demand.
PART 2 MATERIALS
2.01 PAINT AND PROTECTIVE COATINGS FOR TRAFFIC STRIPING, PAVEMENT
MARKING, CURB MARKING, AND RELFLECTIVE MARKERS
A. Paint shall conform to the provisions of Section 84 of Caltrans Specifications.
Thermoplastic paints are required on this project.
B. Paint Colors:
1. Text: White
2. Parking Dividers: White
3. No Parking Curb: Red
4. Directional Arrows: White
5. Driving Lane Dividers: White
6. Intersection Stop Lines: White
7. Crosswalk Lines: White
8. Road Centerlines: Yellow
C. Pavement Markers shall conform to the provisions of Section 85 of Caltrans Specifications.
D. Reflective Markers shall conform to ASTM D7888 Grade 8. Location and type of markers shall conform to Caltrans standard drawings.
PART 3 EXECUTION
3.01 PAINT AND PROTECTIVE COATINGS FOR TRAFFIC STRIPING, PAVEMENT
MARKING, AND CURB MARKING
A. Application of striping, marking, and setting pavement markers shall conform to Sections 84 of Caltrans Specifications, in addition to the requirements in this Section.
B. Remove dirt, oil, grease, and other materials which may affect paint adhesion.
C. Apply paint with specifically designed and manufactured equipment for pavement marking.
Provide:
1. Uniform straight edges without overspray.
2. Six-inch-wide lines, unless indicated otherwise.
D. Apply paint to obtain thickness recommended by paint manufacturer.
E. Replace removed or damaged control markings, including striping, directional arrows, cross walks, lettering, symbols, and reflective markers in accordance with Caltrans standards. Use stencils for arrows, lettering, and symbols.
***END OF SECTION***
299
CCTV INSPECTION 02760 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02760
CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: Closed circuit television (CCTV) inspection of sanitary sewer and storm drain pipes.
B. Related Sections:
1. Section 02700 – PVC Pipe and Fittings
2. Section 02710 – HDPE Pipe and Fittings
3. Section 02730 – Corrugated HDPE Pipe and Fittings
1.02 DEFINITIONS
A. NASSCO: National Association of Sewer Service Companies.
B. PACP: Pipeline Assessment Certification Program.
C. MACP: Manhole Assessment and Certification Program
1.03 SUBMITTALS
A. Inspections on hard drive at the completion of inspection:
1. Inspection videos saved in MPEG format or Windows Media video format.
2. Electronic version (.pdf) of the pipe inspection reports.
3. PACP export pipe inspection database (.mdb).
4. Inspection digital photographs in JPEG format.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Storage and Protection: Protect from segregation and excessive moisture during delivery, storage, and handling.
1.05 REQUIREMENTS
A. Contractor shall CCTV inspect before construction of all gravity sewer pipes that will be replaced, relocated, or re-routed to confirm location of active lateral connections.
Contractor shall CCTV inspect all new gravity sewer and storm drain pipes post construction.
PART 2 PRODUCTS
2.01 EQUIPMENT
A. Closed Circuit Television Camera:
1. The television camera used for the inspection shall be one specifically designed and constructed for sanitary sewer inspection with an accurate footage counter. Lighting for the 300
CCTV INSPECTION 02760 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
camera shall be suitable to allow a clear picture of the entire periphery of the pipe. The rotating camera and lighthead configuration shall provide 240 degrees of pan and tilt angle measuring centerline to centerline and 70-degree lens viewing angle.
2. The camera shall be color and shall provide a minimum of 1280H x 720W pixels for a total of 921,600 pixels at 30 frames per second resolution. Geometrical distortion of the image shall not exceed one percent (1%).
3. The color camera shall be equipped with the necessary circuitry to allow for the remote adjustment of the optical focus and iris from the power control unit at the viewing station.
B. Video Capture System:
1. The video and audio recordings of the sewer inspections shall be made using digital video equipment. A video enhancer may be used in conjunction with, but not in lieu of, the required equipment. The digital recording equipment shall capture sewer inspection on hard drive, with each sewer reach inspection recorded as an individual movie file (.MPEG, .MPG, or .WMV) or approved equal.
2. The video file name shall contain both the upstream and downstream manhole number and date of inspection.
3. The video file names will be referenced in the inspection database and in an inspection, report generated in PDF format. The pipeline collection and real time video capture and data acquisition systems shall be provided.
4. The system shall use the most current PACP compliant application software and shall be fully object oriented or approved equal. It shall be capable of printing pipeline inspection reports with captured images of defects or other related significant visual information on a standard color printer.
5. The imaging capture system shall store digitized color picture images and be saved in digital format on a hard drive or approved equal storage device. Also, this system shall have the capability to supply the City with inspection data reports for each line segment.
6. The contractor's equipment shall have the ability to "Link". “Linking” is defined as storing the video time frame code with each observation or defect with the ability to navigate from/to any previously recorded observation or defect instantaneously.
7. The system shall be able to produce data reports to include, at a minimum, all observation points, and pertinent data. All data reports shall match the defect severity codes in accordance with PACP naming conventions.
8. Camera footage, date, & manhole numbers shall be maintained in real time and shall be displayed on the video monitor as well as the video character generators illuminated footage display at the control console.
9. The audio portion shall be sufficiently free of background and electrical noise so as to produce an oral report that is clear and discernible.
10. Acceptable Inspection software includes Pipeline Observation System Management (POSM) or approved equal.
11. The CCTV equipment/software shall be capable of producing digitized images of all sewer line defects, manhole defects, and sewer line service connections in .jpeg format.
CONTRACTOR shall plan to take digital still images of each defect, construction features and service connection to clearly depict it. More images may be necessary depending upon the condition of the pipe.
2.02 REPORTING CAPABILITIES
A. The following information is mandatory for all inspections:
1. Inspection Information – Refers to the area of pipe to be inspected between two manholes or the address of the lateral to be inspected.
301
CCTV INSPECTION 02760 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
a. Project Name;
b. Surveyed by (Operator/Surveyor’s name);
c. Operator/Surveyor Certificate number;
d. Date;
e. Time;
f. Street Name and Number;
g. Additional Location Information (e.g. backyard, parking lot, etc.); h. Upstream Manhole Number (City standard Asset Number); i. Upstream MH rim to invert (depth);
j. Downstream Manhole Number (City standard Asset Number). k. Downstream MH rim to invert (depth).
l. Direction of inspection (Upstream or Downstream).
m. Flow control (e.g. plugged, lift station, bypassed, not controlled). n. Type of Pipe;
o. Pipe Size;
p. Pipe Material;
q. Lining Material (for lined sewers);
r. Purpose of Inspection (pre-construction, post construction, etc.) s. Pre-Cleaning (jetter, heavy cleaning, no pre-cleaning); t. Weather;
u. Additional information/Comments
2. Observation Data – Refers to the portion of pipe where an observation is discovered.
Observations shall be noted by text descriptions and defect code number using PACP defects codes, still frame pictures and video clips captured and recorded. Each observation shall include the following:
a. Actual observation footage;
b. Location and clock position of any defects;
c. Location and clock position of any connection;
d. Code (Group/Descriptor/Modifier/Severity)
e. Whether it is a continuous defect
f. Whether the defect occurs at a joint
g. Severity level;
h. Counter;
i. Final footage;
j. Video clip ID for each observation
k. Image reference (file name of photos)
l. Remarks (as appropriate or needed)
3. Formats - Standard and/or custom designed reports shall have the following formats available and shall be able to be produced in hard copy or viewed on the monitor. a. Site Observation: Displays detailed site observation reports in landscape or portrait views.
b. Directory Report: Displays a list of all the projects sorted by manhole number c. Picture Reports: Displays site data and include full size single photos or half size double photos of discrepancies
d. Pipe Run: Displays a graphical display of the site indicating footage, observations, and comments.
e. Project Data: Displays the project, client, and contractor information. f. Custom Sort: Creates user-defined reports of selected site, project, and observation data.
302
CCTV INSPECTION 02760 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
PART 3 EXECUTION
3.01 GENERAL
A. Sewers pipes shall be cleaned by contractor within 24 hours prior to performing inspection.
B. Inspection of newly installed sewers (not yet in service) shall not begin prior to completion of the following:
1. Deflection pipe testing
2. All manhole work, including installation of inverts
3. Installation of all lateral services
C. After the sewer main and/or lateral cleaning operation is completed, the line sections shall be visually inspected internally by means of color closed-circuit television. The television inspection shall be performed one line section at time.
D. The camera shall pan the periphery of the start and finish manhole from casting to invert. To achieve this, the CCTV camera operator shall pan and zoom the manhole to obtain the best possible image of the manhole, including the wall, cone, and chimney section(s).
E. The depth of each manhole shall be measured to the nearest 1/10th of a foot and documented on the inspection forms. Estimates of manhole depths will not be accepted.
F. The CCTV camera shall be positioned as close to the spring line as possible while maintaining the required equipment stability.
G. Wherever possible the inspections shall be performed in the upstream to downstream direction.
All sewer segments shall be recorded in a logical order in the same direction they are cleaned and televised.
H. When sewer conditions prevent forward movement of the camera, the camera shall be withdrawn, and CONTRACTOR shall televise the line from the opposite direction.
I. The camera shall be directed through the sewer in a downstream direction, with the flow, at a uniform, slow rate. In no case will the video camera record while moving at a speed greater than 30 feet per minute. If, during the course of the project, the inspection is rejected due to camera speeds exceeding 30 feet per minute, the inspection recordings shall be redone, at no additional cost to the City.
J. Flow levels within existing sewers to be inspected shall not exceed 5% of the pipe diameter. If water levels prevent adequate televising of the sewer, then conducting the work during low flow periods or other methods like plugging and bypass pumping shall be implemented.
K. For inspection of new sewers (not yet in service), the CONTRACTOR shall introduce clean water into the upstream manhole and keep water flowing until flow is observed at the downstream manhole location.
L. The survey unit shall be slowed, stopped, or backed-up to perform detailed inspections of significant features. The camera shall be stopped at all defects, changes in material, water level, size, side connections, manholes, junctions, or other unusual areas. When stopped at the defect or 303
CCTV INSPECTION 02760 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
feature, the operator shall pan the camera to the area and along the circumference of the pipe.
When stopped at a connection the camera shall pan to look into the connected pipe.
M. The camera unit shall be paused long enough at areas suspected of leaking to determine if a leak exists currently or if deposits have occurred.
N. The operator shall also record audio of the type of defect or feature, clock position, footage, extent, or other pertinent data.
O. Audio shall be recorded during each inspection by the operating technician, and shall include the sewer location (address), identification of beginning and terminating manholes, inspection direction, length of inspection, side sewer identification, flow information, complete descriptions of the sewer line conditions as they are encountered, reason for termination, and other relevant commentary to the inspections. Voice descriptions should be made:
1. At points of pipe failure or weakness,
2. At points of infiltration,
3. At service connections,
4. Where unusual conditions are noted, and
5. Where digital still photos are taken
P. Audio reports shall include the distance traveled on the specific run, a description of abnormal conditions in the sewer and side sewer connections as they are encountered, explanations for pausing, backing up, or stopping the survey, and the final measured center to center distances between consecutive manholes. The audio portion of the composite video shall be sufficiently free from electrical interference and background noise to provide complete intelligibility of the oral report. Audio dubbing after the inspection is prohibited.
Q. If the video and/or audio recording is of poor quality, the City has the right to require a resubmittal of the sewer and no payment will be made until an acceptable video and audio recording is made and accepted by the City.
R. The contractor shall be responsible for all traffic control measures required to perform the work.
3.02 PRE-CONSTRUCTION INSPECTION
A. Procedure:
1. Prior to construction the entire existing gravity sewer line (from manhole to manhole) shall be televised. The pre-construction inspection shall be used to determine lateral locations and depths.
2. The camera shall be moved through the line in either direction at a moderate rate, stopping when necessary to permit documentation. In no case 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. If, during the inspection operation, the television camera will not pass through the entire manhole section, the contractor shall set up his equipment so that the inspection can be performed from the opposite manhole (reverse set-up).
3. When manually operated winches are used to pull the television camera through the line, telephones, radios or other suitable means of communication shall be set up 304
CCTV INSPECTION 02760 - 6
2025 SANITARY SEWER REHABILITATION PROJECT
between the two manholes of the section being inspected to insure good communication between members of the crew.
4. The importance of accurate distance measurements is emphasized. The location of laterals shall be within one (1) foot.
5. During the internal inspection, the television camera shall be temporarily stopped at each lateral along the line. The contractor shall record the location. Flows from service connections that are determined to be infiltration/inflow shall also be recorded.
B. Documentation:
1. Television Inspection Logs - Printed location records shall be kept by the contractor and will clearly show the location in relation to an adjacent manhole of each lateral. In addition, other points of significance such as locations of unusual conditions, roots, storm sewer connections, broken pipe, presence of scale and corrosion, and other discernible features will be recorded and a copy of such records shall be supplied to the City. The contractor shall record all visuals observations on a “Television Inspection Report” form.
2. Once recorded, the digital data shall be labeled and become the property of the City.
The contractor shall have all readings and necessary playback equipment readily accessible for review by the City during the project.
3. The Contractor shall deliver pre-construction inspections to the City for review prior to proceeding with the proposed work.
3.03 POST CONSTRUCTION INSPECTION
A. Procedure:
1. After the pipe installation has been completed, the entire sewer line from manhole to manhole shall be televised. The post construction inspection shall be used to determine whether or not all of the approved sewer line defects and infiltration sources previously located have been fully repaired to the satisfaction of the City.
2. All new gravity sewer and storm drain pipes shall be CCTV inspected to the extent feasible.
3. The camera shall be moved through the line in either direction at a moderate rate, stopping when necessary to permit documentation of the sewer’s condition. In no case will the television camera be pulled at a speed greater than 30 feet per minute. Manual winches, power winches, TV cable, 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. If, during the inspection operation, the television camera will not pass through the entire manhole section, the contractor shall set up his equipment so that the inspection can be performed from the opposite manhole or direction. (reverse-setup)
4. When manually operated winches are used to pull the television camera through the line, telephones, radios or other suitable means of communication shall be set up between the two manholes of the section being inspected to insure good communication between members of the crew.
5. The importance of accurate distance measurements is emphasized. The location of defects shall be within one foot.
6. During the internal inspection, the television camera shall be temporarily stopped at each repair. The camera shall also be stopped at any unnoticed or non-repaired point source of infiltration.
305
CCTV INSPECTION 02760 - 7
2025 SANITARY SEWER REHABILITATION PROJECT
3.04 SEWER BYPASSING AND DEWATERING
A. Contractor shall be responsible for bypassing sewer flow around his work and dewatering of sewer lines in accordance with the requirements of Section 01531. Where sags or submerged sections of the sewer are encountered during TV inspection, the contractor shall first complete inspection of the entire reach to determine the extent of such areas prior to dewatering the sewer. Dewatered sections of the sewer shall then be TV inspected.
B. On all sewer mains which have sags or dips, to an extent that the television camera lens becomes submerged during the television inspection, the contractor shall use a high pressure cleaner to draw the water out of the pipe, or other means, to allow inspection of the pipe and identification of pipe defects, cracks, holes and location of service connections.
3.05 LINEAR MEASUREMENT
A. The CCTV camera location footage counter shall be zeroed at the beginning of each inspection. The survey unit location entered on the footage counter at the start of the inspection shall allow for the distance from the accepted start of the length of the sewer to the initial point of observation of the camera (pre-set footage). In the case of resuming an inspection at an intermediate point within a sewer reach, the footage counter shall be set to start at the distance from the upstream maintenance hole to that point, as previously recorded by the counter. The CONTRACTOR shall ensure that the footage counter starts to register immediately when the survey unit starts to move.
B. The lateral camera shall be pushed from cleanouts to the sewer main and be equipped with a footage counter to display and record inspection footage. Maximum rate of travel shall be 30 feet per minute when recording.
C. Prior to commencing inspections, the CONTRACTOR shall demonstrate compliance with the linear measurement tolerance specified below:
1. After the sewer line rehabilitation has been completed, the entire sewer line from manhole to manhole shall be televised. The post construction inspection shall be used to determine whether or not all of the approved sewer line defects and infiltration sources previously located have been fully repaired to the satisfaction of the City.
2. The camera shall be moved through the line in either direction at a moderate rate, stopping when necessary to permit documentation of the sewer’s condition. In no case will the television camera be pulled at a speed greater than 30 feet per minute. Manual winches, power winches, TV cable, 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. If, during the inspection operation, the television camera will not pass through the entire manhole section, the contractor shall set up his equipment so that the inspection can be performed from the opposite manhole or direction. (reverse-setup)
3.06 CCTV MONITOR DISPLAY
A. The images displayed on the CCTV monitors will be a view of the pipe above the water surface as seen by the CCTV camera as the unit is conveyed through the sewer. 306
CCTV INSPECTION 02760 - 8
2025 SANITARY SEWER REHABILITATION PROJECT
B. The camera lighting shall be fixed in intensity prior to commencing the survey and the white balance set to the color temperature emitted. In order to ensure color constancy, no variation in illumination shall take place during the survey.
C. The video equipment shall be checked using an approved test card with a color bar prior to commencing each day's survey. The camera shall be positioned centrally and parallel to the test card at a distance where the full test card just fills the monitor screen. The card shall be illuminated evenly and uniformly without any reflection.
3.07 DATA DISPLAYS
A. The CCTV images shall include an initial data display that identifies the sewer reach being surveyed and a survey status display that provides continuously updated information on the location of the survey unit as the survey is being performed. These data displays shall be in alphanumeric form. The size and position of the data shall not interfere with the main subject of the monitor picture.
B. The on-screen display should be white during inspections where the background behind the display is dark and, conversely, black where the background is light.
C. At the beginning of each reach of sewer being inspected, the following information shall be electronically generated and displayed on the CCTV monitors as well as included in the audio track:
1. Date of survey
2. Inspection company name and inspector
3. Street name or location
4. Manhole number to manhole number (in order of inspection)
5. Direction of survey (upstream or downstream)
6. Time of start of survey
D. During inspections, the following information shall be electronically generated, automatically updated, and displayed on the CCTV monitors:
1. Survey unit location in the sewer line in feet and tenths of feet from adjusted zero
2. Sewer diameter
3. Upstream and downstream manholes reference numbers as per approved drawings
3.08 MANHOLE NUMBERING AND DEFECT CODES
A. The Contractor will be required to use the manhole numbering as shown on the contract drawings.
B. The defect codes, inspection forms, inspection database and inspection protocols shall be in accordance with the National Association of Sewer Service Companies (NASSCO) Pipeline Assessment and Certification Program (PACP).
