Commissioning
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ATTACHMENT F - COMMISSIONING ROLES AND RESPONSIBILITIES MATRIX
Commissioning
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COMMISSIONING ROLES AND RESPONSIBILITIES MATRIX
NO. TASK CITY CONTRACTOR ENGINEER/
CONSTRUCTION
MANAGER
Testing and Training Phase
Source Testing
Source Testing Non-Witnessed Lead Witness, Review
Manufacturer’s Certificate of Source Testing No Action Lead Review Installation Verification
Structural Anchorage Check Witness Lead Review
Health and Safety Check Witness Lead Review
Manufacturer Requirements Verification No Action Lead Review Contract Documents Verification No Action Lead Review
Manufacturer’s Certificate of Installation
Verification
No Action Lead Review
Functional Testing
Checks Witness Lead Witness, Review
Tests Witness Lead Witness, Review
Manufacturer’s Certificate of Functional
Compliance
No Action Lead Witness, Review
System Testing
System Testing Witness Lead Witness, Review
Start-Up Phase
Start-Up Lead Support Witness, Review
Legend:
Lead: Primarily responsible for organization, coordination, and execution of task work product or result.
Support: Assist the lead with organization, coordination, and execution of task work product or result.
Witness: Observe and document completion of task work product or result.
No Action: Limited or no involvement.
Review: Approve for compliance with Contract Documents or reject.
Commissioning
01756-Attachment G 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01756 (BidSet)
ATTACHMENT G - FUNCTIONAL TESTING REQUIREMENTS
Commissioning
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FUNCTIONAL TESTING REQUIREMENTS
System Subsystem
Consecutive
Day Test
Duration (Days)
Significant
Interruption
Duration (Hours) Test Liquid
System
Operated By
Skyview Reservoir 2 Potable Water Tank Mixer 1 2 Test Water Contractor A. Schedule delays:
1. Changes in the dates for source testing less than 30 days from the date provided in the latest approved Commissioning Schedule are considered delays.
2. Contractor is responsible for associated costs resulting from delays:
a. In person and/or virtual witnessing.
b. Travel costs and witness labor costs.
1) Witness labor costs at $250 per hour.
B. Repeat test costs:
1. Contractor is responsible for associated costs for repeat testing:
a. In person and/or virtual witnessing.
b. Travel costs and witness labor costs.
1) Witness labor costs at $250 per hour.
Disinfection
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01757 (BidSet) SECTION 01757
DISINFECTION
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Cleaning and disinfection requirements for new and existing facilities affected by the Work.
1.02 REFERENCES
A. American Water Works Association (AWWA):
1. C651 - Disinfecting Water Mains.
2. C652 - Disinfection of Water Storage Facilities.
3. C655 - Field Dechlorination.
B. U.S. Environmental Protection Agency (EPA):
1. Safe Drinking Water Act (SDWA).
1.03 SUBMITTALS
A. Submit disinfection test plan which details procedure to be utilized to disinfect the facilities including:
1. Method and locations of disinfectant application.
2. Locations of sampling points.
3. Method of flushing and location of flushing ports (as appropriate for method of chlorination).
4. Method of dechlorination (as appropriate for method of chlorination).
5. Disposal location for chlorinated water (as appropriate for method of chlorination).
B. Submit disinfection reports and include the following:
1. Date issued.
2. Project name and location.
3. Treatment subcontractor's name, address, and phone number.
4. Type and form of disinfectant used.
5. Time and date of disinfectant injection start.
6. Time and date of disinfectant injection completion.
7. Test locations.
8. Initial and 24-hour disinfectant residuals in milligrams per liter for each outlet tested.
9. Time and date of flushing start.
10. Time and date of flushing completion.
11. Disinfectant residual after flushing in milligrams per liter for each outlet tested.
C. Submit bacteriological reports and include the following:
1. Date issued.
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2. Project name and location.
3. Laboratory's name, certification number, address, and phone number.
4. Time and date of water sample collection.
5. Name of person collecting samples.
6. Test locations.
7. Time and date of laboratory test start.
8. Coliform bacteria test results for each outlet tested.
9. Certification that water conforms or fails to conform to bacterial standards of SDWA.
10. Bacteriologist's signature and bacteriological laboratory's evidence of certification.
D. Submit required permits, including but not limited to permit clearance.
1. Coordinate with City and Engineer to obtain any necessary signatures.
1.04 QUALITY ASSURANCE
A. Bacteriological and physical chemistry laboratory: Certified by state in which Project is located.
1.05 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Protect chlorine and bacteriological samples against damage and contamination.
B. Maintain caution labels on hazardous materials.
C. Maintain storage room dry and with temperatures as uniform as possible between 60 degrees Fahrenheit and 80 degrees Fahrenheit.
1.06 PROTECTION
A. Provide necessary signs, barricades, and notices to prevent persons from accidentally consuming water or disturbing system being treated.
PART 2 PRODUCTS
2.01 MATERIALS
A. Disinfectant: Free chlorine in liquid, powder, tablet, or gas form in accordance with AWWA C653.
B. Dechlorination agent: Sulfur dioxide, sodium bisulfate, sodium sulfite, or sodium thiosulfate in accordance with AWWA C655.
PART 3 EXECUTION
3.01 DISINFECTION OF WATER MAINS
A. Perform disinfection of water mains per AWWA C651 and as specified in this Section.
Disinfection
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01757 (BidSet) B. Cleaning:
1. Remove by flushing or other means, soil and debris from the water tanks in accordance with AWWA C652 prior to chlorination.
C. Inspection:
1. Verify that water system is completed and cleaned of soil and debris prior to chlorination.
3.02 DISINFECTION OF WATER STORAGE FACILITIES
A. Perform disinfection of water storage facilities in accordance with AWWA C652 and as specified in this Section.
B. Test for disinfectant residual at locations as specified in Disinfection Test Plan:
1. Inlet and outlet piping.
2. Drain line.
C. Maintain disinfectant in system for appropriate 6-hour or 24-hour interval in accordance with AWWA C652.
D. When disinfectant residual is less than 2 parts per million after 24 hours, repeat system treatment.
3.03 REPAIRS OR CONNECTIONS TO EXISTING LINES
A. Perform disinfection of repairs or connection to existing lines in accordance with AWWA C651 and as specified in this Section.
B. Clean and sterilize the interior surfaces of new piping, fittings, equipment, and appurtenances to be installed in an existing potable water system or connected to an existing system.
C. Clean and sterilize the existing pipe or facilities for a minimum distance of 3 pipe diameters back from the ends of the pipe. Plug the ends of the line when work is not being performed on the pipe.
D. Perform sterilization by swabbing each item with a concentrated chlorine solution.
1. Each piece is to be disinfected prior to being assembled for installation in the existing pipe.
2. Disinfect each piece just prior to assembly to help prevent recontamination.
3. Plug the ends of the assembly until a new item is to be added to the assembly.
4. Store disinfected materials on blocks to prevent contact with the ground.
3.04 FLUSHING
A. Remove disinfection water from the facilities as appropriate for the type of disinfectant and method used for disinfection.
B. Flush facilities with potable water containing no more disinfectant residual than the active distribution system or 1.0 milligrams per liter, whichever is greater (as appropriate for method of chlorination).
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01757 (BidSet) C. Continue flushing until water at designated flushing ports contains disinfectant residual equal to concentration specified above.
3.05 DISPOSAL OF CHLORINATED WATER
A. Dispose of chlorinated water in accordance with AWWA C655 and as specified in this Section.
B. Dispose of chlorinated water in accordance with the submitted disinfection test plan and applicable requirements of federal, state, county, and city having jurisdiction over disposal of hazardous wastes in location of the Project and disposal site.
C. Chlorinated water may only be disposed of in a sanitary sewer system with the written permission of the City. If allowed, discharge the chlorinated water at a low rate so it does not surcharge the sewer line.
3.06 BACTERIOLOGICAL TEST
A. Instruct bacteriological laboratory to collect water samples no sooner than 24 hours after start of disinfection of each facility.
B. A minimum of 24 hours after flushing system and within 24 hours before the water main is placed in service, collect bacteriological quality samples at each of following locations and other locations in accordance with the submitted disinfection test plan and Standard Methods for the Examination of Water and Wastewater:
1. Where water enters system.
2. Inlet piping.
3. Ends of piping runs.
4. Drain lines.
5. Remote outlets.
6. Tanks.
7. At least 2 outlets on each building floor.
C. Analyze water samples in accordance with Standard Methods for Examination of Water and Wastewater.
D. When bacteriological test proves water quality to be unacceptable, repeat disinfection treatment process until water meets quality standards for disinfection.
END OF SECTION
Water Leakage Test for Concrete Structures
01759-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01759 (BidSet) SECTION 01759
WATER LEAKAGE TEST FOR CONCRETE STRUCTURES
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Hydrostatic leakage test for concrete water-holding structures.
1.02 REFERENCES
A. Abbreviations and acronyms.
B. Definitions.
1. Containment Structure Lined: Liquid-containing structure with barrier coating or membrane applied to the inside surfaces to prevent leaking of contents to the outside.
2. Containment Structure, unlined: Liquid containing structure where only the concrete structure itself is used to prevent leaking of contents to the outside.
3. Damp spots: Surfaces where visible moisture can be picked up by a dry hand.
C. Reference standards.
1.03 ADMINISTRATIVE REQUIREMENTS
A. Coordination.
B. Pre-installation meetings.
C. Sequencing.
D. Scheduling.
1.04 SUBMITTALS
A. Product data.
B. Shop drawings:
1. Description and details of each evaporation/precipitation-measuring device anticipated for use during the test.
C. Samples.
D. Certificates.
E. Delegated design submittals.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01759 (BidSet) F. Tests and evaluation reports:
1. Results of water leakage test for each structure and for each portion of a structure designated for testing.
G. Manufacturer instructions.
H. Source quality control submittals.
I. Field/site quality control submittals.
J. Manufacturer reports.
K. Sustainable design submittals.
L. Special procedure submittals:
1. Testing plan for each structure, or portion thereof, required to be tested. a. Describe methods of obtaining water for testing and of releasing water for disposal, including provisions for dechlorination if required. b. Include plans showing locations where measurements will be made and locations of evaporation/precipitation-measuring device. c. Indicate plans for filling and draining structure(s). d. Include schedule showing duration of test for each structure or cell to be tested, date and time for start of each test, dates and times of observations and measurements during the test, dates and times for closeout of testing procedures, and date for submittal of final results.
2. Proposed procedures and products for repair of leaks.
M. Qualifications statements.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 GENERAL
A. Test structures and portions of structures listed in the following paragraphs for water leakage.
1. Unless otherwise specified, the Contractor shall:
a. Obtain all required permits for discharging testing water. b. Provide dechlorination of such water if required by the permits. c. Prepare and fill the structures.
d. Provide access and equipment required for testing and for recording test results.
e. Take measurements and make observations required for testing.
2. At all times during testing, the Engineer shall have access to observe measurements by others or to make independent measurements.
B. Test the following concrete structures for water leakage:
1. Skyview Reservoir 2.
Water Leakage Test for Concrete Structures
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01759 (BidSet) C. Required preparation for testing is designated in this Section. Waiver of, or failure to complete preparations shall not change the testing criteria or approval criteria for the areas tested.
D. Retest structures and portions of structures until the evaluation criteria are satisfied.
3.02 TEST WATER SOURCE AND DISPOSAL
A. Water used for the first filling of the tank will be furnished by City.
1. Contractor shall obtain water for leakage testing from the Goheen Circle water main or connected hydrants.
B. In the event that retesting is required, Contractor shall bear the cost of refilling the tank for subsequent tests.
C. After leakage testing is complete, Contractor shall dispose of water by dechlorinating and discharging to the Goheen Circle storm drain system at a rate not to exceed 500 gallons per minute.
D. Other disposal methods may be considered for approval by the City or Construction Manager. Contractor shall obtain approval from Construction Manager in writing prior to use of alternative disposal methods.
3.03 PREPARATION
A. For each structure to be tested, prepare and submit a plan showing schedule and sequence of activities, method of filling, and methods of disposing of test water.
B. Sequencing requirements:
1. Complete construction of concrete structure and cure concrete to obtain minimum specified 28-day compressive strength as specified in Section 03300 - Cast-in-Place Concrete.
a. Do not begin tests until all portions of structure are complete and have reached their minimum specified 28-day compressive strength. b. Do not begin tests until at least 14 days have passed since completion of the last concrete placement.
2. Complete tests before:
a. Covering any surface of the structure with materials that might mask the location of leaks or obscure damp concrete surfaces. Such coverings include, but are not limited to basin bottom grout, masonry veneer, stucco, plaster, and other coatings.
b. Installation of equipment, unless otherwise approved by the Engineer. c. Backfilling structures to elevations above the limits indicated in the following paragraphs.
Water Leakage Test for Concrete Structures
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3. Liners and coatings:
a. Install liners that are mechanically locked to the concrete surface during placement of plastic concrete and before leakage testing. 1) Examine liners for pinholes, tears, and partially fused splices, complete all required liner integrity testing, and make required repairs before commencing leakage testing.
b. Unless otherwise specified, do not install surface-applied protective or decorative coatings and linings until leakage tests have been completed.
C. Weather requirements:
1. Tests on structures with tops open to the atmosphere shall not be scheduled for periods when the 10-day weather forecast indicates a substantial change in weather patterns.
2. Measurements of water surface levels in the structure shall not be scheduled for periods when the weather forecast indicates a difference of more than 35 degrees Fahrenheit between the ambient temperature readings at the times of initial and final measurements.
3. Tests shall not be scheduled for periods when the 10-day weather forecast indicates that the water surface may freeze before the test is complete.
D. Groundwater requirements:
1. Bring groundwater to a level not higher than 3 feet below the bottom of the structure and maintain at that level for the duration of the test.
E. Clean interior of structure:
1. Remove dirt, contaminants, and construction debris.
2. Flush floors and sumps to provide clean surfaces.
3. Remove standing water that would interfere with examination of surfaces, cracks, or joints.
4. Disinfect interior of structures as specified in Section 01757 - Disinfection.
F. Observe the structure, or portions of the structure being tested, for potential leak locations:
1. Give particular attention to cracks, open joints, voids, and honeycombed and repaired surfaces.
2. Visually observe openings, fitting, and pipe penetrations in the structure at both faces, if possible.
3. Repair potential leak locations in accordance with these Specifications and as approved by the Engineer.
4. Backfill excavations to the top of the structure foundation. Do not place backfill against water-bearing walls or over footings unless approved in advance by the Engineer.
a. If requesting backfilling of walls before testing, include a description of methods that will be used to detect leakage in the backfilled areas. b. Engineer’s approval of backfilling before testing shall not relieve Contractor of the responsibility to conduct leakage tests, to satisfy the leakage acceptance criteria for the structure, or to repair leaking portions of the structure, including those portions below or behind the backfill.
5. See Drawings and Section 02300 - Earthwork for requirements to provide wall stability before backfilling.
Water Leakage Test for Concrete Structures
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01759 (BidSet) G. Inlets to/outlets from the structure:
1. Make inlets to and outlets from the structure watertight. a. Include valves; stop, sluice, and slide gates; and temporary bulkheads as required.
b. Inlets and outlets not required to be operable may be temporarily sealed before testing the compartments to which they open.
c. Secure inlets used to fill the structure for testing to ensure that no water is entering or leaving the structure once it has been filled to the test level.
2. Adjustments to measured leakage at inlets and outlets based on manufacturer’s or Contractor’s estimates will not be allowed. a. Adjustments to measured leakage may be permitted by the Engineer, and, at his/her discretion, only when the Contractor makes specific measurements of leakage at each individual inlet and outlet using methods approved by the Engineer.
3.04 HYDROSTATIC LEAKAGE TEST FOR OPEN OR COVERED CONTAINMENT STRUCTURES (“HST-100”)
A. Isolate sections of water-holding structures that can be isolated in actual operation.
Fill and test sections for leakage separately.
1. Fill structures and sections of structures scheduled for testing to 1 inch below any fixed overflow level in covered structures.
B. Initial rate for filling of structures shall not exceed 4 feet per hour.
C. HST-100 testing includes 2 parts, “Qualitative Testing,” and “Quantitative Testing,” as described in the following paragraphs:
1. HST-100, Part 1 - Qualitative Testing:
a. During the first 24 hours after structures are filled, examine exposed concrete surfaces for damp spots or flowing water.
1) Make observations in early morning, at midday, and in late afternoon. 2) Continue observations through the duration of the Quantitative Testing period.
3) Pay particular attention to conditions at joints, honeycombed areas, cracks, and repaired portions of the structure.
b. Evaluation criteria:
1) The structure shall be considered to have failed these Qualitative Testing requirements if any of the following conditions are observed. a) Water droplets or moist areas on an outside surface that could only have originated inside the structure.
b) Water is flowing or seeping from joints, cracks, or surfaces. (1) Exception: Dampness or wetness on top of a footing, in the absence of flowing water, shall not be considered as failure to meet this criterion.
c) Moisture can be transferred to a dry hand from the outside surfaces of the filled area.
c. Repairs and retesting:
1) Where damp spots or flowing water as described in the preceding paragraphs are observed, mark locations, provide repairs, and retest the structure as specified in subsequent paragraphs.
Water Leakage Test for Concrete Structures
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2. HST-100 - Part 2: Quantitative Testing:
a. If approved by the Engineer, Quantitative Testing may begin before repairs are made to areas failing Part 1 of this test; however:
1) Adjustments to volume loss calculations of Quantitative Testing based on observed leakage will not be permitted.
2) All defects identified for repair during Qualitative Testing shall be repaired to the satisfaction of the Engineer before approval of the structure.
b. Report the results of quantitative testing.
1) Submit completed Attachment A - Leakage Test Report or at a minimum, include the information specified in Attachment A - Leakage Test Report.
c. Unlined concrete structures:
1) Fill to the designated water surface elevation. Maintain that level for at least 72 hours before recording initial water levels for leakage test. 2) Duration of test:
a) Theoretical time required to lower the water surface in the structure by 3/8 inch when leakage is occurring at the maximum allowable rate specified in subsequent paragraphs of this Section.
b) The duration (“D”) of the test in days is determined by the following equation:
D = 0.375 inches
(0.0005 in/in/day x H ft x 12 in/ft)
Where: H = maximum liquid depth
(1) Round results upward to the next full 24-hour period (day). (2) Minimum duration of test: 24 hours (1 day).
(3) Maximum duration of test: 120 hours (5 days).
d. Lined concrete structures and secondary containment areas:
1) Fill to the designated water surface elevation. Recording of water levels for leakage tests may begin as soon as the designated water surface level is reached and the water surface is calm. 2) Duration of test: 72 hours (3 days).
e. Measurements: Water level:
1) Record water levels at 24-hour intervals for the full duration of the test period.
2) Measure water levels at not less than 2 locations on opposite ends of the structure, and preferably at 4 locations spaced equally around the structure. Mark locations on the structure and take measurements at the same locations throughout the duration of the test. 3) Measure, to an accuracy of 1/16 inch, the vertical distance to the water surface from a fixed point on the structure above. f. Measurements: Temperatures:
1) As part of the first and last sets of level measurements, record water temperature at a depth of 18 inches below the water surface.
Measure temperature at the same locations where level
measurements are taken.
Water Leakage Test for Concrete Structures
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01759 (BidSet) 2) Record ambient temperature at the time of each water level measurement.
g. Measurements: Evaporation and precipitation:
1) Measure evaporation and precipitation by floating pans inside the structures during testing.
a) For uncovered structures, measure both evaporation and precipitation.
b) For covered structures that are well ventilated, measure evaporation.
2) Measure using specially constructed clear containers:
a) Provide clear plastic, calibrated, open-top containers not less than 18 inches in diameter and 18-inches deep.
b) Partially fill containers with water and float inside the structure.
Make provisions to hold containers in place at each
measurement location, but away from structure walls and items passing overhead, such as beams or pipes.
c) Measure initial depth of water in each device. Measure changes in water level in each device at the same time measurements of the water level inside the structure are taken.
h. Restart of test:
1) The Engineer may order a restart of the test when, in the Engineer’s opinion, measurements have become unreliable due to unusual precipitation or other factors.
2) If measurements or observed leakage during the testing period indicate that the allowable leakage requirements will be exceeded, the test may be terminated before completion of the full test period.
Take appropriate actions to correct problems before restarting the test.
i. Calculations of leakage test results:
1) For each section of the structure tested, use water surface level records to calculate average loss of volume per 24-hour interval. a) For each 24-hour interval during the test, calculate the average of all measured drops in water level around the structure. b) Use the average drop thus determined to calculate an average loss of volume for each 24-hour interval.
2) Adjustments to leakage calculations:
a) For uncovered basins, calculations shall be corrected for precipitation added to the structure.
b) Calculations may be corrected for evaporation and water temperature.
j. Evaluation criteria:
1) Unless otherwise specified, the average loss of volume during any 24-hour interval shall not exceed the limits shown in Table A.
Water Leakage Test for Concrete Structures
01759-8 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01759 (BidSet) Table - Loss of Volume Criteria for Leakage Tests
Structure Type Maximum Loss of Water Volume
• Structure fully lined prior to leakage test.
• Secondary containment areas.
No measurable loss over 72-hour test period.
• Structure with monolithically placed
membrane floor slab.
0.0125 percent of volume per 24-hour period.
• Concrete paved canals, drying beds,
lagoons, and similar structures.
0.100 percent of volume per 24-hour period.
• Other containment structures. 0.050 percent of volume per 24-hour period. k. Repairs and retesting:
1) Structures and portions of structures that have satisfied the qualitative requirements of HST-100, but have failed to satisfy the quantitative requirements of HST-100 may be immediately retested for volume loss.
a) If the structure fails the second test for volume loss, the structure shall be drained, and the Contractor shall observe the interior for probable areas of leakage.
b) The structure shall not be retested until repairs to the probable areas of leakage are complete.