***END OF SECTION***
307
SANITARY SEWER TESTING 02770 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02770
SANITARY SEWER TESTING
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. Testing of sanitary sewer systems.
B. Related Sections:
1. Section 02318 – Trenching.
2. Section 02700 – Polyvinyl Chloride (PVC) Pipe and Fittings
3. Section 02710 – High Density Polyethylene (HDPE) Pipe and Fittings
4. Section 02760 – Closed Circuit Television (CCTV) Inspection
5. Section 02900 – Cured in Place Pipe (CIPP)
6. Section 03300 – Cast in Place Concrete
7. Section 03400 – Precast Concrete
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. C 969 – Standard Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines
2. C 1091-03a – Test Method for Hydrostatic Infiltration Testing of Vitrified Clay Pipe Lines
3. F 1417 – Standard Practice for Installation Acceptance of Plastic Non-pressure Sewer Lines Using Low-Pressure Air
4. F 2164 – Standard Practice for Field Leak Testing of Polyethylene (PE) and Crosslinked Polyethylene (PEX) Pressure Piping Systems Using Hydrostatic Pressure
5. D 3034 – Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings
6. F 1667 – Guide for Construction Procedures for Buried Plastic Pipe B. Uni-Bell PVC Pipe Association
1. B-6 – Recommended Practice for low Pressure Air Testing of Installed Sewer Pipe PART 2 PRODUCTS
2.01 GENERAL
A. Mandrels, temporary plugs, bypass pumping, low-pressure testing equipment and all other necessary materials shall be provided by the Contractor, subject to the City’s approval. All testing shall be performed by the Contractor in the presence of the City’s representative. No materials shall be used which would be injurious to the public, personnel, adjacent improvements, or the pipeline.
308
SANITARY SEWER TESTING 02770 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
2.02 PRESUUSRE GAUGES
A. Pressure gauges shall be laboratory-calibrated test gauges and shall be recalibrated by a certified laboratory prior to the leakage test. Gauge shall be easy to read in no more than one (1) pound per square inch (psi) increments and have a maximum full-scale range of five (5) psi.
PART 3 EXECUTION
3.01 PIPE SHAPE AND DEFLECTION TESTING FOR GRAVITY SEWER A. Deflection testing shall be performed after the trench has been completely backfilled and compacted.
B. Newly installed pipe (8) inches in diameter or larger gravity sewer pipe shall be tested for deflection, joint displacement, or other obstruction by passing a rigid mandrel through the pipe.
C. The mandrel shall be a full circle, rigid, non-adjustable, an odd-numbered leg (9 leg minimum), approved by the Engineer as to design and manufacturer. Mandrel size shall meet the minimum requirements set forth in ASTM D 3034 and ASTM F 679. The circular cross section of the mandrel shall have a diameter of at least ninety five percent (95%) of the specified average inside diameter of the pipe and the minimum length of the circular portion of the mandrel shall be equal to the nominal diameter of the pipe.
D. Where obstructions and excessive deflection are encountered by the mandrel, the Contractor shall remove, replace, and retest the deficient section. Re-rounding will not be allowed.
3.02 LEAKAGE TESTING FOR GRAVITY SEWER
A. Pipe leakage testing shall be performed after the pipe has been installed and prior to replacing laterals in accordance with ASTM F1417.
B. Testing shall be performed in the presence and under the direction of the City or its appointed Representative, prior to re-connecting laterals.
C. All plugs shall be adequately braced and restrained 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.
D. If any leaks are found, the air pressure shall be released, the leaks eliminated, and the test procedure re-started.
E. The following procedure shall be used for air testing:
1. Plug all pipe outlets with suitable test plugs. Brace each plug securely.
2. If the pipe to be tested is submerged in groundwater, insert a pipe probe by boring or jetting into the backfill material adjacent to the center of the pipe, and determine the pressure in the probe when air passes slowly through it. This is the backpressure due to groundwater submergence over the end of the probe. All gauge pressures in the test shall be increased by this amount. 309
SANITARY SEWER TESTING 02770 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
3. Add air slowly to the portion of the pipe being tested until the internal pressure is raised to 4.0 psig.
4. After an internal pressure of 4.0 psig is obtained, allow at least two (2) minutes for air temperature to stabilize, adding only the amount of air required to maintain pressure between 3.5 to 4.0 psig. After two (2) minute period, disconnect the air supply.
5. Check exposed pipe and plugs for abnormal leakage by coating with a soap solution. If any leakage is observed, bleed off air and make necessary repairs.
6. Begin the test period. In no case shall the air pressure within the line be less than
3.5 pounds per square inch at the beginning of the test period.
7. Main Sewers:
a. If the pressure drop during the required test period equal to or less than 1 psi (6.9 kPa), the line has passed. If the pressure drop is greater than 1 psi (6.9 kPa) during the test time, the line has failed the test. b. The required test time shall be based on the diameter and length of pipe to be tested and in accordance with the following:
Minimum Test Time for Various Pipe Sizes
Nominal
Pipe Size
(inches)
Minimum
Time
(min:sec)
Length for
Min. Time
(ft)
Test Time
(sec/1 ft.)
6 5:40 398 0.854
8 7:34 298 1.520
10 9:26 239 2.374
12 11:20 199 3.418
15 14:10 159 5.342
18 17:00 133 7.692
c. At the City’s option, one half of the test time specified above may be used with a maximum pressure drop of 0.5 psi (3.45kPa).
F. TEST REPORT: Contractor shall prepare and submit a report detailing all pipes tested. The report shall include the pipe location, pipe size, upstream and downstream manhole ID, testing date, testing pressure, pressure drop, test time, and test date. The report shall be submitted to the City within one week of performing the test. The City will review the report and if acceptable the City will sign the report for acceptance of the test.
3.03 ALLOWABLE PIPELINE SAG FOR GRAVITY SEWER
A. For new gravity sewer piping installed with open trench construcion, if it is determined that a sag is present during the post-installation CCTV inspection and the sag depth is equal to or greater than ten (10) percent of the new pipe inside diameter, the contractor shall repair the sag at no additional cost to the City.
B. The Contractor shall re-perform testing as specified herein and post-installation CCTV inspection after the pipeline sag has been repaired. All costs associated with re-testing and re-inspection of the pipeline shall be borne by the Contractor. 310
SANITARY SEWER TESTING 02770 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
3.04 MANHOLE TESTING
A. All new concrete manholes shall be vacuum tested by the Contractor for leakage after installation and prior to backfilling. Testing shall be performed in the presence and under the direction of the City or its appointed Representative.
B. Prior to vacuum testing, all manholes shall be visually inspected. All defects shall be repaired by the Contractor, with grout, to the satisfaction of the City or the City’s Representative.
C. All pipes entering the manhole shall be sealed at a point outside the manhole walls so as to include testing of the pipe/manhole joints.
D. A vacuum of ten (10) inches of mercury shall be drawn on the manhole, the valve on the vacuum line of the test hood closed and the vacuum pump shut off. The manhole shall be deemed to have passed the test if the vacuum drop is less than one (1) inch of mercury during the required test period. The minimum duration of the test period shall be based on the inside diameter of the manhole and shall conform to the following table:
Vacuum Test Time for Manholes
Manhole Inside
Diameter
(inches)
Test Time
(seconds)
48 60
60 75
E. If the manhole does not pass the vacuum testing, then the Contractor shall either replace the manhole or make the necessary repairs and re-test at no additional Cost to the City.
F. TEST REPORT: Contractor shall prepare and submit a report detailing all manholes tested. The report shall include the manhole location, manhole ID, testing date, testing pressure, pressure drop, test time, and test date. The report shall be submitted to the City within one week of performing the test. The City will review the report and if acceptable the City will sign the report for acceptance of the test.
3.05 CCTV VIDEO INSPECTION
A. All new gravity sewer mains and storm drains shall be visually inspected using CCTV video inspection in accordance with specification Section 02760. ***END OF SECTION***
311
CONCRETE CURBS, GUTTERS, AND SIDEWALKS 02772 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02772
CONCRETE CURBS, GUTTERS, AND SIDEWALKS
PART 1 - GENERAL
1.01 SUMMARY
A. Section Includes: Concrete curbs, gutters, sidewalks, and driveways to replace those demolished or damaged during construction
B. Related Sections:
1. Section 02200 - Excavation and Backfill.
2. Section 02722 - Aggregate Base.
3. Section 03100 - Concrete Formwork and Accessories.
4. Section 03300 - Cast-In-Place Concrete.
1.02 SUBMITTALS
A. Product Data: Submit data completely describing all products to be used.
1.03 PROJECT CONDITIONS
A. Any concrete flatwork damaged during the course of construction, including transportation and delivery, shall be replaced to that flatwork’s pre-existing condition or better.
B. Contractor shall be responsible for all field measurements necessary to meet these specifications.
PART 2 PRODUCTS
2.01 MATERIALS
A. Concrete: Shall conform to the applicable requirements of Section 03300. All sidewalk and curb concrete shall contain 1 lb. of lamp black per cubic yard.
B. Curb Finishing Mortar: 1-part Portland cement to 2 parts sand.
C. Form Release Material: Light oil or other releasing agent of concrete type that does not discolor concrete or interfere with the application of finishing mortar to curb tops and faces.
D. Joint Materials:
1. Expansion: Comply with requirements as specified in Section 03100.
2. Construction: Steel dividers or plastic inserts.
PART 3 - EXECUTION
3.01 EXAMINATION
A. Verification of Conditions:
312
CONCRETE CURBS, GUTTERS, AND SIDEWALKS 02772 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
1. Verify field conditions, including subgrade condition and interferences, before beginning construction.
3.02 DEMOLITION
A. Concrete Removal:
1. Concrete shall be removed to neatly saw cut edges at the nearest existing score line unless directed otherwise by the Engineer.
3.03 PREPARATION
A. Surface Preparation:
1. Subgrade:
a. Construct and compact true to grades as specified in Section 02200. b. Remove soft or unsuitable material to depth of not less than 6 inches below subgrade elevation and replace with satisfactory material.
2. Forms and Subgrade: Water immediately in advance of placing concrete.
3.04 INSTALLATION
A. Special Techniques:
1. Contractor's Option:
a. Construct concrete curbs and gutters by conventional use of forms, or by means of curb and gutter machine when acceptable to the Engineer. b. When use of machines designed specifically for work of this Section are accepted by the Engineer, results must be equal to or better than those produced by use of forms.
c. Applicable requirements of construction that apply to use of forms also apply to use of machines.
d. Discontinue use of machines when results are not satisfactory to the Engineer.
B. Reinforcement:
1. Drill 5/8-inch diameter holes, 6-inches deep, on 24-inches on center along the face of the saw cut concrete and install 12-inch long #4 rebar into the drilled holes and secure with epoxy.
C. Forms:
1. Carefully set to line and grade and securely stake in position forms conforming to dimensions of items to be constructed.
2. Thoroughly clean prior to each use and coat with form releasing material.
D. Expansion and Contraction Joints:
1. Expansion Joints:
a. Construct vertically, and at right angles to centerline of street and match joints in adjacent pavement or sidewalks.
b. Constructed at radius points, driveways, alley entrances, and at adjoining structures.
c. Fill joints with expansion joint filler material.
2. Contraction Joints:
313
CONCRETE CURBS, GUTTERS, AND SIDEWALKS 02772 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
a. Constructed not more than 15 feet apart.
b. Make joints of construction joint material, scoring or saw cutting to depth of not less than 1-1/2 inches and matching joints in adjacent pavement or sidewalk.
E. Concrete:
1. Placing:
a. Thoroughly spade concrete away from forms so that no rock pockets exist next to forms and so that no coarse aggregate will show when forms are removed.
2. Compacting:
a. Compact by mechanical vibrators accepted by the Engineer. b. Continue tamping or vibrating until mortar flushes to surface and coarse aggregate is below concrete surface.
3. Form Removal:
a. Front Form Faces: Do not remove before concrete has taken initial set and has sufficient strength to carry its own weight.
b. Gutter and Rear Forms: Do not remove until concrete has hardened sufficiently to prevent damage to edges.
4. Finishing and Curing:
a. As soon as curb face forms are stripped, apply finishing mortar to the top and face of curb and trowel to a smooth, even finish. Finish with fine haired broom in direction of work.
b. Where curb is installed without integral gutter, extend finish 2 inches below grade.
c. Edge concrete at expansion joints to 1/4-inch radius. d. Flow lines of gutters shall be troweled smooth 4 inches out from curb face for integral curb and gutter and 4 inches on both sides of flowline 4 gutters without curbs.
F. Backfilling:
1. Unless otherwise specified, backfill behind curbs, gutters, or sidewalks with soil native to area.
3.05 FIELD QUALITY CONTROL
A. Tests:
1. Curbs and Gutters:
a. Test face, top, back, and flow line with 10-foot straightedge or curve template longitudinally along surface.
b. Correct deviations in excess of 1/4 inch.
2. Gutters:
a. Frequency of Testing: When required by the Engineer, where gutters have slope of 0.8 foot per hundred feet or less, or where unusual or special conditions cast doubt on capability of gutters to drain.
b. Test Method: Establish flow in length of gutter to be tested by supplying water from hydrant, tank truck, or other source.
c. Required Results:
1) 1 hour after supply of water is shut off, inspect gutter for evidence of ponding or improper shape.
2) In event water is found ponded in gutter to depth greater than ½-inch or on adjacent asphalt pavement, correct defect, or defects in manner acceptable to the Engineer without additional cost to the Contract. 314
CONCRETE CURBS, GUTTERS, AND SIDEWALKS 02772 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
3.06 ADJUSTING
A. Repair portions of concrete damaged while stripping forms or, when damage is severe, replace such work at no additional cost to the Contract. Evidence of repairs shall not be noticeable in the finished product.
B. Remove and replace sections of work deficient in depth or not conforming to requirements indicated herein at no additional cost to the Contract. Removal and replacement shall be the complete section between 2 joints.
***END OF SECTION***
315
CURED-IN-PLACE PIPE 02900 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 02900
CURED-IN-PLACE PIPE (CIPP)
PART 1 - GENERAL
1.01 SUMMARY
A. Section Includes:
1. Cured in Place Pipe (CIPP)
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. D 790 Test Methods for Flexural Properties of Un-reinforced and Reinforced Plastics and Electrical Insulating Materials.
2. D 2990 Tensile, Compressive, and Flexural Creep and Creep-Rupture of Plastics.
3. D 5813 Cured-in-Place Thermosetting Resin Sewer Pipe.
4. F 1216 Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin-Impregnated Tube.
5. F 1743 Rehabilitation of Existing Pipelines and Conduits by Pulled-in-Place Installation of Cured-in-Place Thermosetting Resin Pipe (CIPP).
1.03 SUBMITTALS
A. CIPP Contractor Qualifications shall be submitted with the Contractor’s bid and shall meet the requirements herein.
B. Product Data:
1. Material data.
2. CIPP design calculations and assumptions.
C. Quality Control Submittals:
1. Manufacturer's Instructions: Submit instructions for materials specified in this Section that are specified to be installed with such instructions. Instructions shall include heat up, hold and cool down cycles and temperature control for each diameter and CIPP thickness.
2. Pre-construction inspection video, see Section 02760 for inspection requirements.
Contractor shall submit all pre-construction CCTV inspection reports within 20 working days of the notice to proceed.
3. A letter identifying any conditions that may prevent proper installation of CIPP.
Contractor shall submit letter within 20 working days of the notice to proceed.
4. Post construction inspection video, see Section 02760 for inspection requirements.
1.04 QUALITY ASSURANCE
A. Manufacturer/Installer: All trenchless rehabilitation products and installers are subject to approval based on the criteria listed in the invitation for bids. Failure to submit the minimum experience qualifications with the bid will render the bid non responsive. The Contractor shall not have had his license suspended at any time or for any reason within the State of California within the last five years. Any evidence of suspension will render the bid non responsive.
316
CURED-IN-PLACE PIPE 02900 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
B. The CIPP tube material for all submitted experience must be a non-woven felt fabric meeting the requirements of ASTM F1216 or ASTM 1743, must have been impregnated (wet out) with resin, and must have been cured with steam pressure.
C. Sewer rehabilitation products submitted for approval must provide third party test results supporting the structural performance (short-term and long-term) of the product and such data shall be satisfactory to the Owner. Test samples shall be prepared so as to simulate installation methods and trauma of the product. No product will be approved without independent third party testing verification.
PART 2 - PRODUCTS
2.01 MATERIALS
A. Tube:
1. Consist of one or more layers of absorbent non-woven felt fabric and meet the requirements of ASTM F1216, Section 5.1 or ASTM F1743, Section 5.2.1
2. Constructed to withstand installation pressures, have sufficient strength to bridge missing pipe, and stretch to fit irregular pipe sections.
3. The wet out Tube shall have a relatively uniform thickness that when compressed at installation pressures will equal or exceed the calculated minimum design thickness.
4. The Tube shall be manufactured to a size that when installed will tightly fit the internal circumference and length of the original pipe. Allowance should be made for circumferential stretching during inversion. Overlapped layers of felt in longitudinal seams that cause lumps in the final product shall not be utilized.
5. The outside layer of the Tube shall be coated with an impermeable, flexible membrane that will contain the resin and all the resin impregnation (wet out) procedure to be monitored.
6. The Tube shall be homogeneous across the entire wall thickness containing no intermediate or encapsulated elastomeric layers. No material shall be included in the Tube that may cause de-lamination in the cured CIPP. No dry or unsaturated layers shall be evident.
7. The wall color of the interior pipe surface of CIPP after installation shall be a relatively light reflective color so that a clear detailed examination with closed circuit television inspection equipment may be made.
8. Seams in the Tube shall be stronger than the non-seamed felt material.
9. The Tube shall be marked for distance at regular intervals along its entire length, not to exceed 5 ft. Such markings shall include the Manufacturers name or identifying symbol.
The tubes must be manufactured in the USA.
B. Resin: The resin system shall be a corrosion resistant polyester, vinyl ester, or epoxy system including all required catalysts, initiators or hardeners that when cured within the tube create a composite that satisfies the requirements of ASTM F1216 and ASTM F1743, the physical properties herein, and those which are to be utilized in the design of the CIPP for this project.
The resin shall produce a CIPP that will comply with the structural and chemical resistance requirements of this specification.
317
CURED-IN-PLACE PIPE 02900 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
2.02 STRUCTURAL REQUIREMENTS
A. The CIPP shall be designed as per ASTM F1216, Appendix X.1. The CIPP design shall assume no bonding to the original pipe wall.
B. The Contractor must have performed long-term testing for flexural creep of the CIPP pipe material installed by his Company. Such testing results are to be used to determine the long-term, time dependent flexural modulus to be utilized in the product design. This is a performance test of the materials (Tube and Resin) and general workmanship of the installation and curing. A percentage of the instantaneous flexural modulus value (as measured by ASTM D790 testing) will be used in design calculations for external buckling. The percentage, or the long-term creep retention value utilized, will be verified by this testing. Retention values exceeding 50% of the short-term test results shall not be applied unless substantiated by qualified third party test data to the Owner’s satisfaction. The materials utilized for the contracted project shall be of a quality equal to or better than the materials used in the long-term test with respect to the initial flexural modulus used in the CIPP design.
C. The Enhancement Factor ‘K’ to be used in ‘Partially Deteriorated’ Design conditions shall be assigned a value of 7. Application of Enhancement (K) Factors in excess of 7 shall be substantiated through independent test data to the satisfaction of the Owner.
D. The layers of the cured CIPP shall be uniformly bonded. It shall not be possible to separate any two layers with a probe or point of a knife blade so that the layers separate cleanly or the probe or knife blade moves freely between the layers. If the layers separate during field sample testing, new samples will be required to be obtained from the installed pipe. Any reoccurrence may cause rejection of the work.
E. The CIPP lining system shall have a minimum design service life of fifty (50) years.
F. The cured pipe material (CIPP) shall conform to the following structural properties:
MINIMUM CIPP PHYSICAL PROPERTIES
Property Test Method
Cured Polyester
Composite
Minimum Value
Wall Thickness ASTM D2122
As Calculated by
CIPP Contractor
Modulus of Elasticity
(short-term) ASTM D790 300,000 psi
Modulus of Elasticity
(long-term) ASTM D790 150,000 psi
Flexural Stress ASTM D790 4,500 psi
G. The required structural CIPP wall thickness shall be based as a minimum, on the physical properties in Section 5. Design Considerations of ASTM F1216, and the following design parameters:
Parameter Criteria
Design Safety Factor 2
318
CURED-IN-PLACE PIPE 02900 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
Retention Factor for Long-Term Flexural Modulus to be
used in Design (as determined by long-term tests
described in section 1.05,C,2 and approved by the
owner) 50% Max
Ovality of Host Pipe 5%
Groundwater Level At Ground Level, See Plans
Soil Depth
Maximum rim to invert
distance as indicated on the
plans or Minimum rim to
top of pipe distance
(whichever produces the
greater thickness in the
calculation)
Soil Modulus 1,000 psi
Soil Density 130 pcf
Live Load H20
Design Condition Fully Deteriorated
H. The above parameter can be altered to use no live loading at locations where the pipe is entirely in easements that don’t have vehicular traffic, such as in the Haskins Easement.
2.03 TESTING
A. Chemical Resistance - The CIPP shall meet the chemical resistance requirements of ASTM F1216, Appendix X2. CIPP samples for testing shall be of tube and resin system similar to that proposed for actual construction. It is required that CIPP samples with and without plastic coating meet these chemical-testing requirements.
B. Hydraulic Capacity - Overall, the hydraulic cross-section shall be maintained as large as possible.
The CIPP shall have a minimum of the full flow capacity of the original pipe before rehabilitation. Calculated capacities may be derived using a commonly accepted roughness coefficient for the existing pipe material taking into consideration its age and condition.
C. CIPP Field Samples - When requested by the Owner, the Contractor shall submit test results from field installations in the USA of the same resin system and tube materials as proposed for the actual installation. These test results must verify that the CIPP physical properties specified in Section 2.02-F have been achieved in previous field applications. If requested by the Owner, samples for this project shall be made as described in Section 3.03-A.
2.04 WARRANTY
A. The materials used for the project shall be certified by the manufacturer for the specified purpose.
The manufacturer shall warrant the liner to be free from defects in raw materials for one (1) year from the date of installation and acceptance by the City. The Contractor shall warrant the liner installation for a period of one (1) year. During the Contractor warranty period any defect, which may materially affect the integrity, strength, function and/or operation of the pipe, shall be repaired at the Contractor’s expense.
319
CURED-IN-PLACE PIPE 02900 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
B. After a pipe section has been lined and for a period of time up to one (1) year following completion of the project, the City may inspect all or portions of the lined system. If it is found that any of the CIPP has developed abnormalities since the completion of the project, the abnormalities shall be repaired and/or replaced. All verified defects shall be repaired and/or replaced by the Contractor and shall be performed in accordance with the original specifications, all at no additional cost to the City. Due to capacity constraints of the existing sewer line, repairs may require pipeline replacement with conventional cut and cover methods PART 3 - EXECUTION
3.01 PREPARATION OF WORK SITE
A. Contractor shall remove all internal debris and roots out of the existing pipes that will interfere with the installation of CIPP. The Contractor shall also provide for the legal disposal of all debris and roots removed from the culvert during the cleaning operation.
B. Contractor is responsible for confirming the inside diameter of the existing pipes to be rehabilitated with CIPP. The pipe size provided on the Plans is for informational and bidding purposes only. The Contractor shall measure pipe size prior to CIPP design and manufacturing.
C. Contractor is responsible for confirming the locations of all lateral service connections prior to installing the CIPP. The quantity and location of the existing laterals shown on plans and in the pre-bid video are approximate and shall be confirmed by the contractor. The contractor shall verify the existing lateral locations and is responsible for reactivating the full diameter of each lateral connection and manhole opening. The Contractor shall reinstate the lateral by reopening the lateral from inside the sewer by means of a CCTV camera controlled cutting device appropriate for CIPP. All openings shall be clean and neatly cut flush with the lateral pipe. The bottom of the opening shall be flush with the bottom of the lateral pipe. Additional requirements for sewer and service disruptions are included in Section 01120-1.07.
D. The Contractor, shall provide bypass pumping to maintain existing sewer flows. The Contractor shall prepare and submit a detailed plan for maintaining sewer service as specified in Section 01120-1.07.
E. The pipes to be lined with CIPP have been recently video inspected. Video and/or observation files of the inspected pipes is available in at the Belmont Department of Public Works, One Twin Pines Lane, Suite 385, Belmont, California. The file is considered the pre-bid video to which the contractors bid price shall be based upon.
F. The Contractor shall perform a pre-construction video inspection of the existing sewer. The inspection shall be performed by experienced personnel trained in locating breaks and obstacles using close circuit television (CCTV). The Contractor shall submit a copy of the pre-construction inspection video to the City, and shall identify any conditions that may prevent proper installation of CIPP and propose corrective actions to the City in writing.
G. The Contractor shall perform a post-construction video inspection of the pipes lined with CIPP.
The Contractor shall submit a copy of the post-construction inspection video to the City within 30 days of installation and prior to final payment.
320
CURED-IN-PLACE PIPE 02900 - 6
2025 SANITARY SEWER REHABILITATION PROJECT
H. Contractor shall clear the line of obstructions such as solids, roots, and protruding laterals that will prevent the insertion of CIPP. The pre-bid video reveals locations of heavy debris loading, protruding service connections, and collapsed pipe. If pre-installation inspection reveals obstruction that will prevent the CIPP installation process, that was not evident on the pre-bid video or the construction documents and it cannot be removed by conventional sewer cleaning equipment, then the Contractor shall make a point repair excavation to uncover and remove or repair the obstruction. Such excavation shall be approved in writing by the Owner's representative prior to the commencement of the work and shall be considered as a separate pay item. Any such obstruction that is evident in the pre-bid video or called out in the construction documents shall be repaired by the contractor at the contractor’s expense.
I. Contractor shall “repair” all laterals prior to CIPP installation as indicated on the Plans.
J. Existing laterals that are not shown to be “Repaired” on the plans that are damaged, protruding, and non-factory saddles or wyes shall be repaired per the drawings.
K. Laterals that are capped or that are determined to be abandoned shall not be reinstated or repaired.
3.02 INSTALLATION
A. CIPP installation shall be in accordance with ASTM F1216, Section 7, or ASTM F1743, Section 6, with the following modifications:
1. Resin Impregnation - The quantity of resin used for tube impregnation shall be sufficient to fill the volume of air voids in the tube with additional allowances for polymerization shrinkage and the loss of resin during installation through cracks and irregularities in the original pipe wall. If a vacuum impregnation process is used, the point of vacuum shall be no further than 25-feet from the point of initial resin introduction. After vacuum in the tube is established, a vacuum point shall be no further than 75-feet from the leading edge of the resin. The leading edge of the resin slug shall be as near to perpendicular to the longitudinal axis of the tube as possible. A roller system shall be used to uniformly distribute the resin throughout the tube. If the Installer uses an alternate method of resin impregnation, the method must produce the equivalent results. Any alternate resin impregnation method must be documented to the Owner’s satisfaction that the saturation of the CIPP is sufficient.
2. Tube Insertion – The wet out tube shall be positioned in the pipeline using either inversion or a pull-in method. If pulled into place, a power winch should be utilized and care should be exercised not to damage the tube as a result of pull-in friction. The tube should be pulled-in or inverted through an existing manhole or approved access point and fully extend to the next designated manhole or termination point.
3. Temperature gauges shall be placed between the tube and the host pipe’s invert position to monitor the temperatures during the cure cycle.
4. Curing shall be accomplished utilizing steam pressure only.
5. Steam pressure curing shall be in accordance with the manufacturer’s recommended cure schedule.
6. Excess water shall not be discharged into the storm drain system or waterways.
7. Sewer lateral connections shall be reactivated within the same working day as the line is rehabilitated. Overnight service disruptions are not allowed.
B. The contractor shall keep logs, charts and/or graphs of the curing process for each segment of CIPP installed. The logs shall include curing times, temperatures, and pipe location. 321
CURED-IN-PLACE PIPE 02900 - 7
2025 SANITARY SEWER REHABILITATION PROJECT
3.03 SEALING AT MANHOLE CONNECTIONS
A. The CIPP liner shall make a tight seal at the manhole opening with no annular gaps. The liner shall be sealed to the manhole and host pipe with appropriate type of sealing material (resin mixture or hydrophilic seal) as recommended by the CIPP manufacturer. The CIPP to manhole connection shall be watertight.
3.04 PROTECTION
A. Contractor shall follow and meet the Guideline for the Safe Use and Handling of Styrene Based Resins in Cured-In-Place Pipe (CIPP), NASSCO, October 2020 Edition. The guideline is available on the following link:
https://www.nassco.org/wp-content/uploads/2021/02/Safe-Handling-and-Use-ofStyrene_Specification-Guideline-_-2020-2.pdf B. All worker shall have proper personal protective equipment (PPE).
C. No worker shall enter a manhole during the steam curing operation.
D. The steam exhaust shall be located a minimum of 8 feet above the manhole rim and shall be directed away from sensitive areas.
E. A perimeter should be maintained around the job site to prevent public from entering the site and areas surrounding the connecting manholes.
F. Contractor shall attempt to create a vapor barrier on all laterals connecting to the pipe being rehabilitated with CIPP. The vapor barrier shall be installed prior to proceeding with the CIPP curing process. The vapor barrier may include.
1. Plug within the lateral where cleanouts are accessible.
2. Run a small amount of water down the lateral after CIPP installation and prior to the curing process.
3. Other approved means for creating a vapor barrier.
3.05 INSPECTION
A. When requested by the City, the Contractor shall prepare CIPP samples and submit them to the City for testing. Testing will be coordinating and paid for by the City. The physical properties will be tested in accordance with ASTM F1216 or ASTM F1743, Section 8, using either method proposed. The flexural properties must meet or exceed the values listed in Table 1 of the applicable ASTM. The Contractor will be responsible for replacing all pipe segments that do not meet the specified values.
B. Wall thickness of samples shall be determined as described in paragraph 8.1.6 of ASTM F1743.
The minimum wall thickness at any point shall not be less than 87½% of the minimum design wall thickness as calculated in paragraph 5.6 of this document.
C. Visual inspection of the CIPP shall be in accordance with ASTM F1743, Section 8.6.
D. The Contractor shall perform a post-construction video inspection of all lines rehabilitated with CIPP. The CCTV inspection shall adhere to the requirements in Section 02760. The contractor 322
CURED-IN-PLACE PIPE 02900 - 8
2025 SANITARY SEWER REHABILITATION PROJECT
shall submit a copy of the post construction video to the City with a written log identifying the location of all lateral connections. The video shall clearly show each fully reinstated lateral connection.
E. Defects in the CIPP such as bulges, bubbles, offsets, and other obstructions shall be repaired by the Contractor as deemed necessary by the City at no additional cost to the City. All obstructions that extend more than 0.5-inch into the pipe shall be repaired by the Contractor. ***END OF SECTION***
323
CONCRETE WORK – GENERAL 03000 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 03000
CONCRETE WORK - GENERAL
PART 1 GENERAL
1.01 APPLICABLE SECTION
A. Submit Shop Drawings, Product Data, Mill Certificates, and Samples required by other portions of Contract Documents. The requirements/provisions of the General and Supplementary Conditions shall apply to this section.
1.02 DESCRIPTION OF WORK
A. The work included under this section consists of furnishing all material, supplies, equipment, tools, transportation, and facilities, and performing all labor and services necessary for, required in connection with or properly incidental to furnishing, and installing concrete work as described in this section of the specifications, shown on the accompanying drawings, or reasonably implied therefrom, except as hereinafter specifically excluded.
B. Work Included:
1. All formwork, including any special forms necessary to produce architectural details and/or to accommodate the work of others and removal of forms.
2. All concrete reinforcement, placement, bending and forming thereof.
3. All concrete and cement finishing; all surface treatment and curing, including nonslip finishes and color work.
4. The furnishing of all items required to be or shown on the drawings as embedded in concrete, which are not specifically required under other sections.
PART 2 PRODUCTS
2.01 PRODUCTS
A. See specification Sections 03100, 03200, 03300, 03400, and 03600.
PART 3 EXECUTION
3.01 DEFECTIVE WORK
A. General: Work considered to be defective may be ordered by the Engineer to be replaced in which case the Contractor shall remove the defective work at his expense. Work considered to be defective shall include, but not be limited to, the following:
1. Reinforcing:
a. Kinks and bends therein which are not scheduled or indicated on the drawings; reinforcing improperly placed, or previously heated, or excessively cold worked reinforcing.
2. Concrete:
a. Concrete in which defective or inadequate reinforcing steel has been placed. 324
CONCRETE WORK – GENERAL 03000 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
b. Concrete incorrectly formed or not conforming to details and dimensions on the drawings or with the intent of these documents or concrete the surfaces of which are out of plumb or level.
c. Concrete below specified strength.
d. Concrete not meeting the maximum allowable drying shrinkage requirements. e. Concrete containing wood, cloth, or other foreign matter, rock pockets, voids, honeycombs, cracks, or cold joints not scheduled or indicated on the drawings.
3.02 CORRECTION OF DEFECTIVE WORK
A. The Contractor shall, at his expense, make all such corrections and alleviation measures as directed by the Engineer.
B. Concrete work containing rock pockets, voids, honeycombs, cracks, or cold joints not scheduled or indicated on the drawings, shall be chipped out until all unconsolidated material is removed.
C. Secure approval of chipped-out areas before patching. Patch per ACI 301-89. ***END OF SECTION***
325
CONCRETE FORMING AND ACCESSORIES 03100 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 03100
CONCRETE FORMING AND ACCESSORIES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Formwork for concrete, with shoring, bracing and anchorage.
1.02 RELATED REQUIREMENTS
A. Section 03200 - Concrete Reinforcing
B. Section 03300 - Cast-in-Place Concrete
1.03 REFERENCE STANDARDS (Editions adopted by current governing California Building Code)
A. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials.
B. ACI 301 - Specifications for Structural Concrete for Buildings; American Concrete Institute.
C. ACI 318 - Building Code Requirements for Structural Concrete and Commentary; American Concrete Institute.
D. ACI 347 - Guide to Formwork for Concrete; American Concrete Institute.
E. ASTM C31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field.
F. ASTM C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.
G. ASTM D994 - Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type).
H. ASTM D1751 - Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).
1.04 SUBMITTALS
A. See Section 01300 – Contractor Submittals, for submittal procedures.
B. Product Data: Provide data on formwork release agent or form liner proposed for use with each formed surface.
C. Formwork Facing Materials: Data on form-facing materials proposed for smooth-form finish if different from that specified in Part 2.02.
D. Construction and Contraction Joints: Location of construction and contraction joints proposed if different from those indicated in the Contract Documents.
E. Shop Drawings
1. All of the following shop drawings and calculations shall be prepared, stamped, and signed by a registered Civil or Structural Engineer of the State of California. 326
CONCRETE FORMING AND ACCESSORIES 03100 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
2. Formwork
a. Submit shop drawings for fabrication and erection of forms for portions of the concrete surfaces, as indicated below:
1) For formwork over 12’ in height.
2) Show general construction of forms including size of members, bracing, jointing, special form joint or reveals, location and pattern of form tie placement, and other items that affect the structural integrity of formwork or exposed concrete visually.
3. Falsework and Shoring Shop Drawings: The Contractor shall submit shop drawings and calculations of any required falsework, shoring. Shop drawings and calculations shall be prepared in accordance with the requirements of the ACI 318 and State of California Department of Transportation Standard Specifications, Section 48-2 - Falsework.
4. Reshoring and Backshoring Plans: When reshoring or backshoring is required or permitted, submit procedures, and plans of operations, before use. Indicate on shop drawings the magnitude of construction loads permitted during reshoring or back-shoring.
F. Testing for Formwork Removal: Data on method for determining strength of concrete for removal of formwork when a method other than field-cured cylinders (ASTM C31 and ASTM C39) is proposed.
G. Formwork Removal Plans: Detail plans for formwork removal operations when removal of forms at concrete strengths lower than that specified in Part 3.08 is proposed.
1.05 QUALITY ASSURANCE
A. Codes and Standards: Comply with the provisions of the following codes, specifications, and standards, except where more stringent requirements are shown or specified.
1. California Building Code, current governing edition
2. ACI 318
3. ACI 347
PART 2 PRODUCTS
2.01 FORMWORK - GENERAL
A. Maximum deflection of facing materials reflected on concrete surfaces exposed to public view shall be 1/240 of the span between structural members of the formwork.
B. Formed Construction and Contraction Joints
1. Locate and form construction joints that least impair strength of the structure and meet the requirements of Section 03300 - Cast-in-Place Concrete Part 3.01.
2. Unless otherwise specified or permitted, locate and detail formed construction joints to the following requirements:
a. Locate construction joints within the middle third of the spans of slabs, beams, and girders. When a beam intersects a girder within this region, offset the joint in the girder a distance equal to or greater than twice the width of the beam; b. Locate joints in walls and columns at the underside of slabs, beams, or girders and at the tops of footings or slabs; and
327
CONCRETE FORMING AND ACCESSORIES 03100 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
c. Make joints perpendicular to the main reinforcement.