3.05 REPAIRS FOR RETESTING
A. Locations showing damp spots or flowing water:
1. Mark locations of visible leaks and damp spots.
2. Drain structures for repair.
3. Repair defects causing damp spots and flowing water using methods specified in Section 03300 - Cast-in-Place Concrete and approved by the Engineer. a. Repair both interior and exterior surfaces and make structures watertight. b. Submit proposed repair products and procedures for Engineer’s review. c. Refill structures for retesting.
4. Repeat filling, observations, and repairs until no leaks or damp spots appear.
B. Structures for which water volume loss exceeds the limits specified after adjustments for evaporation, and precipitation:
1. Determine cause of volume loss.
2. Drain structures of water.
3. Repair defects causing loss of water volume using methods specified in Section 03300 - Cast-in-Place Concrete and approved by the Engineer. a. Submit proposed repair products and procedures for Engineer’s review.
4. Refill water-holding structures.
5. Repeat testing and repairs until volume loss does not exceed specified limits.
END OF SECTION
Water Leakage Test for Concrete Structures
01759-Attachment A 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01759 (BidSet)
ATTACHMENT A - LEAKAGE TEST REPORT
Water Leakage Test for Concrete Structures
01759-Attachment A-1 201631 September 2025
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LEAKAGE TEST REPORT
PROJECT: SUBMITTED BY:
STRUCTURE: WITNESSED BY:
AREA: TEST DATES:
TEST DURATION: TEST DURATION:
Surface area of structure tested: (square feet)
Volume of structure tested: (cubic feet)
Volume of structure tested: (gallons)
Measured loss through gates, etc.: (gallons / day)
Allowable loss of water volume: (per day)
Allowable loss of water volume: (% in 24 hours)
Allowable measured loss over test duration (inches):
Measured loss of water: (gallons / day - From E below)
Measured loss of water volume (%): (in 24 hours - From E below) Water Temperature: Start of test: °F End of test: °F
Water Surface Elevation (top of structure to top of water) Location #1 Location #2 Location #3 Location #4 Initials** Day Date Time (inches) (inches) (inches) (inches)
1 2
3 4
5 Changes in Level:
A. Average change in level (feet): (Average of total charges for all locations) B. Correction for precipitation: (Measured from pan)
C. Correction for evaporation: (Measured from pan)
D. Corrected change in level (CL):
E. Total days tested:
F. Average measured % water loss in 24
hours: =
(CL) x (surface area) x 100
(initial water volume) x (number of test
days)
Notes and field observations∗∗
∗∗ Place date and initials at the beginning of each entry
Closeout Procedures
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CLOSEOUT PROCEDURES
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Contract closeout requirements.
1.02 REFERENCES
A. American Water Works Association (AWWA).
1.03 FINAL CLEANING
A. Perform final cleaning prior to inspections for Completion.
B. Employ skilled workers who are experienced in cleaning operations.
C. Use cleaning materials which are recommended by manufacturers of surfaces to be cleaned.
D. Prevent scratching, discoloring, and otherwise damaging surfaces being cleaned.
E. Clean roofs, gutters, downspouts, and drainage systems.
F. Broom clean exterior paved surfaces and rake clean other surfaces of site work:
1. Police yards and grounds to keep clean.
G. Remove dust, cobwebs, and traces of insects and dirt.
H. Clean grease, mastic, adhesives, dust, dirt, stains, fingerprints, paint, blemishes, sealants, plaster, concrete, and other foreign materials from sight-exposed surfaces, and fixtures and equipment.
I. Remove non-permanent protection and labels.
J. Polish waxed woodwork and finish hardware.
K. Wash tile.
L. Wax and buff hard floors, as applicable.
M. Wash and polish glass, inside and outside.
N. Wash and shine mirrors.
O. Polish glossy surfaces to clear shine.
Closeout Procedures
01770-2 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01770 (BidSet) P. Vacuum carpeted and soft surfaces.
Q. Clean permanent filters and replace disposable filters when heating, ventilation, and air conditioning units were operated during construction.
R. Clean ducts, blowers, and coils when units were operated without filters during construction.
S. Clean light fixtures and replace burned-out or dim lamps.
T. Probes, elements, sample lines, transmitters, tubing, and enclosures have been cleaned and are in like-new condition.
1.04 WASTE DISPOSAL
A. Arrange for and dispose of surplus materials, waste products, and debris off-site:
1. Prior to making disposal on private property, obtain written permission from City of such property.
B. Do not fill ditches, washes, or drainage ways which may create drainage problems.
C. Do not create unsightly or unsanitary nuisances during disposal operations.
D. Maintain disposal site in safe condition and good appearance.
E. Complete leveling and cleanup prior to Completion of the Work.
1.05 TOUCH-UP AND REPAIR
A. Touch-up or repair finished surfaces on structures, equipment, fixtures, and installations that have been damaged prior to inspection for Completion.
B. Refinish or replace entire surfaces which cannot be touched-up or repaired satisfactorily.
1.06 FINAL CLEANING AND DISINFECTION OF FACILITIES
A. Clean pipes and reservoirs, and tanks before running of final tests.
B. Wash, wherever practicable, or broom sweep channels, pipe, basins, reservoirs, and tanks.
C. Disinfect reservoirs, piping, and appurtenant facilities intended to carry potable water as follows or in accordance with AWWA Standards.
D. Provide ample sampling outlets in pipe for testing.
E. Fill pipe and other facilities with chlorine solution of sufficient strength to retain residual of not less than 10 parts per million at end of 24 hours.
Closeout Procedures
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01770 (BidSet) F. When reservoirs and basins are too large to be economically disinfected by filling with chlorine solution, spray reservoirs and basins with solution containing 100 parts per million of chlorine.
G. After disinfection, rinse entire potable water system with potable water sufficient to reduce chlorine residual to not more than 0.6 parts per million throughout system before system is put into service.
1.07 FINAL CLEANING AND DISINFECTION OF SYSTEMS OF POTABLE WATER MAINS A. Clean interior of pipe and fittings.
B. When pipe contains dirt that cannot be removed by flushing, swab pipe interiors with solution containing not less than 500 parts per million of chlorine until clean.
C. Flush 12-inch in diameter and smaller pipe as thoroughly as available water sources will permit.
D. Fill pipe with chlorine solution of sufficient strength to provide 10 parts per million chlorine residual at end of 24 hours.
E. Flush pipes with potable water until chlorine residual is less than 0.6 parts per million before pipe are put into service.
1.08 CLOSEOUT DOCUMENTS
A. Submit the following Closeout Submittals before Completion:
1. Punch list of items to be completed or corrected with the request for issuance of Completion.
2. Evidence of Compliance with Requirements of Governing Authorities.
3. Project Record Documents.
4. Approved Operation and Maintenance Manuals.
5. Approved Warranties and Bonds.
6. Keys and Keying Schedule.
7. Completed contract requirements for commissioning and process start-up.
B. Submit the following Closeout Submittals before completion of the Work and at least 7 days prior to submitting Application for Final Payment:
1. Punch list of items have been completed and Engineer and City are satisfied that all deficiencies are corrected.
2. Evidence of Payment and Release of Liens or Stop Payment Notices as outlined in Conditions of the Contract.
3. Release of claims as outlined in Conditions of the Contract.
4. Submit certification of insurance for products and completed operations, as specified in the General Conditions.
5. Final statement of accounting.
6. Submit Final (As-Built) Schedule as specified in Section 01321 - Schedules and Reports.
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1.09 EVIDENCE OF COMPLIANCE WITH REQUIREMENTS OF GOVERNING
AUTHORITIES
A. Submit the following:
1. Certificates of Inspection.
1.10 PROJECT RECORD DOCUMENTS
A. Maintain at Project site, available to City and Engineer, 1 copy of the Contract Documents, shop drawings, and other submittals in good order:
1. Mark and record field changes and detailed information contained in submittals and change orders.
2. Record actual depths, horizontal and vertical location of underground pipes, duct banks, and other buried utilities. Reference dimensions to permanent surface features.
3. Identify specific details of pipe connections, location of existing buried features located during excavation, and the final locations of piping, equipment, electrical conduits, manholes, and pull boxes.
4. Identify location of spare conduits including beginning, ending, and routing through pull boxes and manholes. Record spare conductors, including number and size, within spare conduits and filled conduits.
5. Provide schedules, lists, layout drawings, and wiring diagrams.
6. Make annotations in electronic format or hard copy format with erasable colored pencil conforming to the following color code:
Additions: Red
Deletions: Green
Comments Blue
Dimensions: Graphite
B. Maintain documents separate from those used for construction:
1. Label documents "RECORD DOCUMENTS."
C. Keep documents current:
1. Record required information at the time the material and equipment is installed and before permanently concealing.
2. Engineer will review Record Documents weekly to ascertain that changes have been recorded.
D. Affix civil engineer's or professional land surveyor's signature and registration number to Record Drawings to certify accuracy of information shown.
E. Deliver Record Documents with transmittal letter containing date, Project title, Contractor's name and address, list of documents, and signature of Contractor.
F. Record Documents will be reviewed monthly to determine the percent complete for the monthly pay application.
Closeout Procedures
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01770 (BidSet) G. Updated Record Documents are a condition for Engineer’s recommendation for progress payment.
H. Final Schedule Submittal as specified in Section 01321 - Schedules and Reports.
1.11 MAINTENANCE SERVICE
A. Maintenance service as specified in technical specifications.
1.12 COMPLETION
A. When Contractor considers the Work is complete, submit written certification that:
1. Work has been completed in accordance with the Contract Documents.
2. Punch list items have been completed or corrected.
3. Work is ready for final inspection.
B. Engineer will make an inspection to verify the status of completion with reasonable promptness.
C. Should the Engineer consider that the Work is incomplete or defective:
1. Engineer will promptly notify the Contractor in writing, listing the incomplete or defective work.
2. Contractor shall take immediate steps to remedy the stated deficiencies and send a second written certification to the Engineer that the Work is complete.
3. Engineer shall re-inspect the Work.
1.13 FINAL ADJUSTMENT OF ACCOUNTS
A. Submit a final statement of accounting to the Engineer at least 7 days prior to final Application for Payment.
B. Statement shall reflect all adjustments to the Contract amount.
1. The original Contract amount.
2. Additions and deductions resulting from:
a. Change Orders.
b. Units installed and unit prices.
c. Set-offs for uncorrected or incomplete Work.
d. Set-offs for liquidated damages.
e. Set-offs for reinspection payments.
f. Extended engineering and/or inspection services and inspection overtime. g. Excessive shop drawings review cost by the Engineer. h. Other adjustments.
3. Total Contract amount, as adjusted.
4. Previous payments.
5. Remaining payment due.
C. Engineer will prepare a final Change Order reflecting approved adjustments to the Contract amount which were not previously made by Change Orders.
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1.14 FINAL APPLICATION FOR PAYMENT
A. Contractor shall submit the final Application for Payment reflecting the agreed upon information provided in the final statement of accounting.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION (NOT USED)
END OF SECTION
Operation and Maintenance Manuals
01782-1 201631 September 2025
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OPERATION AND MAINTENANCE MANUALS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Preparation and submittal of manual with requirements to operate and maintain the equipment.