3. Provide keyways where indicated on Contract Documents. Unless otherwise specified, longitudinal keyways indicated on the Contract Documents, shall be a minimum of 1-1/2 in. deep in joints in walls and between walls and slabs or footings.
4. Provide construction and contraction joints where indicated on the Contract Documents.
Submit for acceptance the location of construction and contraction joints differing from those indicated on the Contract Documents.
2.02 FORM MATERIALS
A. Form-facing materials: Materials for form faces in contact with concrete shall meet the requirements of "Concrete Finishing" Section 03300 - Cast-in-Place Concrete and the following requirements unless otherwise specified in Contract Documents.
1. For smooth-form finish, use plywood, tempered concrete-form-grade hardboard, metal, plastic, paper, or other acceptable materials capable of producing the desired finish for form-facing materials. Form-facing materials shall produce a smooth, uniform texture on the concrete. Do not use form-facing materials with raised grain, torn surfaces, worn edges, dents, or other defects that will impair the texture of concrete surfaces. Facing materials shall be supported with studs or other backing capable of maintaining deflections within the tolerances specified in Part 2.01.
2.03 FORMWORK ACCESSORIES
A. Use commercially manufactured accessories for formwork accessories that are partially or wholly embedded in concrete, including ties and hangers. Do not use nonfabricated wire form ties. Where indicated in the Contract Documents, use form ties with integral water barrier plates in walls or other acceptable positive water barriers.
2.04 FORMWORK RELEASE AGENT
A. Use commercially manufactured formwork release agents that prevent formwork absorption of moisture, prevent bond with concrete, and do not stain the concrete surfaces.
2.05 EXPANSION JOINT FILLER
A. Premolded expansion joint filler shall conform to ASTM D994 or ASTM D1751.
PART 3 EXECUTION
3.01 EARTH FORMS
A. Where sides of excavations have been cut neat and accurate to size for pouring of concrete directly against the excavation, forms for footings will not be required. Remove loose soil prior to placing concrete.
3.02 CONSTRUCTION AND ERECTION OF FORMWORK
A. At construction joints, lap contact surface of the form sheathing for flush surfaces exposed to view over the hardened concrete in the previous placement. Ensure formwork is sealed against 328
CONCRETE FORMING AND ACCESSORIES 03100 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
hardened concrete to prevent offsets or loss of mortar at construction joints and to maintain a true surface.
B. Provide positive means of adjustment (such as wedges or jacks) of shores and struts. Do not make adjustments in the formwork after concrete has reached its time of initial setting. Brace formwork securely against lateral deflection and lateral instability.
C. Fasten form wedges in place after final adjustment of forms and before concrete placement.
D. Anchor formwork to shores, supporting surfaces, or members to prevent upward or lateral movement of the formwork system during concrete placement. Form supports shall be placed on adequate foundations and have sufficient strength and bracing to prevent settlement or distortion from the weight of the concrete or other cause. Support shall rest on double wedged shim, or other approved means, so that the forms will be maintained at the proper grade.
E. Construct formwork for wall openings to facilitate removal and to counteract swelling of wood formwork.
F. All formed joints on concrete surfaces to be exposed shall be taped and shall align so joints will not be apparent on the concrete surfaces.
G. Any movement or bellying of forms during construction shall be considered just cause for their removal and, in addition, the concrete work so affected.
H. Bolts, rods, or other approved devices shall be used for internal form ties and shall be of sufficient quantities to prevent spreading of the forms. The ties shall be placed at least 1 inch away from the finished surface of the concrete. Bolts and rods that are to be completely withdrawn shall be coated with grease.
I. Boards or other form materials that have been damaged or checked or warped prior to placing of concrete shall be removed from the forms and replaced with approved materials or otherwise corrected to the satisfaction of the engineer.
J. Assign a sufficient number of men to keep watch on and maintain the forms during placing of concrete. Satisfactorily remedy any displacement or looseness of forms or reinforcement before placing of concrete. No form shall be moved or altered except as may be specifically directed.
K. Wall forms shall be set to account for movement of post-tensioned slabs that will occur due to long term shortening of slabs. The Engineer will establish the offsets at each level after the Contractor has submitted a detailed pour schedule.
3.03 APPLICATION - FORM RELEASE AGENT
A. Cover surfaces of formwork with an acceptable material that will prevent bond with the concrete. A field-applied formwork release agent or a factory-applied liner may be used. If a formwork release agent is used, apply to the surfaces of the formwork in accordance with the manufacturer's recommendations before placing reinforcing steel. Do not allow formwork release agent to puddle in the forms. Do not allow formwork release agent to contact reinforcing steel or hardened concrete against which fresh concrete is to be placed.
3.04 FORM CLEANING
A. Clean surfaces of formwork and embedded materials of mortar, grout, and foreign materials before concrete is placed.
329
CONCRETE FORMING AND ACCESSORIES 03100 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
3.05 FORMWORK TOLERANCES
A. Unless otherwise specified in the Contract Documents, construct formwork so concrete surfaces conform to the tolerance limits of ACI 117. The class of surface shall conform to Part
2.02. B. To maintain specified tolerances, camber formwork to compensate for anticipated deflections in formwork during concrete placement. Set formwork and intermediate screed strips for slabs accurately to produce designated elevations and contours of the finished surface before removal of formwork. Ensure that edge forms and screed strips are strong enough to support vibrating screeds or roller pipe screeds when the finish specified requires the use of such equipment.
C. When formwork is cambered, set screeds to the same camber to maintain specified concrete thickness.
3.06 FIELD QUALITY CONTROL
A. The Contractor shall hire the Engineer responsible for the design of formwork over 12' in height, falsework or shoring to inspect the work as detailed on the reviewed shop drawings.
B. The Contractor shall verify accuracy of items, furnished under other sections of these specifications, and installed under this section.
3.07 FORM REMOVAL
A. Remove top forms on sloping surfaces of concrete as soon as removal will not allow concrete to sag. Perform needed repairs or treatment required at once and follow immediately with specified curing.
B. Do not damage concrete during removal of formwork for columns, walls, slabs, sides of beams, and other parts not supporting the weight of the concrete. Perform needed repair and treatment required on vertical surfaces at once and follow immediately with specified curing.
C. Leave formwork and shoring in place to support the weight of concrete in beams and joists for at least 14 days and in slabs for at least 10 days after the last concrete and until concrete has attained 3000 psi minimum per Part 3.07E and the Engineer responsible for design of shoring and falsework has approved removal.
D. Vertical forms shall remain on columns, walls, pilasters for at least seven 7 days after the last concrete and until concrete has attained 3000 psi minimum per Part 3.07E and the Engineer responsible for design of the formwork has approved removal.
E. Contractor shall request to have field cured compression test specimen taken where it is planned to remove formwork and shoring sooner than indicated above and submit detailed plans for review and acceptance. Mold cylinders in accordance with ASTM C31, and cure them under the same conditions for moisture and temperature as used for the concrete they represent. Test cylinders in accordance with ASTM C39.
F. In removing plywood forms, no metal pinch bars shall be used and special care to be taken in stripping. Start at top edge or vertical corner where it is possible to insert wooden wedges.
Wedging shall be done gradually and shall be accompanied by light tapping of the plywood panels to crack them loose. Do not remove forms with a single jerk after it has been started at one end.
330
CONCRETE FORMING AND ACCESSORIES 03100 - 6
2025 SANITARY SEWER REHABILITATION PROJECT
G. Nothing herein shall be construed as relieving the contractor of any responsibility of the safety of the structure.
***END OF SECTION***
331
CONCRETE REINFORCING 03200 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 03200
CONCRETE REINFORCING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Section Includes: Concrete Reinforcement
1.02 RELATED REQUIREMENTS
A. Section 03100 - Concrete Forming and Accessories.
B. Section 03300 - Cast-in-Place Concrete.
1.03 REFERENCE STANDARDS (Editions adopted by current governing California Building Code)
A. ACI 117 - Standard Specifications for Tolerances for Concrete Construction and Materials; American Concrete Institute International.
B. ACI 301 - Specifications for Structural Concrete for Buildings; American Concrete Institute International.
C. ACI 318 - Building Code Requirements for Structural Concrete and Commentary; American Concrete Institute International.
D. ACI SP-66 - ACI Detailing Manual; American Concrete Institute International.
E. ASTM A1064 - Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.
F. ASTM A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
G. ASTM A185 - Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete.
H. ASTM A615 - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.
I. ASTM A 641 - Standard Specification for Zinc-Coated (Galvanized) Carbon Steel Wire.
J. ASTM A706 - Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement.
K. ASTM A767 - Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement.
L. ASTM A780 - Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings.
M. ASTM E329 - Standard Specification for Agencies Engaged in Construction Inspection and/or Testing.
N. AWS D1.4 - Structural Welding Code - Reinforcing Steel; American Welding Society. 332
CONCRETE REINFORCING 03200 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
O. CRSI (DA4) - Manual of Standard Practice; Concrete Reinforcing Steel Institute.
1.04 SUBMITTALS
A. Shop plans and placing details including material, size, location, and yield strength.
B. Laboratory Test Reports
1. Laboratory test reports shall be signed by a principal of the testing agency who is a registered Civil Engineer in the State of California.
2. When required by other portions of these specifications, laboratory test reports shall be submitted for each size of bar tested for each heat to show compliance with appropriate ASTM Standards and these specifications.
C. Welder's Certificates and WPS: Submit description of reinforcement weld locations, welding procedures, and welder certification when welding is permitted.
1.05 QUALITY ASSURANCE
A. Perform work of this section in accordance with the current governing edition of CBC, ACI 301, ACI SP-66, ACI 318, and AWS D1.4 except as modified by the contract documents.
B. Sampling and Testing:
1. General
a. If the Owner's agent, through oversight or otherwise, has accepted material or work which is defective or contrary to specifications, this material or work, regardless of state of completion, may be rejected.
b. Testing agencies shall meet the requirements of ASTM E329. Testing agencies shall be accepted by the Engineer before performing any work.
2. Testing responsibilities of Contractor:
a. Submit data on qualifications of proposed testing agency for acceptance. Use of testing services will not relieve the Contractor of the responsibility to furnish materials and construction in compliance with the Contract Documents. b. Cooperate with and notify owner's agent at least 24 hours in advance of inspections required and shall provide samples, test pieces, and facilities for inspection at no cost to the owner.
c. Identify each lot of fabricated reinforcing steel to be shipped to the site by assigning an individual lot number that identifies steel by heat number and shall be tagged in such a manner that each such lot can be accurately identified at the job site.
d. Remove all unidentified reinforcing steel, anchorage assemblies and bar couplers received at the site.
1.06 STORAGE OF MATERIALS
A. Store reinforcement during fabrication and at site to avoid excessive rusting or coating with grease, oil, soil, or other objectionable materials. Bundles shall not be dropped or dragged.
Reinforcing steel shall be transported and stored in a manner that will not damage any applied coating.
333
CONCRETE REINFORCING 03200 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
1.07 SEQUENCING AND SCHEDULING
A. Coordinate work with all trades so as not to interfere with the work of other trades. Bring interferences between trades to Engineer's attention and resolve before any concrete is placed.
PART 2 PRODUCTS
2.01 REINFORCING BARS
A. Reinforcing Steel: Grade 60 deformed bars conforming to ASTM A706 or A615.
B. Welded Wire Fabric: ASTM A185.
C. Tie Wire #16 AWG or heavier, black annealed.
2.02 WIRE
A. All wire for concrete reinforcement shall conform to ASTM A1064.
2.03 WELDED WIRE REINFORCEMENT
A. All wire fabric mesh shall conform to ASTM A185, plain welded wire mesh in flat sheets (not rolls), with welded intersections spaced not farther apart than 12 in. in the direction of principal reinforcement.
B. Use wire-reinforcement supports complying with Class 1, maximum protection, or Class 2, moderate protection, as indicated in Chapter 3 of the CRSI Manual of Standard Practice.
C. Use galvanized wire-reinforcement support or wire reinforcement support coated with plastic.
2.04 WELDING ELECTRODES
A. Welding electrodes shall be per Table 5-1 of AWS D1.4.
2.05 MECHANICAL COUPLING DEVICES
A. Mechanical coupling devices shall develop 125 percent of the minimum yield strength of the bars spliced.
2.06 REINFORCEMENT ACCESSORIES
A. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for adequate support of reinforcement during concrete placement. Reinforcement supports shall conform to the requirements of ACI 301.
2.07 OTHER MATERIALS
A. All other materials not specifically described by these specifications but required for complete and proper placement of reinforcement shall be new, first quality of their respective kinds, and subject to the approval of the Engineer.
2.08 FABRICATION
A. Hooks and bends shall conform to the requirements of ACI 315, unless otherwise indicated. 334
CONCRETE REINFORCING 03200 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
B. All steel bars shall be of size and length indicated, accurately bent, or formed to the shapes detailed or scheduled by experienced shops by methods that will not injure the materials. All reinforcing bars shall be shop fabricated to lengths and bends shown on the Plans. Fabrication tolerance shall be in conformance with the requirements of ACI 301.
PART 3 EXECUTION
3.01 INSPECTION
A. Contractor shall secure reinforcing steel in place and obtain the City's review before doubling up or closing in forms
3.02 BENDING
A. Bends for reinforcing steel shall be made in accordance with ACI 301 and ACI 318. Bend bar sizes No. 3 through 5 cold only one time, provided reinforcing bar temperature is above 32-degree F. Do not field bend reinforcing steel in a manner that will injure material, cause the bars to be bent on too tight a radius, or that is not indicated as allowed on drawings or permitted by Engineer. Do not straighten bent or kinked bars for use on project without permission of Engineer. Replace bars with kinks or bends not shown on the drawings.
3.03 PLACING
A. All reinforcement shall be placed in strict conformance with the requirements of the Contract Drawings, both as to location, position and spacing of members. It shall be supported and secured against displacement by the use of adequate and proper wire supporting and spacing devices, tie wires, etc. so that it will remain in its proper position in the finished structure.
Reinforcement may not be wet set in concrete pours.
B. Tolerances: Do not exceed the placing tolerances specified in ACI 318 and ACI 117, whichever is more stringent, before concrete is placed. Placing tolerances shall not reduce cover requirements except as specified in ACI 117.
C. Minimum concrete cover for reinforcement shall be as indicated in the Contract Drawings.
Concrete cover is measured from the theoretical excavation line, not the line of any over excavation. Where less than 3 inches cover is noted and concrete will be placed against soil, increase the section thickness to attain 3 inches cover.
D. Preserve clear space between parallel bars of not less than 1-1/2 times the nominal diameter of round bars and in no case let the clear distance be less than 1-1/2 inches nor less than 1-1/3 times the maximum size of aggregate for concrete. Bars placed in shotcrete shall have a minimum clearance between bars of 2-1/2 inches for No. 5 and smaller and 6 bar diameters for bars larger than No. 5. When two curtains of steel are provided in shotcrete wall, the curtain nearer the nozzle shall have a minimum spacing equal to 12 bar diameters and the remaining curtain shall have a minimum spacing of six bar diameters.
E. For slabs on ground, extend welded wire reinforcement to within 2 in. of the concrete edge.
Reinforcement shall be lapped and tied around the perimeter of each sheet in order to maintain the proper positioning of the reinforcement. Lap splices shall have a minimum of two ties per spliced length. Do not place welded wire reinforcement on grade and subsequently raise into position in concrete.
335
CONCRETE REINFORCING 03200 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
F. Furnish and use templates for placement of column dowels unless otherwise permitted by engineer.
G. Lap splices shall be contact lap splices in accordance with ACI 318 unless noted otherwise on the Contract Drawings. Bars shall be wired together at laps. Wherever possible, stagger splices in adjacent bars. Splice bars in members such as spandrels, beams, etc., as follows:
Top bars at centerline of span, bottom bars at the support. Make all splices in welded wire reinforcement at least 1-1/2 meshes wide or 12 inches, whichever is greater. When splicing in areas to receive shotcrete, lap splices shall be non-contact with at least 2 inches clearance between bars.
H. Butt splices shall be accomplished by mechanical anchorage devices. Stagger these devices 2 feet, unless noted otherwise on the Contract Documents.
I. Bars shall not be cut by gas torch.
3.04 CLEANING REINFORCEMENT
A. Take all means necessary to ensure that steel reinforcement, at the time concrete is placed around it, is completely free from rust, soil, loose mill scale, oil, paint and all coatings which will destroy or reduce the bond between steel and concrete. ***END OF SECTION***
336
CAST IN PLACE CONCRETE 03300 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 03300
CAST-IN-PLACE CONCRETE
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: Cast-in-place concrete and controlled density fill (CDF) B. Related Sections:
1. Section 02772 - Concrete Curbs, Gutters, and Sidewalks
2. Section 03100 - Concrete Forming and Accessories
3. Section 03200 - Concrete Reinforcing
4. Section 03600 - Grouts
1.02 REFERENCES
A. American Concrete Institute (ACI):
1. 211.2 - Standard Practice for Selecting Proportions for Structural Lightweight Concrete.
2. 301 - Specifications for Structural Concrete for Buildings.
3. 305R - Guide to Hot Weather Concreting.
4. 306R - Guide to Cold Weather Concreting.
5. 318 - Building Code Requirements for Structural Concrete.