1.02 PREPARATION
A. General requirements:
1. Provide dimensions in English units.
2. Assemble material, where possible, in the same order within each volume.
3. Reduce drawings and diagrams to 8 1/2- by 11-inch size, if possible unless otherwise specified.
4. Complete forms on computer, handwriting not acceptable.
5. Delete items or options not provided in the supplied equipment or system.
6. Provide package control system annotated ladder logic for PLC, if applicable.
B. Hard copy requirements:
1. Binders: 3-ring with rigid covers.
a. Break into separate binders as needed to accommodate large size.
2. Utilize numbered tab sheets to organize information.
3. Provide original and clear text on reproducible non-colored paper, 8 1/2- by 11-inch size, 24 pound paper.
4. Drawings larger than 8 1/2- by 11-inch:
a. Fold drawings separately and place in envelope bound into the manual. b. Label each drawing envelope on the outside regarding contents.
5. Submit 3 copies.
C. Electronic requirements:
1. File format:
a. Entire manual in PDF format.
1) Include text and drawing information.
2) Provide a single PDF file even if the hard copy version is broken into separate binders due to being large.
3) Create PDF from the native format of the document (Microsoft Word, graphics programs, drawing programs, etc.).
a) If material is not available in native format and only available in paper format, remove smudges, fingerprints, and other
extraneous marks before scanning to PDF format.
b) Hard copy record drawing requirements:
(1) Provide a single multipage PDF file of each set of the scanned drawings.
(2) Page 1 shall be the cover of the drawing set.
Operation and Maintenance Manuals
01782-2 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01782 (BidSet) c) At file opening, display the entire cover.
(1) Scan drawings at 200 to 300 dots per inch (DPI), black and white, Group IV Compression, unless otherwise specified. (2) Scan drawings with photos in the background at 400 dots per inch (DPI), black and white, Group IV Compression.
4) Pagination and appearance to match hard copy.
5) Searchable.
6) Scanned images are not acceptable.
7) Bookmarks:
a) Bookmarks shall match the table of contents.
b) Bookmark each section (tab) and heading.
c) Drawings: Bookmark at a minimum, each discipline, area designation, or appropriate division.
d) At file opening, display all levels of bookmarks as expanded. 8) Thumbnails optimized for fast web viewing.
b. Drawing requirements:
1) Provide additional copy of drawings in most current version of AutoCAD format.
2) Drawings shall have a white background.
3) Drawing shapes shall not degrade when closely zoomed. 4) Screening effects intended to de-emphasize detail in a drawing must be preserved.
5) Delete items or options not provided in the supplied equipment or system.
2. Media:
a. USB flash drive.
b. Secure File Transfer Protocol (SFTP).
3. Label media with the following information:
a. Operation and Maintenance Manual.
b. Equipment name.
c. Specification Section Number.
d. Equipment tag number.
e. City’s name.
f. Project number and name.
g. Date.
4. If multiple submittals are made together, each submittal must have its own subdirectory that is named and numbered based on the submittal number.
1.03 CONTENTS
A. Table of Contents: General description of information provided within each tab section.
B. Complete Attachment A - Equipment Summary Form.
C. Description of system and components.
D. Description of equipment function, normal operating characteristics, and limiting conditions.
E. Online resources.
Operation and Maintenance Manuals
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01782 (BidSet) F. Telephone resources.
G. Approved submittals.
1. Markup with any field changes.
2. Final programming.
H. Start-up procedures: Recommendations for installation, adjustment, calibration, and troubleshooting.
I. Operating procedures:
1. Step-by-step instructions including but not limited to the following:
a. Safety precautions and applicable Safety Data Sheets. b. Guidelines.
c. Other information as needed for safe system operation and maintenance.
J. Preventative maintenance procedures:
1. Recommended steps and schedules for maintaining equipment.
2. Troubleshooting.
K. Lubrication information: Required lubricants and lubrication schedules.
L. Overhaul instructions: Directions for disassembly, inspection, repair and reassembly of the equipment; safety precautions; and recommended tolerances, critical bolt torques, and special tools that are required.
M. Manufacturer's technical reference manuals.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION (NOT USED)
END OF SECTION
Operation and Maintenance Manuals
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ATTACHMENT A - EQUIPMENT SUMMARY FORM
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EQUIPMENT SUMMARY FORM
1. EQUIPMENT ITEM
2. MANUFACTURER
3. EQUIPMENT TAG NUMBER(S)
4. LOCATION OF EQUIPMENT
5. WEIGHT OF INDIVIDUAL COMPONENTS (OVER 100 POUNDS)
6. NAMEPLATE DATA -
Horsepower
Amperage
Voltage
Service Factor (S.F.)
Speed
ENC Type
Capacity
Other
7. MANUFACTURER'S LOCAL REPRESENTATIVE
Name
Address
Telephone Number
8. MAINTENANCE REQUIREMENTS:
Maintenance
Operation Frequency
Lubricant (if
applicable) Comments
(List each operation
required. Refer to
specific information in
Manufacturer’s
Manual, if applicable)
(List required
frequency of each
maintenance
operation)
(Refer by symbol to
lubricant list as
required)
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9. LUBRICANT LIST:
Reference
Symbol Conoco Phillips Exxon/Mobil BP/Amoco Other (List) (Symbols used in
Item 7 above)
(List equivalent lubricants, as distributed by each manufacturer for the specific use recommended)
10. SPARE PARTS (recommendations)
11. COMMENTS
12. GENERAL INFORMATION:
Date Accepted*:
Expected Life*:
Project Name &
Number:
Design Engineer:
13. WARRANTY:
Start Date:
Expiration Date:
Prorated:
Warranties and Bonds
01783-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01783 (BidSet) SECTION 01783
WARRANTIES AND BONDS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Warranty and bonds requirements.
1.02 SUBMITTALS
A. For each item of material or equipment furnished under the Contract:
1. Submit manufacturer's warranty prior to fabrication and shipment of the item from the manufacturer's facility.
2. Submit manufacturer's special warranty when specified.
B. Provide consolidated warranties and bonds prior to Completion.
1. Contents:
a. Organize warranty and bond documents:
1) Include Table of Contents organized by Specification Section number and the name of the product or work item.
b. Include each required warranty and bond in proper form, with full information, certified by manufacturer as required, and properly executed by Contractor, or subcontractor, supplier, or manufacturer. c. Provide name, address, phone number, and point of contact of manufacturer, supplier, and installer, as applicable.
2. Hardcopy format:
a. Submit 3 copies.
b. Assemble in 3 D-side ring binders with durable cover. c. Identify each binder on the front and spine with typed or printed title “Warranties and Bonds”; Project Name or Title, and the Name Address and Telephone Number of the Contractor.
3. Electronic copy in PDF format:
a. Submit 1 copy.
1.03 CITY’S RIGHTS
A. City reserves the right to reject warranties.
B. City reserves the right to refuse to accept Work for the project if the required warranties have not been provided.
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1.04 RELATIONSHIP TO GENERAL WARRANTY AND CORRECTION PERIOD A. Warranties specified for materials and equipment shall be in addition to, and run concurrent with, both Contractor's general warranty and the correction period requirements.
B. Disclaimers and limitations in specific materials and equipment warranties do not limit Contractor's general warranty, nor does such affect or limit Contractor's performance obligations under the correction period.
1.05 MANUFACTURER'S 1 YEAR WARRANTY MINIMUM REQUIREMENTS A. Written warranty issued by item's manufacturer.
B. Project-specific information, properly executed by product manufacturer, and expressly states that its provisions are for the benefit of the Contractor.
C. Covers all costs associated with the correction of the defect, including but not limited to removal of defective parts, new parts, labor, and shipping.
D. Provides a timely response to correct the defect.
1. Manufacturer shall provide, in a timely fashion, temporary equipment as necessary to replace warranted items requiring repair or replacement, when warranted items are in use and are critical to the utility process function, as defined by City.
E. Warranty commence running on the date of Completion.
1. For items of Work for which acceptance is delayed beyond Date of Completion, submit warranty within 10 calendar days after acceptance, listing date of acceptance as beginning of warranty period.
F. Duration of Warranty: 1 year.
1.06 MANUFACTURER'S SPECIAL WARRANTY
A. Manufacturer's special warranty is a written warranty published by the manufacturer which includes the requirements as specified in the Technical Section.
1. Project-specific information and requirements.
2. Properly executed by product manufacturer.
3. Expressly states that its provisions are for the benefit of the Contractor or City.
4. Manufacturer's special warranties commence on the date that the associated item is certified by Engineer as complete.
1.07 WARRANTY WORK
A. Contractor's responsibilities:
1. Manufacturer's disclaimers and limitations on product warranties do not relieve the Contractor of the warranty on the work that incorporates the product, nor does it relieve suppliers, manufacturers, and subcontractors required to countersign special warranties with Contractor.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01783 (BidSet) B. Replacement cost:
1. Upon determination that work covered by warranty has failed, replace or rebuild the work to an acceptable condition complying with requirement of the Contract Documents.
a. Contractor is responsible for the cost of replacing or rebuilding defective work regardless of whether City has benefited from the use of the work through a portion of its anticipated useful service life.
C. Related damages and losses:
1. When correcting warranted work that has failed, remove and replace other work that has been damaged as a result of such failure or that must be removed and replaced to provide access for correction of warranted work.
D. City's recourse:
1. Written warranties are in addition to implied warranties, and shall not limit the duties, obligations, rights, and remedies otherwise available under the law, nor shall warranty periods be interpreted as limitation on time in which City can enforce such other duties, obligations, rights, or remedies.
E. Reinstatement of warranty:
1. When work covered by a warranty has failed and has been corrected by replacement or rebuilding, reinstate the warranty by written endorsement. a. The reinstated warranty shall be equal to the original warranty with an equitable adjustment for depreciation.
1.08 IMPLIED WARRANTIES
A. Warranty of title and intellectual rights:
1. Except as may be otherwise indicated in the Contract Documents, implied warranty of title required by Laws and Regulations is applicable to the Work and to materials and equipment incorporated therein.
2. Provisions on intellectual rights, including patent fees and royalties, are in the General Conditions, as may be modified by the Supplementary Conditions.
B. Implied warranties: Duration in accordance with Laws and Regulations.
1.09 BONDS
A. Equipment bond and other bond requirements as specified in the Technical Sections.
B. Bonds commence running on the date of Completion.
1. For items of Work for which acceptance is delayed beyond Date of Completion, submit warranty within 10 calendar days after acceptance, listing date of acceptance as beginning of bond period.
Warranties and Bonds
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PART 3 EXECUTION (NOT USED)
END OF SECTION
Design Criteria
01850-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01850 (BidSet) SECTION 01850
DESIGN CRITERIA
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Design criteria for use in the selection of equipment and appurtenances specified in Technical Sections of these Specifications and indicated on the Drawings.
2. Criteria for design of systems, components and equipment fabricated off site and shipped to the Work for installation.
3. Criteria for design of anchors to connect equipment and appurtenances to supports and structures.
B. The criteria in this Section apply throughout the Work, unless additional criteria, or more restrictive criteria, are indicated.
1. Additional criteria and requirements relevant to specific locations, specific materials, and specific equipment are indicated on the Drawings, and in the Technical Sections.
1.02 REFERENCES
A. American Society of Civil Engineers (ASCE):
1. 7-16 - Minimum Design Loads and Associated Criteria for Buildings and Other Structures. (ASCE 7).
B. American Society of Heating, Refrigeration and Air Conditioning Engineers (ASHRAE):
1. ASHRAE Fundamentals Handbook.
C. International Code Council (ICC):
1. International Energy Conservation Code (IECC).
2. International Plumbing Code (IPC).
D. Sheet Metal and Air Conditioning Contractor’s National Association (SMACNA):
1. Seismic Restraint Manual: Guidelines for Mechanical Systems, 3rd edition - 2008.
PART 2 PRODUCTS
2.01 DESIGN CRITERIA - SITE INFORMATION
A. Site name: Skyview Reservoir.
1. Street Address: As specified in Section 01110 - Summary of Work. a. Coordinates (approximate): Latitude 38° 7’ 11” N;
Longitude 122° 13’ 13” W.
Design Criteria
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2. Site elevation (approximate):
a. 260 feet (City of Vallejo datum).
3. Groundwater elevation:
a. See project geotechnical data references in Section A - Special Provisions for additional information.
b. For design of buried and partially buried construction:
1) Groundwater is expected to be below the level of construction on the Skyview Reservoir 2 site.
2) Assume the groundwater level is 3 feet below existing surface grade for Goheen Circle water main improvements.
2.02 DESIGN CRITERIA - REGULATORY REQUIREMENTS
A. Requirements of authorities having jurisdiction over the project are included in Section 01410 - Regulatory Requirements.
2.03 DESIGN CRITERIA - OPERATING ENVIRONMENT
A. The Drawings and Technical Sections include additional criteria and requirements relevant to specific locations, materials, and equipment.
2.04 DESIGN CRITERIA - STRUCTURAL
A. General:
1. Criteria for structural design of:
a. Equipment at locations subject to seismic events.
b. Equipment exposed to outdoor environments.
c. Equipment supports and bracing, and anchorage of such items to building and non-building structures.
d. Structures provided for the Work through Delegated Design. e. Manufactured and prefabricated structures, and anchorage of such structures to foundations or other supporting elements.
2. Structural design criteria used by the engineer of record and required by the building code to be indicated on the Drawings, are included on the Contract Drawing titled "General Structural Notes."
B. Delegated Design:
1. As specified in Section 01357 - Delegated Design Procedures.
2. Structural engineering design shall be performed by a Civil or Structural Engineer licensed in the State of California.
C. Structure risk category:
1. Develop design loads and provide detailing in accordance with the provisions of ASCE 7 and the building code specified in Section 01410 - Regulatory Requirements, based on the Structure Risk Category III.
D. Seismic loads:
1. Seismic design parameters: Design spectral response acceleration:
a. From Attachment A - Site Specific Response Spectra (included at the end of this Section) obtain maximum spectral acceleration, for any period within the range from 0.2 to 5 seconds, Sa.
Design Criteria
01850-3 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01850 (BidSet) b. Short period spectral response parameter, SDS: Design using the greater of the following:
1) 90 percent of the maximum spectral acceleration, Sa, determined as described in the preceding paragraph.
2) 80 percent of the value of SDS determined in accordance with Chapter 11 of ASCE 7.
3) 1.673 g.
c. One-second spectral response parameter, SD1: Design using the greater of the following:
1) The maximum value of the product of the structure period, T and Sa, determined as described in the preceding paragraph.
2) 80 percent of the value of SD1 determined in accordance with Chapter 11 of ASCE 7.
3) 0.799 g.
2. Structures - General:
a. Seismic Design Category (SDC): D.
b. Structure response modification coefficient, R:
1) In accordance with ASCE 7, and the requirements of the Technical Sections.
3. Structures - Tanks and vessels.
a. Includes: Tank structures, tank supports, and anchorage to structures or foundations:
b. Liquid storage structures (e.g.: basins and tanks).
1) Include impulsive and convective (“sloshing”) effects. 2) Component response modification factor - impulsive effects, Ri: In accordance with ASCE 7, Table 15.4-2.
3) Component response modification factor - convective effects, Rc = 1.0.
c. Dry material storage structures (e.g.: silos, hoppers):
1) Include effects of stored materials.
2) Component response modification factor - impulsive effects, Ri: In accordance with ASCE 7, Table 15.4-2.
4. Non-structural components - General:
a. Includes:
1) Mechanical and electrical equipment; anchorage of equipment to structures or supports; design of supports; and anchorage of supports to structures or foundations.
2) Distribution systems associated with mechanical and electrical equipment such as piping, ductwork, conduits, cable trays, raceways, bus ducts, and similar items; anchorage of such systems to supports and structures; and bracing or such systems.
b. Seismic design requirements for non-structural components are based on the Seismic Design Category (SDC) of the structure or facility where the equipment is installed.
c. Design components, component anchorage, and component connections to piping and utilities in accordance with the requirements of ASCE 7, Table 13.2-1.
Design Criteria
01850-4 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01850 (BidSet) d. Component amplification factor (ap), response factor (Rp), and overstrength factor for anchorage to concrete (Ωo):
1) Mechanical and electrical components and systems: In accordance with ASCE 7, Table 13.6-1, unless otherwise indicated in the Technical Sections for these items.
2) Architectural components and systems: In accordance with ASCE 7, Table 13.6-1, unless otherwise indicated in the Technical Sections for these items.
e. Component importance factor, Ip:
1) In accordance with the following Table: Component Importance Factor for seismic design, Ip.
2) For items not listed in Table: Component Importance Factor for seismic design, Ip, designate importance factor in accordance with the provisions of ASCE 7, Chapter 13 and submit to Engineer for review prior to developing calculations and details related to that component.
Table: Component Importance Factor for seismic design, Ip Structure Seismic
Design Category Components Ip
All Electrical: Items and distribution system components specified in Division 16 - Electrical. 1.5
All
Process Control and Instrumentation Systems: Components and distribution systems specified in Division 17 -
Instrumentation and Controls
1.5 All Fire protection: Components and distribution systems. 1.5 All
Conveyance and distribution systems and supports for toxic, highly toxic, hazardous, or explosive substances as specified in Divisions 6 through 15.
1.5 All Conveying equipment: Items specified in Division 14. 1.5 All Equipment and components specified in Divisions 11 through 15, except HVAC and plumbing components listed below. 1.5 All Plumbing equipment as specified. 1.0
All HVAC equipment. 1.0
All Other equipment not listed above. 1.0
5. Non-structural components: HVAC ductwork.
a. Component importance factor, Ip: Determine in accordance with ASCE 7, Section 15.4.1.1.
b. Seismic design category:
1) See Table: Component Importance Factor for seismic design, Ip (preceding).
Design Criteria
01850-5 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01850 (BidSet) c. SMACNA seismic hazard level.
1) Seismic hazard level for design of heating, ventilating, and air conditioning ductwork, supports and equipment in accordance with SMACNA Seismic Restraint Manual:
a) SMACNA Seismic hazard level = A.
E. Wind loads:
1. Design structures and non-structural components that are exposed to wind to withstand design wind loads.
a. Reduction of wind loads based on shielding effects of surrounding structures or components is not allowed.
b. Design for wind loading is not required for non-structural components and for non-building structures located inside enclosed buildings.
2. Design parameters:
a. Basic wind speed:
1) 99 miles per hour (33 feet, 3 second gust).
b. Exposure category: C.
c. Topographic factor, Kzt: 1.0.
F. Rainfall loads:
1. Determine rainfall loads using rainfall intensity specified herein, and including effects of exposed surface slope, height above surface to discharge elevation, and deflection of ponded surfaces.
G. Operational loads:
1. Loads may include equipment vibration, torque, thermal effects, effects of internal contents (weight and sloshing), surge or "water hammer," and other load conditions.
2. Design for loads indicated by equipment manufacturer.
3. Design for loads indicated in the Technical Sections for equipment and appurtenances.
PART 3 EXECUTION
3.01 GENERAL
A. Design approach and criteria in accordance with:
1. Regulatory requirements, including but not limited to the building code specified in Section 01410 - Regulatory Requirements.
2. Reference standards and project-specific design criteria listed in this Section.
3. Specific requirements for individual elements and components of the Work as specified in subsequent Technical Sections.
B. In the event of conflicts between design criteria, contact Engineer for interpretation.
C. Where City or Engineer-delegated design is required by the Specifications, prepare and submit designs as specified in Section 01357 - Delegated Design Procedures.
Design Criteria
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3.02 DELEGATED DESIGN:
A. Where delegated design is required by the Technical Sections, prepare and submit designs as specified in Section 01357 - Delegated Design Procedures.
B. Calculations:
1. Where submittal of calculations is required:
a. Provide complete calculations, including sketches to illustrate the design concepts being evaluated, and details to fully describe proposed construction.
2. Requirements for seismic design calculations will be waived for the following:
a. Furniture and storage racks 6 feet in height or less. b. Moveable equipment.
c. Mechanical and electrical equipment and components located in structures designated as Seismic Design Category A or B. d. Mechanical and electrical equipment and components located in structures designated as Seismic Design Category C and where the component importance factor, Ip, is equal to 1.0.
3. Requirements for wind design calculations will be waived for the following:
a. Equipment and components located inside structures, and away from the effects of wind loads.
C. Shop drawings:
1. Shop drawings describing components and manufacturer's requirements for connections.
a. Include details for connections of components to structures and supports. b. Include details for anchoring bracing to structures where required.
3.03 DESIGN - ANCHORS FOR EQUIPMENT, COMPONENTS, AND BRACING A. General:
1. Engineer's approval of anchor designs is required before placement of construction that supports or provides bracing for anchored equipment and components.
a. Prepare anchor designs after Engineer's approval of the products and layout, and before placement of concrete or masonry that supports them.
2. Adjust equipment pad sizes and add additional anchor confinement reinforcing to provide required strength at anchorage points between equipment and pad, and between pad and structure.
3. Supports and bracing:
a. Design and install braces and anchors to transfer forces from equipment and components to the lateral force resisting system of the surrounding structure.
b. Anchor and brace piping, ductwork, and electrical distribution components so that lateral or vertical displacement does not result in damage to or failure of essential architectural, mechanical, or electrical equipment. 1) Provide supplementary framing where required to transfer forces. 2) Detail and locate braces and anchors to minimize differential movements between components and structure.
Design Criteria
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01850 (BidSet) B. Preparation:
1. Obtain manufacturer's information:
a. Weight and dimensions of components.
b. Layout and location of anchors that connect to equipment base plates, sole plates, skids, or pads.
c. Sizes of holes for anchors that will be provided in equipment bases or support frames.
C. Analysis and design:
1. Perform and submit calculations to determine anchor designs at locations where equipment and equipment supports are connected to the supporting structure.
a. Indicate number, size, type, and material for anchors.
2. In determining forces at locations where equipment is anchored to structures, include effects of:
a. Equipment self-weight and operating weight.
b. Location of equipment center of mass.
c. Forces from equipment operation including, but not limited to:
1) Effects of internal contents including weight and sloshing. 2) Effects of thrust, surge, and water hammer where specified. 3) Equipment reactions and operating torque.