6. Manual of Concrete Practice.
7. Recommended Practices.
B. American Society for Testing and Materials (ASTM):
1. C 31 - Practice for Making and Curing Concrete Test Specimens in the Field.
2. C 33 - Specification for Concrete Aggregates.
3. C 39 - Test Method for Compressive Strength of Cylindrical Concrete Specimens.
4. C 40 - Test Method for Organic Impurities in Fine Aggregates for Concrete.
5. C 42 - Method of Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.
6. C 88 - Test Method of Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.
7. C 94 - Specification for Ready-Mixed Concrete.
8. C 114 - Test Methods for Chemical Analysis of Hydraulic Cement.
9. C 131 - Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.
10. C 136 - Test Method for Sieve Analysis of Fine and Coarse Aggregates.
11. C 143 - Test Method for Slump of Hydraulic Cement Concrete.
12. C 150 - Specification for Portland Cement.
13. C 157 - Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete.
14. C 171 – Sheet Materials for Curing Concrete
15. C 172 - Practice for Sampling Freshly Mixed Concrete.
16. C 173 - Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method.
337
CAST IN PLACE CONCRETE 03300 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
17. C 203 - Test Methods for Breaking Load and Flexural Properties of Block-Type Thermal Insulation.
18. C 227 - Test Method for Potential Alkali Reactivity of Cement-Aggregate Combinations (Mortar-Bar Method).
19. C 260 - Specification for Air-Entraining Admixtures for Concrete.
20. C 289 - Test Method for Potential Alkali-Silica Reactivity of Aggregates (Chemical Method).
21. C 309 - Specification for Liquid Membrane-Forming Compounds for Curing Concrete.
22. C 311 - Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland-Cement Concrete.
23. C 330 - Specification for Lightweight Aggregates for Structural Concrete.
24. C 469 - Test Method for Static Modulus of Elasticity and Poisson's Ratio of Concrete in Compression.
25. C 494 - Specification for Chemical Admixtures for Concrete.
26. C 567 - Test Method for Density of Structural Lightweight Concrete.
27. C 595 - Specification for Blended Hydraulic Cements.
28. C 618 - Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland-Cement Concrete.
29. D 75 - Practices for Sampling Aggregates.
30. D 1751 - Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types) C. California Department of Transportation (Caltrans)
1.03 DEFINITIONS
A. Alkali: Is defined to mean sum of sodium oxide and potassium oxide calculated as sodium oxide.
B. Hairline Crack: Crack with a crack width of less than 4 thousandths of an inch.
1.04 SYSTEM DESCRIPTION
A. Performance Requirements:
1. General:
a. Except as otherwise specified, provide concrete composed of portland cement, fine aggregate, coarse aggregate, and water so proportioned and mixed as to produce plastic, workable mixture in accordance with requirements as specified in this Section and suitable to specific conditions of placement.
b. Proportion materials in manner such as to secure lowest water-cement ratio which is consistent with good workability, plastic, cohesive mixture, and one which is within specified slump range.
c. Proportion fine and coarse aggregate in manner such as not to produce harshness in placing nor honeycombing in structures.
2. Watertightness of Concrete Work: It is intent of this Section to secure for every part of the Work concrete and grout of homogeneous structure, which when hardened will have required strength, watertightness, and durability. a. It is recognized that some surface hairline cracks, and crazing will develop in the concrete surfaces.
338
CAST IN PLACE CONCRETE 03300 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
b. Construction, contraction, and expansion joints have been positioned in structures as indicated on the Plans, and curing methods specified, for purpose of reducing number and size of these expected cracks, due to normal expansion and contraction expected from specified concrete mixes. c. Class A and Class B Concrete: Watertight: Repair cracks which develop in walls or slabs and repair cracks which show any signs of leakage until all leakage is stopped.
d. Walls or foundation slabs that leak or sweat because of porosity or cracks too small for successful pressure grouting: Seal on water side by coatings of surface sealant system, as specified in this Section.
e. Grouting and Sealing: Continue as specified above until structure is watertight and remains watertight for not less than one year after final acceptance or date of final repair, whichever occurs later in time.
3. Workmanship and Methods: Provide concrete work, including detailing of reinforcing, conforming with best standard practices, and as set forth in ACI 318, Manuals, and Recommended Practices.
1.05 SUBMITTALS
A. Mix designs for each proposed use:
1. Sieve analysis and source of fine and coarse aggregates.
2. Results of test for aggregate organic impurities.
3. Results of test for deleterious aggregate per ASTM C289.
4. Proportioning of materials.
5. Type of cement.
6. Type of fly ash.
7. Slump.
8. Air content.
9. Brand, type, ASTM designation, and quantity of each admixture proposed for use.
10. Standard deviation value of concrete production facility.
B. Test Reports:
1. 28-Day cylinder compressive test results of trial mixes per ACI 318 and as indicated herein.
2. Shrinkage test results.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Packing and Shipping:
1. Deliver, store, and handle concrete materials in manner as to prevent damage and inclusion of foreign substances.
2. Deliver and store packaged materials in original containers until ready for use.
3. Deliver aggregate to mixing site and handle in such manner that variations in moisture content will not interfere with steady production of concrete of specified degree of uniformity and slump.
B. Acceptance at Site: Reject material containers or materials showing evidence of water or other damage.
339
CAST IN PLACE CONCRETE 03300 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
1.07 QUALITY ASSURANCE
A. Perform work in accordance with ACI 301.
B. Conform to ACI 305R when placing concrete in hot weather.
C. Conform to ACI 306R when placing concrete in cold weather.
D. City will hire a third-party inspector to perform evaluation of materials in the field.
1.08 SEQUENCING AND SCHEDULING
A. Schedule placing of concrete in such manner as to complete any single placing operation to construction, contraction, or expansion joint.
PART 2 PRODUCTS
2.01 MATERIALS
A. Aggregate:
1. General:
a. Provide concrete aggregates that are sound, uniformly graded, and free of deleterious material in excess of allowable amounts specified. b. Grade aggregate in accordance with ASTM D75 and C136. c. Provide unit weight of fine and coarse aggregate which produces in place concrete with a calculated equilibrium density of not more than 145 pounds per cubic foot.
B. Fine Aggregate:
1. Provide fine aggregate for concrete or mortar consisting of clean, natural sand or of sand prepared from crushed stone or crushed gravel.
2. Do not provide aggregate having deleterious substances in excess of following percentages by weight of contaminating substances. In no case shall total exceed percent listed.
Item Test Method Percent
Removed by decantation (dirt, silt, etc.) ASTM C117 3
Shale or Chert ASTM C295 1
Clay Lumps ASTM C142 1
3. Except as otherwise specified, grade fine aggregate from coarse to fine in accordance with requirements of ASTM C33.
C. Coarse Aggregate:
1. General: Provide coarse aggregate consisting of gravel or crushed stone made up of clean, hard, durable particles free from calcareous coatings, organic matter, or other foreign substances.
2. Weight: Not exceeding 15 percent, for thin or elongated pieces having length greater than 5 times average thickness.
340
CAST IN PLACE CONCRETE 03300 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
3. Deleterious Substances: Not in excess of following percentages by weight, and in no case having total of all deleterious substances exceeding 2 percent.
Item Test Method Percent
Shale or chert ASTM C295 1
Coal and lignite ASTM C123 1/4
Clay lumps and friable
particles
ASTM C142 1/4
Materials finer than
Number 200 sieve
ASTM C117 1/2*
* Except when material finer than Number 200 sieve consists of crusher dust, maximum amount shall be 1 percent.
4. Grading:
a. Aggregate: As specified in ASTM C33, Size Number 57, except as otherwise specified or authorized in writing by the Engineer.
D. Portland Cement:
1. General: Conform to specifications and tests for ASTM C150, Types II or III, Low Alkali, except as specified otherwise.
2. Low Alkali Portland: Have total alkali containing not more than 0.60 percent.
3. Exposed Concrete in Any Individual Structure: Use only one brand of Portland cement.
4. Cement for Finishes: Provide cement from same source and of same type as concrete to be finished.
E. Admixtures:
1. General:
a. Do not use admixtures of any type, except as specified, unless written authorization has been obtained from the Engineer.
b. Compatible with concrete and other admixtures.
c. Do not use admixtures containing chlorides calculated as chloride ion in excess of 0.5 percent by weight.
d. Use in accordance with manufacturer's recommendations and add each admixture to concrete mix separately.
2. Air Entraining Admixture:
a. Provide all concrete with 5 percent, plus or minus 1 percent, entrained air of evenly dispersed air bubbles at time of placement.
b. Conform to ASTM C260.
3. Pozzolan Admixture:
a. Fly Ash Pozzolan:
1) Conforming to requirements of ASTM C618, Class F, may be used as admixture in concrete made with Type II Portland cement. 2) Pozzolan may replace Portland cement at ratio of 1.0-pound fly ash for each pound of Portland cement replaced.
341
CAST IN PLACE CONCRETE 03300 - 6
2025 SANITARY SEWER REHABILITATION PROJECT
3) Maximum of 15 percent by weight of minimum quantities of Portland cement listed in Table A under paragraph 2.03E may be replaced with fly ash pozzolan.
4) Do not use pozzolan as an admixture in concrete made with portlandpozzolan cement. 5) Loss on Ignition for Pozzolan: Not exceed four percent. b. Ground granulated blast-furnace slag, grades 100 or 120, complying with ASTM C989 may substitute for Portland cement up to a maximum of 25% of the total cementitious material by weight.
c. Substitutions that combine fly ash and ground granulated blast-furnace slag are limited to a combined total of 30% of the total cementitious material by weight with fly ash no more than 15% of the total.
4. Water Reducing Admixture:
a. May be used at the Contractor's option.
b. Conform to ASTM C494, Type A or Type D.
c. May not contain air entraining agents.
d. Must be liquid form before adding to the concrete mix. e. No decrease in cement is permitted as result of use of water reducing admixture.
5. Superplasticizers: Are not to be used without acceptance by Engineer.
F. Water:
1. Water for Concrete, Washing Aggregate, and Curing Concrete: Clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances.
2. Chlorides and Sulfate Ions:
a. Water for Conventional Reinforced Concrete: Use water not containing more than 1,000 milligrams per liter of chlorides calculated as chloride ion, nor more than 1,000 milligrams per liter of sulfates calculated as sulfate ion.
2.02 EQUIPMENT
A. Mixing Concrete:
1. Mixers may be of stationary plant, paver, or truck mixer type.
2. Provide adequate equipment and facilities for accurate measurement and control of materials and for readily changing proportions of material.
3. Mixing Equipment:
a. Capable of combining aggregates, cement, and water within specified time into thoroughly mixed and uniform mass and of discharging mixture without segregation.
b. Maintain concrete mixing plant and equipment in good working order and operated at loads, speeds, and timing recommended by manufacturer or as specified.
c. Proportion cement and aggregate by weight.
B. Machine Mixing:
1. Batch plant shall be capable of controlling delivery of all material to mixer within 1 percent by weight of individual material.
2. If bulk cement is used, weigh it on separate visible scale which will accurately register scale load at any stage of weighing operation from zero to full capacity.
3. Prevent cement from coming into contact with aggregate or with water until materials are in mixer ready for complete mixing with all mixing water. 342
CAST IN PLACE CONCRETE 03300 - 7
2025 SANITARY SEWER REHABILITATION PROJECT
4. Procedure of mixing cement with sand or with sand and coarse aggregate for delivery to project site, for final mixing and addition of mixing water will not be permitted.
5. Retempering of concrete will not be permitted.
6. Discharge entire batch before recharging.
7. Volume of Mixed Material Per Batch: Not exceed manufacturer's rated capacity of mixer.
8. Mixers:
a. Perform mixing in batch mixers of acceptable type.
b. Equip each mixer with device for accurately measuring and indicating quantity of water entering concrete, and operating mechanism such that leakage will not occur when valves are closed.
c. Equip each mixer with device for automatically measuring, indicating, and controlling time required for mixing.
1) Interlock device to prevent discharge of concrete from mixer before expiration of mixing period.
C. Transit-mixed Concrete:
1. Mix and deliver in accordance with ASTM C 94.
2. Total Elapsed Time Between Addition of Water at Batch Plant and Discharging Completed Mix: Not to exceed 90 minutes or elapsed time at project site shall not exceed 30 minutes.
3. Under conditions contributing to quick setting, total elapsed time permitted may be reduced by the Engineer.
4. Equip each truck mixer with device interlocked so as to prevent discharge of concrete from drum before required number of turns and furnish such device that is capable of counting number of revolutions of drum.
5. Continuously revolve drum after it is once started until it has completely discharged its batch.
a. Do not admit water until drum has started revolving. b. Right is reserved to increase required minimum number of revolutions or to decrease designated maximum number of revolutions allowed, if necessary, to obtain satisfactory mixing. The Contractor will not be entitled to additional compensation because of such increase or decrease.
D. Other Types of Mixers: In case of other types of mixers, mixing shall be as follows:
1. Mix concrete until there is uniform distribution of materials, and discharge mixer completely before recharging.
2. Neither speed nor volume loading of mixer shall exceed manufacturer's recommendations.
3. Continue mixing for minimum of 1-1/2 minutes after all materials are in drum, and for batches larger than one cubic yard increase minimum mixing time 15 seconds for each additional cubic yard or fraction thereof.
2.03 MIXES
A. Measurements of Materials:
1. Measure materials by weighing, except as otherwise specified or where other methods are specifically authorized in writing by the Engineer.
2. Furnish apparatus for weighing aggregates and cement that is suitably designed and constructed for this purpose.
343
CAST IN PLACE CONCRETE 03300 - 8
2025 SANITARY SEWER REHABILITATION PROJECT
3. Accuracy of Weighing Devices: Furnish devices that have capability of providing successive quantities of individual material that can be measured to within one percent of desired amount of that material.
4. Measuring or Weighing Devices: Subject to review by the Engineer and bear valid seal of the Sealer of Weights and Measures having jurisdiction.
5. Weighing Cement:
a. Weigh cement separately.
b. Cement in Unbroken Standard Packages (Sacks): Need not be weighed. c. Bulk Cement and Fractional Packages: Weigh such cement.
6. Mixing Water: Measured by volume or by weight.
B. Concrete Proportions and Consistency:
1. Concrete Consistency and Composition:
a. Provide concrete that can be worked readily into corners and angles of forms and around reinforcement without excessive vibration and without permitting materials to segregate or free water to collect on surface. b. Prevent unnecessary or haphazard changes in consistency of concrete.
2. Ratio of Coarse Aggregate to Fine Aggregate: Not less than 1.0 nor more than 2.0 for all concrete Classes.
3. Aggregate:
a. Obtain aggregate from source which is capable of providing uniform quality, moisture content, and grading during any single day's operation.
4. Concrete Mix Water to Cement Ratio, Minimum Cement Content, and Slump Range: Conform to values specified in Table 1 in this Section.
5. Concrete Batch Weights: Control and adjust so as to secure maximum yield, and at all times maintain proportions of concrete mix within specified limits.
6. Mixture Modification: If required, by the Engineer, modify mixture within limits set forth in this Section.
C. Concrete Mixes:
1. Proportioning of Concrete Mix: Proportion mixes to meet required minimum average compressive strength f'c.
2. Mixes:
a. Adjusting of Water: After acceptance, do not change mixes without acceptance by Engineer, except that at all times adjust batching of water to compensate for free moisture content of fine aggregate. b. Total Water Content of Each Concrete Class: Not exceed those specified in Table A in this Section.
c. Checking Moisture Content of Fine Aggregate: Furnish satisfactory means at batching plant for checking moisture content of fine aggregate.
3. Change in Mixes: Undertake new trial batch and test program as specified in this Section.
D. Hand Mixed Concrete:
1. Hand mix concrete only when acceptable to the Engineer.
2. Prepare hand mixed concrete on watertight, level platform in batches not to exceed 1/3 cubic yard each.
3. Aggregate:
a. First spread required amount of coarse aggregate on platform in an even and uniform layer, and then over such aggregate spread proper proportion of fine aggregate.
b. Combined Depth of Both Such Layers: Not be greater than one foot. 344
CAST IN PLACE CONCRETE 03300 - 9
2025 SANITARY SEWER REHABILITATION PROJECT
4. Cement:
a. First evenly spread required quantity of cement over fine aggregate. b. Then turn entire batch with shovels at least twice before adding water.
5. Water:
a. Then uniformly sprinkle or spray proper amount of water over batched materials.
b. Then turn with shovels not less than three times before being removing from platform.
E. Classes of Concrete:
1. Provide concrete different concrete mixes for the applications indicated on Drawings and indicated herein.
2. Class A Concrete: Class A shall be used in all applications unless otherwise indicated the plans or if a different concrete mix is specified for a specific application below.
3. Class G Concrete: Class G shall be used for all precast and cast place in structures including manholes and inlets. Class G concrete and reinforcement shall meet the requirements for exposure class C2 per ACI 318 and 310.
4. Concrete used within the Highway (El Camino Real) shall be either Minor Concrete or Rapid Strength Concrete (RSC).
a. Minor Concrete shall be in conformance with Caltrans standard specification section 90-2. Minimum amount of cementitious material shall be 505 lbs./cubic yard of concrete.
b. Rapid Strength Concrete shall be in conformance with Caltrans standard specification section 90-3.
5. All sidewalk and curb concrete shall contain 1 lb. of lamp black per cubic yard.
6. Pumped Concrete: Provide pumped concrete that complies with all requirements of this Section.
7. Do not place concrete with slump outside limits indicated in Table 1.
8. Classes:
a. Classes A and G Type II low alkali cement.
b. Admixtures: Provide admixtures as specified in this Section.
TABLE 1
CONCRETE WITH AIR ENTRAINMENT
Class
Minimum
Compressive
Strength f'c at
28 Days (Pounds per
Square Inch)
Maximum Net
Water to
Cement Ratio
Minimum Cement per
Cubic Yard of
Concrete by Weight
(Pounds)
Slump
Range
(Inches)
A 4,000 0.45 564 2 to 4
G 5,000 0.40 N/A 2 to 4
F. Air Entraining Admixture:
1. Add agent to batch in portion of mixing water.
2. Batch solution by means of mechanical batcher capable of accurate measurement. 345
CAST IN PLACE CONCRETE 03300 - 10
2025 SANITARY SEWER REHABILITATION PROJECT
2.04 CONTROLLED DENSITY FILL (CDF)
A. Compressive Strength: 50 psi minimum and 100 psi maximum at 28 days.
B. Material Proportions:
Material Volume
Cement (1.25 Sacks) 0.60
Flyash 0.64
Water 6.41
Sand 19.35
Total 27.00
2.05 WATERSTOPS
A. All concrete joints shall be made watertight by using a preformed plastic material that is permanently self-adhering and flexible. Compound shall be “Ram-Nek” by Henry Company or approved equal.
B. Manhole pipe connection shall have an A-Lox X-Cel water stop or approved.
PART 3 EXECUTION
3.01 INSTALLATION
A. Joints and Bonding:
1. As far as practicable construct concrete work as monolith.
2. Locations of contraction, construction, expansion, and other joints are indicated on the Plans or as specified in this Section.
3. Construction Joints:
a. Where construction joints are not indicated on the Plans, provide slabs and walls with construction joints at intervals not greater than 30 feet. b. In order to preserve strength and watertightness of structures, make no other joints, except as authorized the Engineer.
c. At construction joints, thoroughly clean concrete of laitance, grease, oil, mud, dirt, curing compounds, mortar droppings, or other objectionable matter by means of heavy sandblasting, and wash surfaces just prior to succeeding concrete placement.
d. At Horizontal Joints: Immediately prior to resuming concrete placing operations, thoroughly spread bed of grout not less than 1/2 inch in thickness, nor more than 1 inch in thickness over horizontal joint surfaces.
4. Take special care to ensure that concrete is well consolidated around and against waterstops and that waterstops are secured in proper position.
B. Conveying and Placing Concrete:
346
CAST IN PLACE CONCRETE 03300 - 11
2025 SANITARY SEWER REHABILITATION PROJECT
1. Convey concrete from mixer to place of final deposit by methods which prevent separation or loss of materials.
2. Use equipment for chuting, pumping, and conveying concrete of such size and design as to ensure practically continuous flow of concrete at delivery end without separation of materials.
3. Design and use chutes and devices for conveying and depositing concrete that direct concrete vertically downward when discharged from chute or conveying device.
4. Keep equipment for conveying concrete thoroughly clean by washing and scraping upon completion of any day's placement.
C. Placing Concrete:
1. Provide City with a minimum of two (2) days notice prior to placing concrete.
2. Do Not Place Concrete Until:
a. Reinforcement is securely and properly fastened in its correct position and loose form ties at construction joints have been retightened. b. Dowels, bucks, sleeves, hangers, pipes, conduits, bolts, and any other fixtures required to be embedded in concrete have been placed and adequately anchored.
c. Forms have been cleaned and oiled as specified.
3. Placement of concrete in which initial set has occurred, or of retempered concrete, will not be permitted.
4. Place no concrete during rainstorms or high velocity winds.
5. Protect concrete placed immediately before rain to prevent water from coming in contact with such concrete or winds causing excessive drying.
6. Keep sufficient protective covering on hand at all times for protection of concrete.
7. After acceptance, adhere to proposed sequence of placing concrete, except when specific changes are requested and accepted by the Engineer.
8. Depositing Concrete:
a. Deposit concrete at or near its final position to avoid segregation caused by rehandling or flowing.
b. Do not deposit concrete in large quantities in one place and work along forms with vibrator or by other methods.
c. Do not drop concrete freely into place from height greater than 5 feet. d. Use tremies for placing concrete where drop is over 5 feet. e. Commence placement of concrete on slopes, at bottom of slope.
9. Place concrete in approximately horizontal layers not to exceed 24 inches in depth and bring up evenly in all parts of forms.
10. Continue concrete placement without avoidable interruption, in continuous operation, until end of placement is reached.
11. If more than 20 minutes lapse prior to placement of new concrete over concrete previously placed, reduce depth of layers being placed at one time, and/or increase placing equipment, until it is possible to return with placing operation to previously placed concrete within 20 minutes.
12. If concrete is to be placed over previously placed concrete and more than 20 minutes have elapsed, then spread layer of grout not less than 1/2 inch in thickness nor more than 1 inch in thickness over surface before placing additional concrete.
D. Consolidating Concrete:
1. Place concrete with aid of acceptable mechanical vibrators. 347
CAST IN PLACE CONCRETE 03300 - 12
2025 SANITARY SEWER REHABILITATION PROJECT
2. Thoroughly consolidate concrete around reinforcement, pipes, or other shapes built into the work.
3. Provide sufficiently intense vibration to cause concrete to flow and settle readily into place and to visibly affect concrete over radius of at least 18 inches.
4. Vibrators:
a. Keep sufficient vibrators on hand at all times to vibrate concrete as placed. b. In addition to vibrators in actual use while concrete is being placed, have on hand minimum 1 spare vibrator in serviceable condition. c. Place no concrete until it has been ascertained that all vibrating equipment, including spares, are in serviceable condition.
5. Take special care to place concrete solidly against forms so as to leave no voids.
6. Take every precaution to make concrete solid, compact, and smooth, and if for any reason surfaces or interiors have voids or are in any way defective, repair such concrete in manner acceptable to the Engineer.
E. Footings and Slabs on Grade:
1. Do not place concrete on ground or compacted fill until subgrade is in moist condition acceptable to the Engineer.
2. If necessary, sprinkle subgrade with water not less than 6 nor more than 20 hours in advance of placing concrete.
3. If it becomes dry prior to actual placing of concrete, sprinkle again, without forming pools of water.
4. Place no concrete if subgrade is muddy or soft.
F. Loading Concrete:
1. Green Concrete:
a. No heavy loading of green concrete will be permitted. b. Green concrete is defined as concrete with less than 100 percent of the specified strength.
2. No backfill shall be placed against concrete walls until the concrete has reached the specified strength and the connecting slabs and beams have been cast and have reached the specified strength.
3. Use construction methods, sequencing, and allow time for concrete to reach adequate strength to prevent overstress of the concrete structure during construction.
G. Curing Concrete:
1. General:
a. Cure concrete by methods specified in this Section.
b. Cure concrete minimum of 7 days.
2. Water Curing:
a. Keep surfaces of concrete being water cured constantly and visibly moist day and night for period of not less than 7 days.
b. Each day forms remain in place may count as 1 day of water curing. c. No further curing credit will be allowed for forms in place after contact has once been broken between concrete surface and forms.
d. Do not loosen form ties during period when concrete is being cured by leaving forms in place.
e. Flood top of walls with water at least 3 times per day and keep concrete surfaces moist at all times during 7 day curing period.
3. Sprayed Membrane Curing:
348
CAST IN PLACE CONCRETE 03300 - 13
2025 SANITARY SEWER REHABILITATION PROJECT
a. Apply curing compound to concrete surface after repairing and patching, and within 1 hour after forms are removed.
b. If more than 1-hour elapses after removal of forms, do not use membrane curing compound, but apply water curing for full curing period. c. If surface requires repairing or painting, water cure such concrete surfaces. d. Curing Compound:
1) Do not remove curing compound from concrete in less than 7 days. 2) Curing compound may be removed only upon written request by the Contractor and acceptance by the Engineer, stating what measures are to be performed to adequately cure structures.
3) Take care to apply curing compound in area of construction joints to see that curing compound is placed within construction joint silhouette. 4) Remove curing compound placed within construction joint silhouette by heavy sandblasting prior to placing any new concrete.
5) Contractor's Option: Instead of using curing compound for curing of construction joints such joints may be water cured.
6) Apply curing compound by mechanical, power operated sprayer and mechanical agitator that will uniformly mix all pigment and compound. 7) Apply compound in at least 2 coats.
8) Apply each coat in direction 90 degrees to preceding coat. 9) Apply compound in sufficient quantity so that concrete has uniform appearance and that natural color is effectively and completely concealed at time of spraying.
10) Continue to coat and recoat surfaces until specified coverage is achieved and until coating film remains on concrete surfaces.
11) Thickness and Coverage of Compound: Provide compound having film thickness that can be scraped from surfaces at any and all points after drying for at least 24 hours.
12) The Contractor is cautioned that method of applying curing compound specified herein may require more compound than normally suggested by manufacturer of compound and also more than is customary in the trade.
13) Apply amounts specified herein, regardless of manufacturer's recommendations or customary practice, if curing compound is used in place of water curing.
14) If the Contractor desires to use curing compound other than specified compound, coat sample areas of concrete wall with proposed compound and also similar adjacent area with specified compound in specified manner for comparison.
a) If proposed sample is not equal or better, in opinion of the Engineer, in all features, proposed substitution will not be allowed. 15) Prior to final acceptance of the work, remove, by sandblasting or other acceptable method, any curing compound on surfaces exposed to view, so that only natural color of finished concrete is visible uniformly over entire surface.
4. Plastic Membrane Curing:
a. Polyethylene film may be used to cure slabs. Seal joints and edges with small sand berm.
b. Install plastic membrane as soon as concrete is finished and can be walked on without damage.
c. Keep concrete moist under plastic membrane.
349
CAST IN PLACE CONCRETE 03300 - 14
2025 SANITARY SEWER REHABILITATION PROJECT
3.02 CONCRETE FINISHING
A. Protect persons and adjacent materials and finishes from dust, dirt and other surface or physical damage during finishing operations, including materials driven by wind.
B. Exposed Concrete Surfaces:
1. Repair defective work, remove fins, offsets, and curing membrane, and grind projections smooth. Fill depressions 1/4 inch or larger in depth or width and with mortar after removal of curing membrane.
C. Horizontal Concrete: After proper and adequate vibration and tamping, use the following finishes for horizontal concrete surfaces.
1. All surfaces except where otherwise indicated herein: Steel trowel finish, without local depressions or high points, followed by light hairbroom finish. Do not use stiff bristle brooms or brushes. Perform brooming parallel to slab-drainage.
Provide resulting finish that is rough enough to provide nonskid finish.
D. Joints:
1. Provide joints as indicated on the Plans.
3.03 FIELD QUALITY CONTROL
A. Testing of Concrete:
1. During progress of construction, the City will have tests made to determine whether the concrete, as being produced, complies with requirements specified.
2. Tests will be performed in accordance with ASTM C 31, ASTM C 39, and ASTM C 172.
3. The City’s laboratory technician will make and deliver test cylinders to the laboratory for testing.
4. Required Number Cylinders for testing by City:
a. Not less than 3 cylinder specimens, 6 inch diameter by 12 inch long, will be tested for each 150 cubic yards of each class of concrete with minimum of 3 three specimens for each class of concrete placed and not less than 3 specimens for each half day's placement.
b. One cylinder will be broken at 7 days and 2 at 28 days.
5. The City’s laboratory technician will test slump at the beginning of each placement, as often as necessary to keep slump within the specified range, and when requested to do so by the Engineer.
6. The Contractor shall:
a. Coordinate test cylinder sampling with City’s laboratory technician. b. Coordinate slump tests of concrete with the City’s laboratory technician, who will use a slump cone in accordance with requirements of ASTM C 143. c. Not use concrete that does not meet specification requirements in regard to slump but remove such concrete from project site.
d. Provide concrete for test specimens when requested by the Engineer for the purposes of Quality Assurance testing.
B. Air Entraining Admixture:
1. Test percent of entrained air in concrete at beginning of each placement, as often as necessary to keep entrained air within specified range, and when requested to do so by the Engineer.
2. Provide test equipment.
3. Do not use concrete that does not meet Specification requirements as to air entrainment and shall remove such concrete from project site. 350
CAST IN PLACE CONCRETE 03300 - 15
2025 SANITARY SEWER REHABILITATION PROJECT
4. Test air entrainment in concrete in accordance with ASTM C 173.
5. The Engineer may at any time test percent of entrained air in concrete received on project site.
C. Enforcement of Strength Requirement:
1. Concrete is expected to reach higher compressive strength than that which is indicated in Table 1 as specified compressive strength f'c.
2. Strength Level of Concrete: Will be considered acceptable if following conditions are satisfied.
a. Averages of all sets of 3 consecutive strength test results is greater or equal to specified compressive strength f'c.
b. No individual strength test (average of 2 cylinders) falls below specified compressive strength f'c by more than 500 pounds per square inch. c. Whenever one, or both, of 2 conditions stated above is not satisfied, provide additional curing of affected portion followed by cores taken in accordance with ASTM C 42 and ACI 318 and comply with following requirements:
1) If additional curing does not bring average of 3 cores taken in affected area to at least specified compressive strength f'c, designate such concrete in affected area as defective.
2) The Engineer may require the Contractor to strengthen defective concrete by means of additional concrete, additional reinforcing steel, or replacement of defective concrete, all of the Contractor's expense. ***END OF SECTION***
351
PRECAST CONCRETE 03400 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 03400
PRECAST CONCRETE
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. Precast concrete manholes and Lampholes.
B. Related Sections:
1. Section 02200 – Excavation and Backfill
2. Section 03300 - Cast in Place Concrete.
1.02 QUALITY ASSURANCE
A. American Concrete Institute (ACI), Building Code Requirements for Reinforced Concrete.
B. Caltrans Standard Specifications.
1.03 REFERENCE STANDARDS
A. American Society for Testing and Materials (ASTM):
1. C150 - Portland Cement.
2. C858 - Underground Precast Concrete Utility Structures.
1.04 SUBMITTALS
A. Standard manufacturer’s product data.
1.05 DELIVERY, STORAGE, AND HANDLING
A. All materials shall be delivered to the jobsite as a complete unit, clearly labeled with the manufacturer's product identification and printed instructions.
B. All materials shall be stored in a secure location to prevent theft or damage and in accordance with the manufacturer's recommendations.
C. All materials shall be handled and installed in accordance with the manufacturer's instructions.
PART 2 PRODUCTS
2.01 PRECAST MANHOLES
A. Where shown on the Plans, Contractor may use reinforced concrete structures that are cast at an off-site location.
1. Precast concrete manhole sections shall conform to ASTM C588. 352
PRECAST CONCRETE 03400 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
B. All precast concrete structures shall be manufactured in a plant especially designed for that purpose. Standard Products should be used wherever feasible.
C. Precast concrete manholes, frames, and covers shall be rated for H-20 traffic loading.
2.02 PRECAST LAMPHOLES
A. Where shown on the Plans, Contractor may use reinforced concrete structures that are cast at an off-site location.
1. Precast concrete Lamphole structures shall be Christy B03 with B03C Lid, or G05 with G05CT Lid or approved equal. Cover shall contain the Letters “sewer”.
B. All precast concrete structures shall be manufactured in a plant especially designed for that purpose. Standard Products should be used wherever feasible.
C. Precast concrete structures, frames, and covers shall be rated for H-20 traffic loading.
2.03 WATER STOPS
A. All concrete joints shall be made watertight by using a preformed plastic material that is permanently self-adhering and flexible. Compound shall be “Ram-Nek” by Henry Company or approved equal.
B. Manhole pipe connection shall have an A-Lox X-Cel water stop or approved equal.
PART 3 EXECUTION
3.01 CASTING
A. Precast concrete structures shall be cast and cured at the plant following manufacturer’s procedures.
B. Structures shall not be shipped to the job site until fully cured.
3.02 STORAGE, HANDLING AND DELIVERY
A. Precast concrete structures shall be fully braced (with temporary struts if necessary) until delivered to the project site, installed, leveled and anchored into place as shown on the Plans.
B. After cure, precast concrete structures may be stored on the project site in conformance with these specifications, at the Contractor’s own risk.
C. Contractor is responsible for coordinating the delivery of precast concrete structures and all trades required for their installation and anchorage.
3.03 INSTALLATION
A. Precast concrete structures shall be installed as shown on the Plans, according to the manufacturer’s recommendations.
353
PRECAST CONCRETE 03400 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
B. Joint sealers shall be used as specified herein for a watertight installation.
3.04 DEFECTIVE CONCRETE AND REPAIRS
A. Precast concrete showing cracks, rock pockets, voids, spalls, or other defects that adversely affect the structural adequacy of the concrete shall be considered defective.
1. The Engineer shall be the arbiter as to whether concrete is defective.
B. Defective concrete resulting from improper casting or curing shall be repaired or replaced at the plant prior to shipment.
1. All damaged concrete surfaces shall be inspected and any pour joints, voids, rock pockets, tie holes, etc. shall be patched at one time.
C. Damaged concrete that results from transportation, handling, or storage after the piece has left the plant shall be repaired or replaced at no expense to the City. ***END OF SECTION***
354
GROUTS 03600 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 03600
GROUTS
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. Concrete mortar.
2. Grout.
3. Drypack mortar.
4. Nonshrink grout.
5. Epoxy grout.
6. Non-shrink epoxy grout.
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. C109 - Test Method for Compressive Strength of Hydraulic Cement Mortars (using 2 inch or 50-millimeter cube specimens).
2. C531 - Test Method for Liner Shrinkage and Coefficient of Thermal Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes.
3. C579 - Test Method for Compressive Strength of Chemical-Resistant Mortars and Monolithic Surfacings.
4. C827 - Test Method for Change in Height at Early Ages of Cylindrical Specimens from Cementitious Mixtures.
5. C939 - Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method).
6. C1090 - Test Method for Measuring Change in Height of Cylindrical Specimens from Hydraulic-Cement Grout.
7. C1107 - Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink).
8. C1181 - Test Methods for Compressive Creep of Chemical-Resistant Polymer Machinery Grouts.
1.03 SUBMITTALS
A. Non-shrink Grout and Non-shrink Epoxy Grout: Submit manufacturer's literature and certified test data prior to installation.
1.04 DELIVERY, STORAGE, AND HANDLING
A. All materials shall be delivered to the jobsite in their original, unopened packages or containers, clearly labeled with the manufacturer's product identification and printed instructions.
B. All materials shall be stored in a cool dry place and in accordance with the manufacturer's recommendations.
355
GROUTS 03600 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
C. All materials shall be handled in accordance with the manufacturer's instructions.
1.05 PROJECT/SITE CONDITIONS
A. Refer to manufacturer's literature or contact the manufacturer for any special physical or environmental limitations that may be required for use of products.
1.06 WARRANTIES
A. Non-shrink Grout: The manufacturer shall warranty that the non-shrink grout will never go below its initial placement volume when tested in accordance with ASTM C1107.
B. Non-shrink Epoxy Grout: The manufacturer shall warranty that non-shrink epoxy grout will show negligible shrinkage or expansion when tested in accordance with ASTM C531.
PART 2 PRODUCTS
2.01 MATERIALS
A. Concrete Mortar:
1. General: Consist of concrete mixture with coarse aggregate removed and water quantity adjusted as required.
2. At Exposed Concrete Surfaces Not to Be Painted or Submerged in Water: White cement.
B. Grout:
1. Consist of mixture of Portland cement and sand.
C. Dry-pack Mortar:
1. Consist of mixture of Portland cement and sand.
D. Non-shrink Grout:
1. Non-shrink grout shall be a preportioned and prepackaged cement-based mixture.
It shall contain no metallic particles such as aluminum powder and no metallic aggregate such as iron filings. It shall require only the addition of potable water.
2. Potable water for pre-soaking, mixing, and curing shall be clean and free of oils, acids, alkalies, organics, and any other deleterious matter.
3. Bleeding: Non-shrink grout shall be free from the emergence of mixing water from within or the presence of water on its surface.
4. Non-shrink grout shall be in accordance with ASTM C1107.
5. Consistency: Non-shrink grout shall remain at a minimum flowable consistency for at least 45 minutes after mixing at 45 degrees Fahrenheit to 90 degrees Fahrenheit when tested in accordance with ASTM C230. If at a fluid consistency, it shall be verified in accordance with ASTM C939.
6. Dimensional Stability (height change): Non-shrink grout shall be in accordance with ASTM C1107, volume-adjusting Grade B or C at 45 degrees to 90 degrees. It shall show 90 percent or greater bearing area under bases or baseplates.
7. Compressive Strength: Non-shrink grout shall show minimum compressive strengths at 45 degrees Fahrenheit to 90 degrees Fahrenheit in accordance with 356
GROUTS 03600 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
ASTM C1107 for various periods from the time of placement, including 5,000 pounds per square inch at 28 days when tested in accordance with ASTM C109 as modified by C1107.
8. Manufacturers: One of the following or equal:
a. Five Star Products, Inc., Fairfield, CT, Five Star Grout. b. Master Builders, Inc., Cleveland, OH, Masterflow 928. c. L&M Construction Chemicals, Inc., Omaha, NE, CRYSTEX.