4) Equipment vibration.
5) Thermal effects from equipment and from distribution systems connected to the equipment (piping, ducts, and electrical). 6) Other load or displacement inducing conditions.
d. Forces on equipment from loads specified in this Section. 1) Include effects of wind, snow, and icing loads where applicable. 2) Design for load combinations indicated in ASCE 7, unless otherwise specified or indicated on the Drawings.
3) Seismic and wind loads: For equipment and tanks with weight that varies based on the volume of contained material, determine anchor forces to accommodate the full range of filled, partially filled, and empty conditions.
3. Determine forces and overturning moments at equipment supports and at locations where supports are anchored to structures.
a. Indicate shear force and associated axial force at each anchor.
4. Do not use friction to resist sliding resulting from seismic or wind forces. a. Resist sliding only by direct application of sliding loads to fasteners as bearing, shear, tension, or compression forces.
5. Using combined shears and axial forces at each anchor, design anchors and anchor groups for ductile failure.
a. Ductile failure: Anchor yield before failure of base material, typically concrete or masonry, at the anchor.
6. Anchor selection:
a. Provide anchors type indicated on the Drawings.
b. Where anchors are not specifically indicated on the Drawings, select in accordance with the following:
1) Anchors that resist seismic and wind forces:
a) Cast-in-place forged hex-head anchor bolt.
2) Anchors loaded in sustained tension:
a) Cast-in-place forged hex-head anchor bolt.
Design Criteria
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/01850 (BidSet) 3) Anchors for reciprocating, vibrating, and rotating equipment:
a) Cast-in-place forged hex-head anchor bolt.
c. Do not use post-installed anchors, mechanical or adhesive, unless:
1) Post-installed anchors are indicated on the Drawings. 2) Post-installed are approved by Engineer prior to placement of the surrounding concrete or masonry.
d. Anchor diameter:
1) Select diameter so that hole in base plate is not greater than 125 percent of the nominal diameter of the anchor, nor greater than the diameter of the anchor plus 1/4 inch.
7. Determine number, size, layout, and minimum effective embedment for anchors.
a. Layout includes anchor spacing and required distance(s) from anchor to edge(s) of supporting concrete or masonry.
b. Anchors in concrete: Design based on minimum specified 28-day compressive strength, f'c, as follows, unless otherwise indicated on the Drawings for the Work area:
1) Concrete placed for this Work: f'c = 4000 pounds per square inch.
8. Prepare drawings showing construction details of anchor designs.
9. Submit design calculations and drawings prior to placement of anchors, and of the structural elements to which they will connect.
END OF SECTION
Design Criteria
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ATTACHMENT A - SITE-SPECIFIC RESPONSE SPECTRA
Project No.: E9149-04-03
Checked by: JTA
DESIGN RESPONSE SPECTRUM Skyview Reservoir Replacement
Vallejo, California
May 23 Figure C1
0.01 0.1
1 10
0.01 0.1 1 10
Spectral Acceleration, g's
Period, s
Deterministic Scenario 1: Green Valley
Deterministic Scenario 2: West Napa
Deterministic Scenario 3: Hayward: RC+HN+HS+HE
0.01 0.1
1 10
0.01 0.1 1 10
Spectral Acceleration, g's
Period, s
Maximum Rotated Component, Risk‐Targeted MCER
Probabilistic, Risk‐Targeted MCER
Probabilistic, Uniform‐Hazard MCE
Project No.: E9149-04-03
DESIGN RESPONSE SPECTRUM Skyview Reservoir Replacement
Vallejo, California
Checked by: JTA May 23 Figure C2
0.01 0.1
1 10
0.01 0.1 1 10
Spectral Acceleration, g's
Period, s
Maximum Rotated Component, Risk‐Targeted MCER
84th Percentile, Maximum Rotated Component
Deterministic Spectrum
0.01 0.1
1 10
0.01 0.1 1 10
Spectral Acceleration, g's
Period, s
Site‐Specific, MCE Response Spectrum
Site‐Specific, Design Response Spectrum
80% modified General Response Spectrum
SMS = g SM1 = g SD1 = g SDS = g
Spectral acceleration values reported in units of "g". "--" Indicates that spectral period was not used at that calculation step Project No.: E9149-04-03
0.030
-- -- -- 0.027
-- -- 0.020
1.26 0.081
--
--
--
--
--
--
--
--
--
--
0.112
2.284
2.190
2.017
1.519
1.199
0.784
0.573
0.373
0.273
1.039
1.039
0.896
0.597
0.448
0.299
0.224
0.149
15.00 -- 0.018
0.273 0.302 0.182
0.249
1.26 7.50
10.00 11.00
12.00 13.00
0.110
0.071
--
--
--
14.00 -- --
1.23 --
1.23 1.24
1.24 1.24
1.24 1.25 0.373
2.017
1.519
1.199
2.284
--
2.806
--
2.506
1.944
1.539
0.995
0.709
0.447
1.523
1.460
1.345
1.012
0.799
0.523
0.382
0.923
--
0.925
0.916
0.913
0.913
0.918
0.916
0.916
1.857
--
1.640
1.225
0.967
0.633
0.462
0.298
0.216
2.011
--
1.773
1.337
1.059
0.693
0.503
0.326
0.236
0.40 0.43
0.50 0.75
1.00 1.50
2.00 3.00
4.00 MRC, RiskTargeted
Probabilistic
1.093
84th
Percentile,
Deterministic
1.246
1.274
2.789
2.755
Site-Specific
Maximum
Considered
Earthquake
1.093
1.111
1.205
1.515
1.942
2.085
2.247
2.628
Site-Specific
Design
Earthquake
0.728
80% Modified
General
Response
Spectrum
0.488
--
2.336
2.768
3.026
DESIGN RESPONSE SPECTRUM Skyview Reservoir Replacement
Vallejo, California
Checked by: JTA May 23 Figure C3
0.929
0.925
1.19 1.19
1.19 1.19
--
1.19 0.938
0.932
0.936
--
0.933
0.933
0.932
1.20 1.21
1.22 0.30
0.20 0.25
0.10 0.15
0.08 0.09
0.03 0.05
0.02 Spectral
Period
(seconds)
0.01 Probabilistic
UniformHazard
0.985
RiskTargeted,
Probabilistic
2.347
2.473
2.430
0.918
Risk Factor,
Cr
0.933
0.933
MaximumRotated
Component
Scale Factor
1.19 2.308
0.934
1.013
1.273
1.632
1.000
1.080
1.367
1.743
--
2.023
--
1.889
2.190
2.305
2.258
2.135
1.836
1.22 1.111
1.205
1.515
1.942
--
2.247
2.628
2.789
2.755
2.604
1.859
1.498
1.736 2.604
0.784
0.573
1.039
0.560
0.632
0.777
0.957
1.039
1.039
1.039
1.039
3.159 1.039
3.056
0.741
0.803
1.010
1.295
1.390
1.664
2.050
1.752
1.367
5.00 0.185 0.168 0.908 1.26 0.212 0.216 0.141 0.090 0.212
1.199
0.067
0.039
0.032
0.027
0.023
0.060
0.036
0.030
0.025
0.021
0.018
0.016
2.510 0.799 1.673
0.101
0.058
0.048
0.041
0.035
0.100 0.905 1.26 0.126 0.101
0.064
--
--
--
0.901
--
--
--
0.058
--
--
--
Reference: ASCE 7‐05 21.4 DESIGN ACCELERATION PARAMETERS: Where the site‐specific procedure is used to determine the design ground motion in accordance with Section 21.3, the parameter SDS shall be taken as the maximum spectral acceleration, Sa, obtained from the site‐specific spectra at a period of 0.2 s, except that it shall not be taken less than 90 percent of the peak spectral acceleration, Sa, at any period larger than 0.2 s. The parameter SD1 shall be taken as the greater of the spectral acceleration, Sa, at a period of 1 s or two times the spectral acceleration, Sa, at a period of 2 s. The parameters SMS and SM1 shall be taken as 1.5 times SDS and SD1, respectively. The values so obtained shall not be less than 80% of the values determined in accordance with Section 11.4.3 for SMS and SM1 and Section 11.4.4 for SDS and SD1.
Common Work Results for General Piping
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COMMON WORK RESULTS FOR GENERAL PIPING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Basic materials and methods for metallic and plastic piping systems.
1.02 REFERENCES
A. American Society of Mechanical Engineers (ASME):
1. B16.5 - Pipe Flanges and Flanged Fittings: NPS 1/2 Through 24.
2. B16.47 - Large Diameter Steel Flanges: NPS 26 Through NPS 60 Metric/Inch Standard.
B. American Water Work Association (AWWA):
1. C11 - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe.
2. C105 - Polyethylene Encasement for Ductile-Iron Pipe Systems.
3. C151 - Ductile-Iron Pipe, Centrifugally Cast.
4. C207 - Standard for Steel Pipe Flanges for Waterworks Services-Size 4 In.
Through 144 In.
5. C230 - Stainless-Steel Full-Encirclement Repair and Service Connection Clamps for 2 in. Through 12 in. Pipe.
C. ASTM International (ASTM):
1. A74 - Standard Specification for Cast Iron Soil Pipe and Fittings.
2. A193 - Standard Specification for Alloy-Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and Other Special Purpose Applications.
3. A194 - Standard Specification for Carbon Steel, Alloy Steel, and Stainless Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both.
4. A307 - Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60,000 PSI Tensile Strength.
5. A536 - Standard Specification for Ductile Iron Castings.
6. A563 - Standard Specification for Carbon and Alloy Steel Nuts.
7. B88 - Standard Specification for Seamless Copper Water Tube.
8. D2000 - Standard Classification System for Rubber Products in Automotive Applications.
9. D2513 - Standard Specification for Polyethylene (PE) Gas Pressure Pipe, Tubing and Fittings.
10. F37 - Standard Test Methods for Sealability of Gasket Materials.
11. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.
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12. F594 - Standard Specification for Stainless Steel Nuts.
13. F2329 - Standard Specification for Zinc Coating, Hot-Dip, Requirements of Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners.
D. NSF International (NSF):
1. 61 - Drinking Water System Components – Health. Effects.
1.03 DEFINITIONS
A. Buried Pipes: Pipes that are buried in the soil with or without a concrete pipe encasement.
B. Exposed Pipe: Pipes that are located above ground, or located inside a structure, supported by a structure, or cast into a concrete structure.
C. Pipes Adjacent to a Wet Wall: Pipe centerline within 10 inches of the wet wall.
D. Underground PIPES: Buried pipes - see A. above.
E. Underwater Pipes: Pipes below the top of walls in basins or tanks containing water.
F. Wet Wall: A wall with water on at least 1 side.
PART 2 PRODUCTS
2.01 GENERAL
A. Materials as specified in Section 01601 - Product Requirements including special requirements for materials in contact with drinking water.
2.02 LINK TYPE SEALS
A. Characteristics:
1. Modular mechanical type, consisting of interlocking neoprene or synthetic rubber links shaped to continuously fill the annular space between the pipe and wall opening.