E. Epoxy Grout:
1. Consist of mixture of epoxy and sand.
2. Sand: Clean, bagged, graded, and kiln dried silica sand.
F. Non-shrink Epoxy Grout:
1. Non-shrink epoxy grout shall be a 100 percent solids, premeasured, prepackaged system containing a two-component thermosetting epoxy resin and inert aggregate.
2. Consistency: Non-shrink epoxy grout shall maintain a flowable consistency for at least 45 minutes at 70 degrees Fahrenheit.
3. Dimensional Stability (height change):
a. Non-shrink epoxy grout shall have negligible shrinkage or expansion (less than 0.0006 in/in) when tested in accordance with ASTM C531.
4. Compressive Strength: Non-shrink epoxy grout shall show a minimum compressive strength of 10,000 pounds per square inch at 24 hours and 14,000 pounds per square inch at 7 days when tested in accordance with ASTM C579, Method B.
5. Compressive Creep: The compressive creep for non-shrink epoxy grout shall not exceed 0.0027 in/in when tested under a 400 pounds per square inch constant load at 140 degrees Fahrenheit in accordance with ASTM C1181.
6. Thermal Capability: The coefficient of thermal expansion for non-shrink epoxy grout shall not exceed 0.000018 inches per inch per degree Fahrenheit when tested under ASTM C531, Method B.
7. Manufacturers: One of the following or equal:
a. Five Star Products, Inc., Fairfield, CT, Five Star Epoxy Grout. b. Master Builders, Inc., Cleveland, OH, Masterflow 648 CP Plus. c. L&M Construction Chemicals, Inc., EPOGROUT.
2.02 MIXES
A. Concrete Mortar Mix:
1. Use water-cement ratio that is no more than that specified for concrete being repaired.
2. At Exposed Concrete Surfaces Not to Be Painted or Submerged in Water: Use sufficient white cement to make color of finished patch match that of surrounding concrete.
B. Grout Mix:
1. For Concrete Repair: Mix in same proportions used for concrete being repaired, with only sufficient water to give required consistency for spreading.
2. For Spreading over the Surfaces of Construction or Cold Joints: Mix with no more water used than allowed by water-cement ratio specified for concrete. 357
GROUTS 03600 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
3. For Other Applications: Mix in proportions by weight of one part cement to four parts of concrete sand.
C. Dry-pack Mortar Mix: Use only enough water so that resulting mortar will crumble to touch after being formed into ball by hand.
D. Non-shrink Grout: Mix in accordance with manufacturer's installation instructions such that resulting mix has fluid or flowable consistency and is suitable for placing by pouring.
E. Epoxy Grout:
1. Mix in accordance with manufacturer's installation instructions for mixing.
2. Proportioning:
a. For horizontal work, consist of mixture of one part epoxy with not more than 2 parts sand.
b. For vertical or overhead work, consist of 1 part epoxy gel with not more than 2 parts sand.
F. Non-shrink Epoxy Grout: Mix in accordance with manufacturer's installation instructions.
PART 3 EXECUTION
3.01 EXAMINATION
A. Inspect concrete surfaces to receive grout or mortar and verify that they are free of ice, frost, dirt, grease, oil, curing compounds, paints, impregnations and all loose material or foreign matter likely to affect the bond or performance of grout or mortar.
B. Confirm that newly placed concrete has been cured sufficiently to attain its design strength and limit further shrinkage.
C. Verify that temperature of cementitious or epoxy grout does not exceed manufacturer's recommendations.
3.02 PREPARATION
A. Surface Preparation:
1. Roughen all concrete surfaces by heavy sandblasting, chipping, or other mechanical means to assure bond. Loose or broken concrete shall be removed.
2. All grease, oil, dirt, curing compounds, laitance, and other deleterious materials that may affect bond that were identified in the inspection process shall be completely removed from concrete and bottoms of baseplates. All metal surfaces should have a 2 to 3 mil peak-to-valley profile for epoxy grouts.
3. For cementitious mortars and grouts, concrete surfaces shall be saturated surface dry. Any standing water shall be removed prior to placing grouts.
4. For epoxy grouts, do not wet concrete surfaces with water. Instead, where required, wet surfaces with epoxy for horizontal work or epoxy gel for vertical or overhead work prior to placing epoxy grouts.
358
GROUTS 03600 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
B. Forms and Headboxes for Grouts (Cementitious or Epoxy):
1. Forms for grouts shall be built of material with adequate strength to withstand the placement of grouts.
2. Forms must be rigid and liquid tight. All cracks and joints shall be caulked with an elastomeric sealant. All forms shall be lined with polyethylene for easy grout release. Forms carefully waxed with two coats of heavy-duty paste wax shall also be acceptable.
3. Forms shall be 4 to 6 inches higher than the baseplate on one side of the baseplate configuration when using head pressure for placement.
4. A sufficient number of headboxes shall be built to facilitate placement of grouts.
5. Air relief holes a minimum 1/8 inch in diameter shall be provided when required by a baseplate configuration to avoid entrapping air underneath.
3.03 APPLICATION
A. Cement Mortar and Grout:
1. For Defective Concrete Repair:
a. Filling: Filling of voids around items through the concrete. b. Grout Spreading: Spread over construction joints, cold joints, and similar type items.
2. Concrete Surfaces:
a. Apply epoxy bonding agent to clean, roughened, and dry surfaces before placing mortar or grout.
3. Placing:
a. Exercise particular care in placing Portland cement mortar or grout since they are required to furnish structural strength or impermeable water seal or both. b. Do not use cement mortar or grout that has not been placed within 30 minutes after mixing.
B. Epoxy Grout:
1. Apply in accordance with manufacturer's installation instructions.
2. Use where specified herein or where indicated on the Plans.
3.04 PLACEMENT
A. The Contractor shall make arrangements to have a grout manufacturer's representative present for a preconstruction meeting and during initial grout placement. Grout shall only be installed after the final equipment alignment is correct and accepted by the Engineer.
1. Grouts shall be mixed in accordance with the manufacturer's recommendations.
2. A mortar mixer with moving paddles shall be used for mixing grouts. For cementitious grouts, pre-wet the mixer and empty out excess water before beginning mixing.
3. Cementitious Grouts:
a. Non-shrink cementitious grout shall be added to a premeasured amount of water that does not exceed the manufacturer's maximum recommended water content.
b. Mix cementitious grouts per manufacturer's instructions for uniform consistency.
359
GROUTS 03600 - 6
2025 SANITARY SEWER REHABILITATION PROJECT
c. Grouts may be drypacked, flowed, or pumped into place. All baseplate grouting shall take place from one side of a baseplate to the other to avoid trapping air. Do not overwork grouts.
d. Do not retemper grout by adding more water after stiffening. e. Hydrostatic head pressure shall be maintained by keeping the level of the grout in the headbox above the bottom of the baseplate. The headbox should be filled to the maximum level and the grout worked down to top of baseplate.
4. Epoxy Grouts:
a. Epoxy grouts shall be mixed in complete units. Do not vary the ratio of components or add solvent to change the consistency of the mix. b. Pour the hardener into the resin and mix for at least one minute and until each mixture is uniform in color. Pour the chemical components into the mortar mixer wheelbarrow and add the aggregate. Mix until aggregate is uniformly wetted. Overmixing will cause air entrapment in the mix. c. All epoxy grout shall be flowed into place using a headbox. All grouting shall take place from one side of a baseplate to the other in a continuous flow to avoid trapping air.
d. Hydrostatic head pressure shall be maintained by keeping the level of grout in headboxes above the bottom of baseplates. Headboxes shall be filled to the maximum level and grout worked down to the bottom of baseplates. e. Epoxy grouts shall not be cut back after setting. The final level of grout will be as installed with all chamfer edges built into the formwork.
3.05 CURING
A. Cementitious Grouts:
1. Grouts must be cut back to the lower edge of baseplates after reaching initial set.
Provide a 45-degree angle cut back.
2. Clean equipment and tools as recommended by the grout manufacturer.
3. Cure Grouts in accordance with manufacturer's specifications and recommendations. Keep grout moist for a minimum of 3 days. The method needed to protect grouts will depend on temperature, humidity, and wind. Wet burlap, a soaker hose, sun shading, ponding and, in extreme conditions, a combination of methods shall be employed.
4. Grouts shall be maintained above 40 degrees Fahrenheit until they have attained a compressive strength of 3,000 pounds per square inch or above 70 degrees Fahrenheit for a minimum of 24 hours to avoid damage from subsequent freezing.
B. Epoxy Grouts:
1. Cure grouts in accordance with manufacturers' specifications and recommendations. Do not wet cure epoxy grouts.
2. Consult the manufacturer for appropriate cure schedule. In no case should any surface in contact with grout be allowed to fall below 50 degrees Fahrenheit for a minimum of 48 hours after placement.
3. Equipment and tools shall be cleaned immediately with a strong liquid detergent and water solution before grout hardens.
360
GROUTS 03600 - 7
2025 SANITARY SEWER REHABILITATION PROJECT
3.06 FIELD QUALITY CONTROL
A. Non-shrink cementitious grouts shall be tested for 24-hour compressive strength in accordance with ASTM C109.
B. Non-shrink grouts shall be tested for 24-hour compressive strength in accordance with ASTM C579 (Method B).
***END OF SECTION***
361
FRP MANHOLES, LIDS, AND ACCESSORIES 06550 - 1
SANITARY SEWER EASEMENT REHABILITATION PROJECT (CCN 2019-574) SECTION 06550
FRP MANHOLES, LIDS, AND ACCESSORIES
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. Fiber Reinforced Plastic (FRP) Manholes
2. Fiber Reinforced Plastic/Polymer (FRP) Manhole Frame and Cover
3. High Density Polyethylene (HDPE) Manhole Risers
B. Related Sections:
1. Section 02200 – Excavation and Backfill
2. Section 02318 – Trenching
3. Section 03300 – Cast in Place Concrete
4. Section 03400 – Precast Concrete
1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. C 581 – Practice for Determining Chemical Resistance of Chemical Thermosetting Resins Used in Glass-Fiber Reinforced Structures Intended for Liquid Service
2. D 695 – Test Methods for Compressive Properties of Rigid Plastics
3. D 790 – Test Method for Flexural Properties of Unreinforced and Reinforced Plastics and electrical Insulating Materials
4. D 2412 – Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel Plate Loading
5. D 2583 – Test Method for Indentation Hardness of Rigid Plastics by means of a Barcol Impressor
6. D 2584 – Test Method for Ignition Loss of Cured Reinforced Resins
7. D 3753 – Standard Specification for Glass-Fiber Reinforced Polyester Manholes
1.03 SUBMITTALS
A. Submit manufacturer's literature and certified test data prior to installation.
B. Shop drawings showing manhole dimensions, materials, accessories, and all other pertinent data.
C. Buoyancy calculations and proposed countermeasures for all FRP manholes.
D. Manufacturer’s installation recommendations.
362
FRP MANHOLES, LIDS, AND ACCESSORIES 06550 - 2
SANITARY SEWER EASEMENT REHABILITATION PROJECT (CCN 2019-574) PART 2 PRODUCTS
2.01 FRP MANHOLE
A. Manhole shall be manufactured by:
1. Containment Solutions
2. Fiberglass Structures Incorporated
3. Or Approved Equal
B. Manhole shall be marked with the manufacturer’s identification, manhole length, and ASTM designation.
C. Manhole shall be designed to resist hydrostatic and earth pressures. Anti-flotation rings and additional concrete around the manhole reducer may be required for buoyancy.
Contractor shall submit buoyancy calculations and proposed countermeasures for all manholes assuming the groundwater is 2 feet below the ground surface.
D. Manhole shall have a light interior color and be resistant to hydrogen sulfide and other gases typically present in sewer applications
E. Fiberglass reinforced polyester manhole shall be manufactured from commercial grade polyester resin or other suitable polyester or vinyl ester resins with fiberglass reinforcements. Manhole shall be a one piece unit manufactured to meet or exceed all specifications of A.S.T.M. D-3753.
F. The fiberglass manhole and all related components shall be fabricated from corrosion proof material suitable for atmospheres containing hydrogen sulfide and dilute sulfuric acid as well as other gases associated with the wastewater collection system.
2.02 FRP MANHOLE FRAME AND COVER
A. FRP Frames and lids shall be manufactured by:
1. East Jordan Iron Works, 2600 and 3800 Series
2. Fibrelite
3. Virtual Polymer Compounds
4. Or Approved Equal
B. Cover shall be able to lock onto frame with quarter turn paddle locks C. Cover shall have a pick bar
D. Frame and cover shall be resistant to hydrogen sulfide and other gases typically present in sewer applications
2.03 HDPE ADJUSTMENT RINGS
A. High Density Polyethylene (HDPE) adjustment rings shall be manufactured by:
1. Ladtech System
2. EJ Prescott
3. Or Approved Equal
B. Made in conformance with ASTM D-4976
C. Traffic rated for HS-20 loading
363
FRP MANHOLES, LIDS, AND ACCESSORIES 06550 - 3
SANITARY SEWER EASEMENT REHABILITATION PROJECT (CCN 2019-574) D. Ultraviolet light and heat resistant
E. Interlocking and stackable
PART 3 EXECUTION
3.01 GENERAL
A. FRP Manholes, frames, and covers are to be installed where no incidental traffic is expected as shown on the Plans.
3.02 STORAGE AND HANDLING
A. Products shall be stored and handles in conformance with the manufacturer’s instructions. Any damaged products shall be replaced by the Contractor at no cost to the City.
3.03 FRP MANHOLE INSTALLATION
A. Excavate to a sufficient depth in accordance to specification Section 02200.
B. Pour concrete base in accordance to specification Section 03300. Concrete base shall be of sufficient size to protect manhole against flotation in accordance with the manufacturer’s recommendations. Additional concrete may be poured on top of an antiflotation ring and around the reducer section as required for buoyancy.
C. Use timber or steel beams to lift and set manhole onto wet concrete in accordance to manufacturer’s recommendation.
D. Set manhole with a minimum of 4 inches of fiberglass manhole inserted into the wet concrete below flow line, then move manhole to plumb. The concrete shall extend a minimum of one foot from the outside wall of the manhole. A water stop shall be installed and a minimum of 6-inches of concrete is required over incoming sewer lines.
On the inside concrete shall form the bench and invert area and rise a minimum of 4 inches above incoming lines.
E. Backfill in accordance with specification Section 02200.
3.04 FRP FRAME AND COVER INSTALLATION
A. Contractor shall confirm existing cone/grade ring opening size prior to ordering frame and cover.
B. Set frame and cover on manhole in conformance with manufacturer’s installation requirements.
3.05 HDPE GRADE RING INSTALLATION
A. Contractor shall confirm existing cone/grade ring opening size prior to ordering grade rings.
B. Install grade rings in conformance with the manufacturer’s installation requirements. ***END OF SECTION***
364
WASTEWATER STRUCTURES COATING 09900 - 1
2025 SANITARY SEWER REHABILITATION PROJECT
SECTION 09900
WASTEWATER STRUCTURES COATING
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. Coating of sanitary sewer manholes as indicated on the contract drawings.
B. Related Sections
1. Section 03300 - Cast In Place Concrete.
2. Section 03400 - Precast Concrete.
3. Section 03600 - Grouts
1.02 REFERENCE STANDARDS
A. American Society for Testing and Materials (ASTM)
1. D570 - Standard Test Method for Water Absorption of Plastics
2. D638 - Standard Test Method for Tensile Properties of Plastics
3. D695 - Standard Test Method for Compressive Properties of Rigid Plastics
4. D790 - Standard Test Method for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials
5. D4258 - Standard Practice for Surface Cleaning Concrete for Coating
6. D4259 - Standard Practice for Abrading Concrete
7. D7234 - Standard Test Method for Pull-Off Adhesion Strength of Coatings on Concrete Using Portable Pull-Off Adhesion Testers
B. National Association of Corrosion Engineers (NACE)
C. Society for Protective Coatings (SSPC):
1. SP1 - Solvent Cleaning
2. SP13 - Surface Preparation of Concrete
D. American Concrete Institute (ACI)
1. RAP-3 – Spall Repair by Low Pressure Spraying
2. 546R – Concrete Repair Guide
1.03 SUBMITTALS
A. The Contractor shall furnish detailed data pertaining to the surfaces of the structure(s) to be rehabilitated, the rehabilitation product, surface preparation, and installation for review.
B. Letter from the Coatings Manufacturer certifying the Coatings Installer as factory trained and qualified.
C. Test reports from an independent testing laboratory confirming chemical resistance of coating for chemicals common to wastewater facilities. 365
WASTEWATER STRUCTURES COATING 09900 - 2
2025 SANITARY SEWER REHABILITATION PROJECT
PART 2 PRODUCTS
2.01 CEMENTITIOUS COATING
A. Manhole Coating
1. Coating material furnished under this specification shall be a prepackaged mortar mix, including all cement, aggregates and required additives.
2. The chemical composition of the cement portion as well as the aggregates of the mortar mix shall be as follows:
Al2O3 CaO FeO+Fe2O3 SiO2
39-44% 35-40% 9-15% 4-9%
3. The design properties of the mortar mix shall be as follows:
4. Mix shall have been successfully used on at least 25 similar projects over a minimum of five (5) years
5. Mix shall be designed to withstand long-term exposure to hydrogen sulfide with pH values of 2 or lower.
6. Water used in mixing shall be clean, potable water, free of oil, acid, alkali and other material that may be detrimental to the performance of the mix.
7. Mix shall be one of the following approved products:
a. SewperCoat PG
b. Raven 705CA
c. Parsons CA Liner
d. Mainstay ML-CA
e. Or Approved Equal
Compressive Strength (ASTM C109)
Flexural Strength (ASTM C293)
Splitting Tensile Strength (ASTM C496)
Bond Strength (ASTM C882)
>5,000 psi
>7,000 psi
>600 psi
>1,300 psi
> 550 psi
>2,000 psi
24 hours
28 days
24 hours
28 days
24 hours
28 days
Shrinkage at 28days (ASTM C157)
Freeze/Thaw after 100 Cycles(ASTM C666)
<0.07% cured @ 90% relative humidity
No visible damage after 100 cycles
366
WASTEWATER STRUCTURES COATING 09900 - 3
2025 SANITARY SEWER REHABILITATION PROJECT
B. Hydraulic cement
1. Hydraulic cement shall be used to plug voids, major cracks, and locations showing signs of infiltration.
2. Hydraulic cement shall be one of the approved products:
a. Parson Quick Plug
b. Parson RPM
c. Mainstay ML-10
d. Or Approved Equal
PART 3 EXECUTION
3.01 GENERAL
A. All materials shall be delivered to the site in the manufacturer's sealed containers.
Each container shall be labeled by the manufacturer, and the label shall be intact upon delivery.
B. Installation shall be in conformance with the manufacturer’s recommendations unless otherwise noted herein.
C. All protective coating materials shall be used within the manufacturer's recommended shelf life.
D. Storage: Coating materials shall be protected from exposure to inclement weather, and shall be thoroughly stirred, strained, and kept at a uniform consistency during application.
E. Mixing:
1. Coatings of different manufacturers shall not be mixed together.
2. Mixing of multi-component coating systems shall be performed in accordance with Manufacturer’s recommendations. Components must be mixed in complete batches only and used immediately.
F. Bench:
1. Where indicated on drawings, a new bench and trough shall be formed prior to coating.
G. Ladder Rungs:
1. Ladder Rungs shall be cut off flush to manhole wall prior to coating.
3.02 SURFACE PREPARATION
A. Remove roots.
B. All oil, grease, and form release and curing compounds shall be removed by detergent cleaning in accordance with SSPC-SP1 before abrasive blast cleaning.
Surface preparation shall be performed in accordance with the latest editions of the following standards:
367
WASTEWATER STRUCTURES COATING 09900 - 4
2025 SANITARY SEWER REHABILITATION PROJECT
1. ASTM D4258: Standard Practice for Surface Cleaning Concrete for Coating
2. ASTM D4259: Standard Practice for Abrading Concrete
C. Concrete surfaces and deteriorated concrete surfaces to be coated or lined shall be abrasive blast cleaned in accordance with SSPC-SP13 to remove existing coatings, laitance, deteriorated concrete, and to roughen the surface equivalent to the surface of the No. 60 grit flint sandpaper (surface profile of 2.5 to 4 mils).
D. Repair any cracks, bug holes, spalled areas, holes, leaks, or evidence of leaks with mortar or grout as recommended by the coating manufacturer.
E. Unless required for proper adhesion, surfaces shall be dry prior to coating. The presence of moisture shall be determined with a moisture detection device such as Delmhorst Model DB, or equal.
F. All surfaces to be coated shall be completely dry, clean, and contaminant-free prior to application.
G. Additional surface preparation per the epoxy coating manufacturer’s recommendations.
3.03 APPLICATION OF MATERIALS
A. Coating shall be applied by a Manufacturer approved installer.
B. Coating shall be applied by spray methods in accordance with the manufacturer requirements and as follows:
1. Material shall not be applied to frozen surfaces or surfaces that may freeze within 24 hours of application
2. Application shall be at an angle as near perpendicular to the sub-surface as practicable with the application nozzle held 1 foot from the sub-surface. If nozzle flow is non-uniform and slugs, sand spots and wet sloughs result, the nozzle shall be directed away from the work area until the faulty conditions are corrected.
C. Coatings shall be applied to all walls, benches, and inverts.
3.04 FIELD TESTING
A. Proper, safe access shall be provided in locations where requested by the Engineer to facilitate inspection. Additional illumination shall be furnished when the Engineer requests. Proper ventilation and atmospheric monitoring shall be provided as well as all other safety equipment and precautions required by OSHA for a safe inspection in all areas.
B. All manholes shall be visually inspected by the Contractor and by the City’s inspector. Any leakage into the manhole shall be identified and repaired by the Contractor.
368
WASTEWATER STRUCTURES COATING 09900 - 5
2025 SANITARY SEWER REHABILITATION PROJECT
C. The City will conduct coating thickness measurements. Contractor shall recoat any areas found deficient in thickness.
D. Material Property Testing:
1. The City may elect to perform cementitious material property testing.
2. Contractor shall provide the City with 2-inch sample cubes as requested by the City. Samples shall be sprayed from a nozzle in the presence of the City. The City will arrange for and pay for independent laboratory testing for compression strength per ASTM C-109.
3.05 ADJUSTMENT AND CLEANING
A. At the completion of the Work, Contractor shall remove all material and debris associated with the Work of this Section.
B. At the completion of the Work, Contractor shall clean all surfaces to which coatings were applied, as well as all adjacent, uncoated surfaces in a manner acceptable to the Engineer.
C. Coatings shall be protected from damage until Final Acceptance of all Work in the area that was coated. Coatings damaged in any manner by Contractor prior to Final Acceptance of all Work in that area shall be repaired or replaced in a manner acceptable to the Engineer at no additional cost to the Owner.
D. Just prior to Final Acceptance of all Work in the area that was coated, Contractor shall clean all coatings, as recommended by the manufacturer, to provide a finished product acceptable to the Owner.
** END OF SECTION **
369
Site Information Report A - 1
2025 Sanitary Sewer Rehabilitation Project
Appendix A
Sewer Site Information Report
Contents
2302 Casa Bona Ave ....................................................................................................................... 3 2310 Coronet ................................................................................................................................... 4 2116 Pullman .................................................................................................................................. 5 Pullman/Ralston .............................................................................................................................. 8 1931 Hillman .................................................................................................................................. 9 Arden............................................................................................................................................. 12 1075 Broadway ............................................................................................................................. 16 106 Alameda De Las Pulgas ......................................................................................................... 17 Haskins .......................................................................................................................................... 18 370
Site Information Report A - 2
2025 Sanitary Sewer Rehabilitation Project
This site information report provides information regarding the existing conditions for the contractor to base their bid on. The report is provided for locations where the Contractor may not be able to easily access or differentiate where the manholes are repairs are. Surface conditions shall be restored to pre-construction conditions as detailed in this report, Contract Plans, and Specification. Contractor shall base their bid on the photos of the existing conditions identified in this report and special features described herein and on the Contract Plans. The Contractor is responsible for visiting all locations of the project outside of easement locations.
Locations in easements have limited access. The contractor is typically limited to handheld equipment in easement locations.
Note: All existing and proposed elements are approximate and schematic in nature. 371
Site Information Report A - 3
2025 Sanitary Sewer Rehabilitation Project
2302 Casa Bona Ave
Manhole 440421.
372
Site Information Report A - 4
2025 Sanitary Sewer Rehabilitation Project
2310 Coronet
Looking northwest. Approximate location of spot repair is circled in red. 373
Site Information Report A - 5
2025 Sanitary Sewer Rehabilitation Project
2116 Pullman
Catch basin 6069A with metal plate cover.
374
Site Information Report A - 6
2025 Sanitary Sewer Rehabilitation Project
Catch basin 237 located in yard.
375
Site Information Report A - 7
2025 Sanitary Sewer Rehabilitation Project
Remove and replace broken wooden retaining wall as necessary for construction. 376
Site Information Report A - 8
2025 Sanitary Sewer Rehabilitation Project
Pullman/Ralston
Manhole 442608 looking northwest. Sewer is located on the Ralston street side of the backyard fences. 377
Site Information Report A - 9
2025 Sanitary Sewer Rehabilitation Project
1931 Hillman
Manhole 440629 looking Southeast.
378
Site Information Report A - 10
2025 Sanitary Sewer Rehabilitation Project
Cleanout behind retaining wall.
379
Site Information Report A - 11
2025 Sanitary Sewer Rehabilitation Project
380
Site Information Report A - 12
2025 Sanitary Sewer Rehabilitation Project
Arden
Looking upstream from manhole 440629.
381
Site Information Report A - 13
2025 Sanitary Sewer Rehabilitation Project
Lamphole 452035 shown in red (after building cleanout). Accessed from 1311 Talbryn Dr. 382
Site Information Report A - 14
2025 Sanitary Sewer Rehabilitation Project
383
Site Information Report A - 15
2025 Sanitary Sewer Rehabilitation Project
Existing Easement
384
Site Information Report A - 16
2025 Sanitary Sewer Rehabilitation Project
1075 Broadway
Approximate location of spot repair in red.
385
Site Information Report A - 17
2025 Sanitary Sewer Rehabilitation Project
106 Alameda De Las Pulgas
Manhole 432503 located in front of front yard fence.
386
Site Information Report A - 18
2025 Sanitary Sewer Rehabilitation Project
Haskins
Looking towards 3316 and 3318 Haskins Drive near manhole 1091. Contractor can access site by foot from either house (3318 is easier) or along a very steep hillside from the downstream catch basin. 387
Site Information Report A - 19
2025 Sanitary Sewer Rehabilitation Project
Looking towards sewer manhole (in front) and storm drain manhole 1091. Remove bush as necessary for construction.
388
Site Information Report A - 20
2025 Sanitary Sewer Rehabilitation Project
Manhole 1091
389
Site Information Report A - 21
2025 Sanitary Sewer Rehabilitation Project
Manhole 1091 and Cleanout 1094
390
811 El Capitan Way, Suite 130 | San Luis Obispo, CA 93401 805.787.0326 OFFICE
mnsengineers.com
March 4, 2025
Ms. Bozhena Palatnik
Senior Civil Engineer
City of Belmont, Public Works
One Twin Pines Lane, Suite 385
Belmont, CA 94002
SUBJECT: Proposal for Construction Management and Inspection Services 2025 Sewer Rehabilitation Project
Dear Ms. Palatnik:
MNS Engineers, Inc. (MNS) is pleased to submit the enclosed proposal to provide construction management and inspection services for 2025 Sewer Rehabilitation Project (Project). MNS has a depth of experience in construction management and inspection for wastewater conveyance projects, and we are familiar with the needs and expectations of the City of Belmont (City) on this project having provided similar services for the City on prior projects as well as for clients throughout the State.
Project Understanding
The 2025 Sewer Rehabilitation Project is a critical infrastructure upgrade for the City of Belmont, California. This project is designed to enhance the reliability, efficiency, and longevity of the city’s sanitary sewer system while minimizing environmental impact and disruptions to the community. The project will rehabilitate, replace, and improve aging sewer infrastructure within roadways, easements, and landscaped areas, utilizing pipe bursting, cured-in-place pipe (CIPP) lining, open trench replacements, and horizontal directional drilling (HDD). Key components of the work include:
• Pipe Bursting: Replacement of 6-inch sewer mains with new 8-inch HDPE pipe across 2,752 linear feet (LF).
• CIPP Lining: Trenchless rehabilitation of existing 6-inch and 12-inch sewer mains totaling 1,334 LF.
• Open Trench Sewer Replacement: Installation of 1,624 LF of new 8-inch PVC/VCP sewer mains.
• Lateral Replacements & Extensions: Reconnection of 62 laterals, including 28 lateral extensions.
• Manhole Rehabilitation & Installations: Construction of 11 new manholes, rehabilitation and coating of existing manholes, and frame/cover replacements.
MNS DETAILS
LEGAL NAME
MNS Engineers, Inc.
FIRM OWNERSHIP
TYPE
C-Corporation
YEAR FIRM
ESTABLISHED
1962
CALIFORNIA
DEPARTMENT OF
INDUSTRIAL
RELATIONS
DIR No. 1000003564
CORPORATE OFFICE
201 N. Calle Cesar Chavez,
Suite 300
Santa Barbara, CA 93103
805.692.6921 Office/Fax
mnsengineers.com
LOCAL OFFICE
2025 Gateway Place, Suite 328
San Jose, CA 95110
PROJECT CONTACT &
AUTHORIZED
SIGNATURE
Joe Pope, PE
Vice-President and Prinicipal
Construction Manager
(805) 302-1624
[email protected]
391
City of Belmont, Public Works
2025 SEWER REHABILITATION PROJECT
PAGE 2
• Storm Drain Replacements: Open trench replacement of multiple storm drains, including 15-inch and 12-inch storm drain upgrades in Pullman Avenue, Monte Cresta Drive, Comstock Circle, and Haskins Drive. • Utility Coordination: Protection of existing water mains and underground utilities per Mid-Peninsula Water District (MPWD) requirements.
• Bypass Pumping & Flow Control: Temporary sewage bypass systems to ensure uninterrupted service during construction.
• Traffic Control Measures: Compliance with traffic safety regulations during construction. • Environmental Compliance: Implementation of Best Management Practices (BMPs) to mitigate stormwater pollution.
• Site Restoration: Returning all disturbed areas to their original condition.
The project will be implemented within residential neighborhoods, streets, easements, and landscaped areas, requiring careful coordination with the public, utilities, and city agencies. The construction is expected to take approximately four (4) months from the Notice to Proceed.
Scope of Work
Our staffing plan and cost proposal is based on our knowledge of the project and review of the plans and specifications and discussions with City staff. Our Construction Management services will consist of preconstruction, construction and post-construction services and will include project controls, QA, and Project Closeout. MNS will provide Construction Management and Inspection services per the attached Scope of Work.
Project Team
Our highly qualified project team is available to provide the City with high quality construction management, inspection, and quality assurance for a project delivered in accordance with the plans and specification. The following is the proposed CM team.
Principal Construction Manager – Joe Pope, PE, QSD
I will be responsible for overall construction management of the Project. I am a collaborative civil engineer with over 27 years of progressive, executive management experience leading large municipal and federal Public Works organizations. I have extensive experience managing large interdisciplinary engineering, operations, and planning teams in the efficient delivery of sustainable facilities, construction, solid waste services, environmental, water, wastewater, and electrical utilities. Prior to joining MNS, I served as the Water and Sanitation Director for the County of Ventura, where I was responsible for the management of 10 sewer collection systems, three (3) Wastewater Treatment Plants (over 5 MGD cumulative capacity), a 3 MGD recycled water system, and four (4) County Waterworks Districts serving potable water to municipal, agricultural, and industrial users.
Resident Engineer – Kevin Barteaux, PE
Mr. Barteaux has more than 27 yearas of experience administering and managing construction projects and programs. Kevin has managed all project phases from planning through design and construction. He is also skilled in risk management and claims negotiations, mitigation, and avoidance. He also brings experience in contract administration, caims prevention, team dynamics, risk analysis and total quality management (TQM). As Resident Engineer, Kevin will provide day to day coordination with the inspector and contractor, processing submittals, RFIs, pay applications, and escalating potential issues to the CM. Kevin will be responsible for submittal and RFI review, coordination, cost and schedule control. 392
City of Belmont, Public Works
2025 SEWER REHABILITATION PROJECT
PAGE 3
Construction Inspector – Peter Testa
Mr. Testa will serve as the full-time construction inspector on this project. He has over 35 years of experience in the civil engineering industry with a focus on project management, plan development, plan review, and construction inspection for public works. Peter served as the Resident Engineer for the City of Belmont’s Hiller Street Sanitary Sewer Main Upgrade Project. Peter’s responsibilities on the Hiller St Project included recording the progress of the project and tracking labor hours and materials for extra work; verifying contractor’s on site specifications; and reporting safety practices for a 12-foot deep trench with poor soil conditions.
Office Engineer – Yujia Luo
Ms. Luo is skilled in project communication and coordination and has provided construction administration support on numerous projects. As the Office Engineer, Yujia will be responsible for managing the project files, labor compliance, assisting with progress payments, tracking change orders, submittals, RFIs, monthly reports, as well as tracking of materials.
Project Schedule
MNS understands it is the intention of the City to start construction by June 2025. MNS has assumed a Notice to Proceed (NTP) will be issued by the end of May 2025, and a construction period of approximately 4 months.
Bid Opening Late April 2025
Contract Award May 2025
NTP Late May 2025
Submittals/Procurement May – June 2025
Construction June – Sep 2025
Project Closeout Oct - Nov 2025
Assumptions/Exclusions
• No nightwork, weekend, or holiday work is anticipated. • Full-time inspection is assumed over the 4-month construction phase • Total project duration will be 8 months, assuming a 2-month pre-construction period, 4-month construction phase, and 2-month post-construction/closeout phase. • The City will be billed on an hourly basis with a 4-hour minimum.
Compensation
Our cost for the level of effort described in this proposal, which is based on a 8-month project with a construction phase of 4 months, starting in June 2025, is estimated at $315,340. The final cost will be based on the actual services performed, which depend on the contractor’s schedule and efficiency as well as any additional services that the City may require. It is understood that this is an estimate of costs based upon the current available project information and actual costs will be as dictated by the construction operations. 393
City of Belmont, Public Works
2025 SEWER REHABILITATION PROJECT
PAGE 4
Closing
Thank you for the opportunity to submit this proposal. We are excited and look forward to working with the City. Please feel free to contact me with any questions you may have at 805.302.1624 or [email protected]. Thank you for your consideration.
Sincerely,
MNS Engineers, Inc.
Joe Pope, PE, QSD
Vice President of Construction - Water
Attachments: Scope of Work
Fee Estimate Spreadsheet
2025 MNS Standard Fee Schedule
Resumes
394
2025 Gateway Place, Suite 328 | San Jose, CA 95110
mnsengineers.com
SCOPE OF WORK
2025 Sewer Rehabilitation Project, City of Belmont
CONSTRUCTION PHASE
TASK 1 – PROJECT MANAGEMENT SERVICES
1.1 Project Oversight
MNS will provide the services of a principal-in-charge to provide overall project supervision and assure that contractual obligations and client concerns are consistently met.
1.2 Ongoing Project Management
MNS will provide pre-construction phase and construction phase project management as necessary for the project by providing a Construction Manager to perform the following project functions:
1.2.1 Administration of Consultant Obligations - MNS will provide task schedules; coordination with City staff, utilities, and other contractors; maintenance of quality control and report preparation as part of the regular project management duties.
1.2.2 Construction Engineering - MNS will provide construction engineering to facilitate coordination for review of shop and working drawings, submittals, safety and accident prevention plans. We will perform contract drawing and specification interpretation as part of the regular project management duties.
1.2.3 Construction Coordination Meetings - MNS will conduct weekly meetings as part of the regular construction engineering duties. Additionally, meeting minutes will be written and distributed to all attendees and others as designated by the City.
1.2.4 Schedule - MNS will assure the contractor maintains up to date computerized schedules in critical path format. MNS will review the contractors’ baseline and monthly schedule updates, coordinate changes, and forward written conclusions to the City. We will review to ensure milestone dates are realized in the schedule.
1.2.5 Anticipation and Avoidance of Problems and Claims - MNS will regularly review upcoming contract work to anticipate phasing or scheduling concerns, changed conditions, or plant operational conflicts.
TASK 2 – CONSTRUCTION MANAGEMENT SERVICES
2.0 Pre-Construction
2.0.1 Pre-Construction Meeting - MNS will arrange for and manage a pre-construction conference with the contractor prior to the start of work. The pre-construction conference will include representatives from the design engineering firm, the City, and any other stake holders who may be involved based upon the design and permit conditions. At this meeting we will discuss the hierarchy of both the City and the contractor as well as establish the protocol to be used throughout the project. The meeting will highlight the contractor’s responsibility toward such items as:
395
Scope of Work
Sewer Rehab Project 2025