2. Links to form a continuous rubber belt around the pipe.
3. Provide a nylon polymer pressure plate with Type 316 stainless steel hardware. Isolate pressure plate from contact with wall sleeve.
4. Hardware to be Type 316 stainless steel.
a. Provide anti-galling lubricant for threads.
B. One of the following or equal:
1. Link-Seal.
2. Pipe Linx.
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2.03 FLANGE BOLTS AND NUTS
A. General:
1. Washer:
a. Provide a washer for each nut.
b. Washer shall be of the same material as the nut.
2. Nuts: Heavy hex-head.
3. Cut and finish flange bolts to project a maximum of 1/4-inch beyond outside face of nut after assembly.
4. Tap holes for cap screws or stud bolts when used.
5. Lubricant for stainless steel bolts and nuts:
a. Chloride-free.
b. Manufacturers: One of the following or equal:
1) Huskey FG-1800 Anti-Seize.
2) Weicon Anti-Seize High-Tech.
B. For ductile iron pipe:
1. On exposed pipes with pressures equal to or less than 150 pounds per square inch gauge (psig):
a. Bolts: ASTM A307, Grade B.
b. Nuts: ASTM A563, Grade A.
c. Bolts and Nuts: Hot-dip galvanized in accordance with ASTM F2329.
2. On exposed pipes with pressures greater than 150 psig:
a. Bolts: ASTM A193, Grade B.
b. Nuts: ASTM A194, Grade 2H.
c. Bolts and nuts: Hot-dip galvanized in accordance with ASTM F2329.
3. On underwater pipes and pipes adjacent to wet walls:
a. Bolts: ASTM A193, Grade B8M.
b. Nuts: ASTM A194, Grade 8M.
2.04 MECHANICAL JOINTS BOLTS AND NUTS
A. Bolts including T-Bolts:
1. High strength low alloy steel in accordance with AWWA C111.
2. Type 304 stainless steel in accordance with ASTM F593.
3. Type 316 stainless steel in accordance with ASTM F593.
B. Heavy Hex Nuts:
1. High strength low alloy steel in accordance with AWWA C111.
2. Type 304 stainless steel in accordance with ASTM F594.
3. Type 316 stainless steel in accordance with ASTM F594.
2.05 GASKETS
A. General.
1. Gaskets shall be suitable for the specific fluids, pressure, and temperature conditions.
2. Capable of being applied on surface of piping with cavities to provide for an improved seal with the internal piping pressure.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02001 (BidSet) B. Gaskets for flanged joints in ductile iron or steel drinking water piping meeting NSF requirements:
1. Suitable for hot or cold water, pressures equal to or less than 150 pounds per square inch gauge, and temperatures equal to or less than 160 degrees Fahrenheit.
2. Material:
a. EPDM material with 80 Shore A durometer rating.
3. Manufacturers: One of the following or equal:
a. Garlock, 98206.
b. John Crane, similar product.
C. Gaskets for mechanical joints in ductile iron:
1. Certified to NSF-61 when used for potable water service.
2. SBR or NBR EPDM or Neoprene.
D. Gaskets for push-on rubber gasket joints in ductile iron:
1. Certified to NSF-61 when used for potable water service.
2. SBR or NBR EPDM or Neoprene.
2.06 REPAIR BANDS
A. Design requirements:
1. In accordance with AWWA C230.
B. Materials:
1. Shells: Type 304 stainless steel.
2. Lugs: Removable epoxy coated ductile iron in accordance with ASTM A536.
3. Bolts and nuts: 304 Stainless Steel with fluorpolymer coated nuts.
4. Gaskets: Compounded for water and sewer service.
C. Manufacturers: One of the following or equal:
1. Romac Industries, Inc.
2. Smith-Blair Inc.
PART 3 EXECUTION
3.01 INSTALLATION
A. General:
1. Piping drawings:
a. Except in details, piping is indicated diagrammatically. Not every offset and fitting, or structural difficulty that may be encountered has been indicated on the Drawings. Sizes and locations are indicated on the Drawings.
b. Perform minor modifications to piping alignment where necessary to avoid structural, mechanical, or other type of obstructions that cannot be removed or changed:
1) Modifications are intended to be of minor scope, not involving a change to the design concept or a change to the Contract Price or Contract Times.
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2. Piping alternatives:
a. Provide piping as specified in this Section, unless indicated on the Drawings or specified otherwise.
b. Alternative pipe ratings:
1) Piping with greater pressure rating than specified may be substituted in lieu of specified piping without changes to the Contract Price. 2) Piping of different material may not be substituted in lieu of specified piping.
c. Valves in piping sections: Capable of withstanding specified test pressures for piping sections and fabricated with ends to fit piping. d. Flanged joints: where 1 of the joining flanges is raised face type, provide a matching raised face type flange for the other joining flange.
3. Unless otherwise indicated on the Drawings, piping at pipe joints, fittings, couplings, and equipment shall be installed without rotation, angular deflection, vertical offset, or horizontal offset.
B. Wall and slab penetrations:
1. Provide sleeves for piping penetrations through aboveground masonry and concrete walls, floors, ceilings, roofs, unless specified or otherwise indicated on the Drawings.
2. For piping 1 inch in nominal diameter and larger, provide sleeves with minimum inside diameters of 1 inch plus outside diameter of piping. For piping smaller than 1 inch in nominal diameter, provide sleeve of minimum twice the outside diameter of piping:
a. Arrange sleeves and adjacent joints so piping can be pulled out of sleeves and replaced without disturbing the structure.
b. Cut ends of sleeves flush with surfaces of concrete, masonry, or plaster. c. Conceal ends of sleeves with escutcheons where piping runs through floors, walls, or ceilings of finished spaces within buildings. d. Seal spaces between pipes and sleeves with link-type seals when not otherwise specified or indicated on the Drawings.
3. Provide flexibility in piping connecting to structures to accommodate movement due to soil settlement and earthquakes. Provide flexibility using details indicated on the Drawings.
4. Core drilled openings:
a. Do not damage or cut existing reinforcing bars, electrical conduits, or other items embedded in the existing concrete without acceptance by Engineer.
b. Determine location of reinforcing bars or other obstructions with a non-destructive indicator device.
c. Remove dust and debris from hole using compressed air.
C. Exposed piping:
1. Install exposed piping in straight runs parallel to the axes of structures, unless otherwise indicated on the Drawings:
a. Install piping runs plumb and level, unless otherwise indicated on the Drawings:
1) Slope plumbing drain piping with a minimum of 1/4-inch per foot downward in the direction of flow.
2. Install exposed piping after installing equipment and after piping and fitting locations have been determined.
Common Work Results for General Piping
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3. Support piping: As specified in Sections 15061 - Pipe Supports:
a. Do not transfer pipe loads and strain to equipment.
4. In addition to the joints indicated on the Drawings, provide unions, flexible couplings, flanged joints, flanged coupling adapters, and other types of joints or means which are compatible with and suitable for the piping system, and necessary to allow ready assembly and disassembly of the piping.
5. Assemble piping without distortion or stresses caused by misalignment:
a. Match and properly orient flanges, unions, flexible couplings, and other connections.
b. Do not subject piping to bending or other undue stresses when fitting piping.
c. Do not correct defective orientation or alignment by distorting flanged joints or subjecting flange bolts to bending or other undue stresses. d. Flange bolts, union halves, flexible connectors, and other connection elements shall slip freely into place.
e. Alter piping assembly to fit, when proper fit is not obtained. f. Install eccentric reducers or increasers with the top horizontal for pump suction piping.
D. Buried piping:
1. Bury piping with minimum 3-foot cover without air traps, unless otherwise indicated on the Drawings.
2. Where 2 similar services run parallel to each other, piping for such services may be laid in the same trench.
a. Lay piping with sufficient room for assembly and disassembly of joints, for thrust blocks, for other structures, and to meet separation requirements of public health authorities having jurisdiction.
3. Laying piping:
a. Lay piping in finished trenches free from water or debris. Begin at the lowest point with bell ends up slope.
b. Place piping with top or bottom markings with markings in proper position. c. Lay piping on an unyielding foundation with uniform bearing under the full length of barrels.
d. Where joints require external grouting, banding, or pointing, provide space under and immediately in front of the bell end of each section laid with sufficient shape and size for grouting, banding, or pointing of joints. e. At the end of each day's construction, plug open ends of piping temporarily to prevent entrance of debris or animals.
4. Concrete encase buried pipe installed under concrete slabs or structures.
E. Venting piping under pressure:
1. Lay piping under pressure flat or at a continuous slope without air traps, unless otherwise indicated on the Drawings.
2. Install plug valves as air bleeder cocks at high points in piping. a. Provide 1-inch plug valves for water lines, and 2-inch plug valves for sewage and sludge lines, unless otherwise indicated on the Drawings.
3. Provide additional pipe taps with plug cocks and riser pipes along piping as required for venting during initial filling, disinfecting, and sampling.
4. Before piping is placed into service, close plug valves and install plugs. Protect plugs and plug valves from corrosion in as specified in Section 09960 - High-Performance Coatings.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02001 (BidSet) F. Restraining buried piping:
1. Restrain piping at valves and at fittings where piping changes direction, changes sizes, and at ends:
a. When piping is underground, use concrete thrust blocks, mechanical restraints, or push-on restraints.
b. Determine thrust forces by multiplying the nominal cross-sectional area of the piping by design test pressure of the piping.
2. Provide restraints with ample size to withstand thrust forces resulting from test pressures:
a. During testing, provide suitable temporary restraints where piping does not require permanent restraints.
3. Place concrete thrust blocks against undisturbed soil.
4. Place concrete so piping joints, fittings, and other appurtenances are accessible for assembly and disassembly.
5. Provide underground mechanical restraints where specified in the Piping Schedule.
G. Restraining above ground piping:
6. Restrain piping at valves and at fittings where piping changes direction, changes sizes, and at ends:
a. When piping is aboveground or underwater, use mechanical or structural restraints.
b. Determine thrust forces by multiplying the nominal cross-sectional area of the piping by design test pressure of the piping.
7. Provide restraints with ample size to withstand thrust forces resulting from test pressures:
a. During testing, provide suitable temporary restraints where piping does not require permanent restraints.
H. Connections to existing piping:
1. Expose existing piping to which connections are to be made with sufficient time to permit, where necessary, field adjustments in line, grade, or fittings:
a. Protect domestic water/potable water supplies from contamination:
1) Make connections between domestic water supply and other water systems in accordance with requirements of public health authorities. 2) Provide devices approved by City to prevent flow from other sources into the domestic supply system.
2. Make connections to existing piping and valves after sections of new piping to be connected have been tested and found satisfactory.
3. Provide sleeves, flanges, nipples, couplings, adapters, and other fittings needed to install or attach new fittings to existing piping and to make connections to existing piping.
4. For flanged connections, provide stainless steel bolts with isolation bushings and washers, and full-face flange gaskets.
I. Connections between ferrous and nonferrous metals:
1. Connect ferrous and nonferrous metal piping, tubing, and fittings with dielectric couplings especially designed for the prevention of chemical reactions between dissimilar metals.
2. Nonferrous metals include aluminum, copper, and copper alloys.
Common Work Results for General Piping
02001-8 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02001 (BidSet) J. Flanged connections between dissimilar metals such as ductile iron pipe and steel pipe:
1. Provide stainless steel bolts with isolation bushings and washers, and full-face flange gaskets.
3.02 CLEANING
A. Piping cleaning:
1. Upon completion of installation, clean piping interior of foreign matter and debris.
2. Perform special cleaning when required by the Contract Documents.
B. Conduct pressure and leak test, as specified.
3.03 PIPE SCHEDULE
A. As specified in Attachment A - Pipe Schedule.
END OF SECTION
ATTACHMENT A. PIPE SCHEDULE
PIPING SCHEDULE
PROCESS
ABBREV.
SERVICE EXPOSED, BURIED,
ETC
NOMINAL
DIAMETER
(INCHES)
MATERIAL WORKING
PRESSURE
OR
PRESSURE
CLASS
PIPE SPEC.
SECTION
JOINTS/
FITTINGS
TEST PRESSURE/
METHOD
(SEE NOTES FOR SPECIAL
CONDITIONS)
LINING COATING SERVICE
CONDITIONS
COMMENTS
W Potable Water Buried 14 - 24 DIP PC 200 02693 RMJ, RPO 150 PSIG / HH CM Asphalt Varnish and PEE
(V-BIO®)
PEE for pipe,
valves, and
appurtenances.
W Potable Water Exposed
(In Vault)
24 DIP PC 200 02693 FL 150 PSIG / HH CM Asphalt Varnish W Potable Water Buried 24 Steel 200 PSI 02696 WLD 150 PSIG / HH CM CM Connect to existing 24" W (PCCP)
W Potable Water Buried < 6 304SST 150 PSI 15286 RMJ, RPO 150 PSIG / HH None None W Potable Water Exposed
(In Vault)
< 6 304 SST, 316 SST
as indicated on the
Drawings
150 PSI 15286 FL 150 PSIG / HH None None
R Reservoir
(Drain/Overflow)
Exposed 6 - 24 316L SST Gravity 15286 FL GR None None
LDP Leak Detection Buried 4 Perforated
SDR 26 PVC
Gravity 02705 PO
B&SP
None None None
PD Sump Discharge
(Pressure)
Buried 2 - 3 HDPE PC 80 AWWA C901 Fusion Weld 80 PSIG / HH None None SD Storm Drain Buried 24 HDPE Gravity 02707 PO
B&SP
GR None None
ABBREVIATIONS:
1. THE FOLLOWING ABBREVIATIONS USED IN THE COLUMN OF TEST METHOD REFER TO THE RESPECTIVE METHODS AS SPECIFIED IN SECTION 02009 - PIPING SYSTEMS TESTING.
AM AIR METHOD
GR GRAVITY METHOD
HH HIGH HEAD METHOD
LH LOW HEAD METHOD
SC SPECIAL CASE
2. ABBREVIATIONS TO DESIGNATE PIPING INCLUDE THE FOLLOWING:
PC PRESSURE CLASS
SST STAINLESS STEEL
SW SOLVENT WELDED
WLD WELD
RPO RESTRAINED PUSH-ON
PTW POLYETHYLENE TAPE WRAP
PVC POLYVINYL CHLORIDE
SCH SCHEDULE, FOLLOWED BY THE DESIGNATION
SCRD SCREWED-ON
PSI POUNDS PER SQUARE INCH
PSIG POUNDS PER SQUARE INCH GAUGE
PE POLYETHYLENE
PEE POLYETHYLENE ENCASEMENT
PO PUSH-ON JOINT
NPS NOMINAL PIPE SIZE, FOLLOWED BY THE NUMBER IN INCHES
MJ MECHANICAL JOINT
B&SP BELL AND SPIGOT
CCP BAR-WRAPPED AWWA 303 CONCRETE CYLINDER PIPE
CI CAST IRON
CISP CAST IRON SOIL PIPE
CL CLASS, FOLLOWED BY THE DESIGNATION
CM CEMENT MORTAR
CTP COAL TAR PITCH
DIP DUCTILE IRON PIPING
EPP EPOXY POLYURETHANE COATING AND/OR LINING
FL FLANGE
GA GAUGE, PRECEDED BY THE DESIGNATION
GE GROOVED END JOINT
GSP GALVANIZED STEEL PIPE
Common Work Results for General Piping
Attachment - 1
c:\pw_working\carollo_200000\d0163138\
201631-10
September 2025
Pipe Identification
02003-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02003 (BidSet) SECTION 02003
PIPE IDENTIFICATION
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Pipe identification including the following:
1. Pipe identification markers, flow direction arrows, tags, and bands.
2. Underground warning tape.
1.02 REFERENCES
A. American Society of Mechanical Engineers (ASME):
1. A13.1 - Scheme for the Identification of Piping Systems.
1.03 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.
B. Submit following:
1. Product data.
2. Samples.
3. Manufacturer's installation instructions.
4. Submit following as specified in Section 01770 - Closeout Procedures:
a. Operation and Maintenance Data.
b. Warranty.
PART 2 PRODUCTS
2.01 EXPOSED AND IN-CHASE PIPE IDENTIFICATION
A. For piping with outer diameter greater than or equal to 3/4-inch, provide lettered pipe markers and flow direction arrows:
1. General requirements:
a. Pipe markers shall include the following, minimum:
1) An arrow identifying the direction of fluid flow.
b. Suitable for outdoor application from -40 degrees to 180 degrees Fahrenheit; in accordance with ASME A13.1 requirements. c. Marker height:
Outside Pipe Diameter Including Covering Marker Height
Less than 0.75 inches N/A
0.75 to 1.5 inches 1/2-inch
1.5 inches to 2 inches 3/4-inch
Pipe Identification
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02003 (BidSet) Outside Pipe Diameter Including Covering Marker Height
2.5 inches to 6 inches 1-1/4 inches
8 inches to 10 inches 2-1/2 inches
Over 10 inches 3-1/2 inches
d. Marker colors:
Marker
Color
System ID(1)
Fluid Service Text/Arrow Color Background Color
1 Flammable and oxidizing fluids Black Yellow
2 Potable, cooling, boiler feed,
and other waters
White Green
3 Compressed air White Blue
4 Fire quenching fluids White Red
5 Toxic and corrosive fluids Black Orange
6 Combustible fluids White Brown
Notes: (1) See Piping Schedule.
2. Self-adhesive type markers:
a. Manufacturers: One of the following or equal:
1) Seton, (of Brady Corporation), Opti Code Pipe Markers. 2) Marking Services, Inc.
b. Materials:
1) Self-adhesive vinyl.
3. Snap-on markers:
a. Manufacturers: One of following or equal:
1) Brady Snap-On.
2) Seton (of Brady Corporation) Setmark.
2.02 BURIED PIPELINE IDENTIFICATION
A. Underground warning tape:
1. Manufacturer: One of the following or equal:
a. Seton (of Brady Corporation).
b. T. Christy Enterprises, Inc.
2. Material:
a. Polyethylene tape for prolonged underground use.
b. Minimum tape thickness: 4 mils.
c. Overall tape width: 4 inches.
Pipe Identification
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02003 (BidSet) d. Message: “CAUTION” with the name of the service followed by “LINE BURIED BELOW.” in black lettering on colored background in accordance with approved APWA colors.
Service Color
Potable water Blue
Reclaimed water, irrigation, and slurry lines Purple
Sewers and drain lines Green
Gas, oil, steam, petroleum, chemicals, or other service Yellow e. Aluminum backing or solid aluminum core.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify satisfactory conditions of substrate for applying identification.
B. Verify that conditions are satisfactory for installation and application of products as specified in Section 01601 - Product Requirements.
3.02 PREPARATION
A. Prepare and coat piping with the coating systems defined in the Piping Schedule.
B. Prepare surface in accordance with identification product manufacturer's instructions.
3.03 EXPOSED AND IN-CHASE PIPING IDENTIFICATION
A. Identify exposed and in-chase piping with flow direction arrows and lettering (for piping with outer diameter greater than or equal to 3/4-inch) or tags (for piping with outer diameter less than 3/4-inch).
B. Provide lettering (or tags for pipes with outer diameter less than 3/4-inch) and flow direction arrows near equipment served, adjacent to valves, both sides of walls and floors where pipe passes through, at each branch or tee, and at intervals of not more than 50 feet in straight runs of pipe:
1. Label all chemical tank fill pipelines at locations that are visible from chemical fill stations.
2. Place markers on piping so they are visible from operator's position in walkway or working platform near piping. Locate markers along horizontal centerline of pipe, unless better visibility is achieved elsewhere.
3. Do not apply markers, arrows, or tags to piping that is regularly submerged.
Pipe Identification
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3.04 BURIED PIPING IDENTIFICATION
A. Underground warning tape:
1. Non-detectable warning tape:
a. Place continuous run of warning tape in pipe trench, 12 inches above the pipe.
2. Detectable warning tape:
a. Place continuous run of warning tape in pipe trench, 12 inches above the pipe or a greater height if necessary to limit the tape bury depth to 36 inches. Do not bury detectable warning tape deeper than 36 inches.
END OF SECTION
Piping Specialties
02005-1 201631 September 2025
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PIPING SPECIALTIES
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Piping specialties including:
1. Transition fittings.
2. Pipe saddles.
3. Chemical Injector/Diffuser.
1.02 REFERENCES
A. American Society of Mechanical Engineers (ASME):
1. B16.5 - Pipe Flanges and Flanged Fittings: NPS 1/2 through NPS 24.
B. American Water Works Association (AWWA):
1. C110 - Standard for Ductile-Iron and Gray-Iron Fittings.
2. C151 - Standard for Ductile-Iron Pipe, Centrifugally Cast.
C. ASTM International (ASTM):
1. A148 - Standard Specification for Steel Castings, High-Strength, for Structural Purposes.
2. A193 - Standard Specification for Alloy-Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and Other Special Purpose Applications.
3. A194 - Standard Specification for Carbon Steel, Alloy Steel, and Stainless Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both.
4. A536 - Standard Specification for Ductile Iron Castings.
D. NSF International (NSF):
1. 61 - Drinking Water System Components - Health Effects, Includes Errata.
2. 372 - Drinking Water System Components - Lead Content.
1.03 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.
B. Product data:
1. For each piping product in this Section as applicable:
a. Design features.
b. Load capacities.
c. Material designations by UNS alloy number or ASTM Specification and Grade.
d. Data needed to verify compliance with the Specifications.
Piping Specialties
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f. Clearly mark submittal information to show specific items, materials, and accessories or options being furnished.
C. Calculations:
1. Provide calculations in accordance with NSF 372 for materials in contact with drinking water.
D. Manufacturer’s Certificate of Installation and Functionality Compliance as specified in Section 01756 - Commissioning:
1. Provide as specified in this Section.
1.04 WARRANTY
A. Provide warranty as specified in Section 01783 - Warranties and Bonds.
PART 2 PRODUCTS
2.01 GENERAL
A. As specified in Section 01601 - Product Requirements.
B. Materials in contact with drinking waters: In accordance with NSF 61 and NSF 372.
2.02 TRANSITION FITTINGS
A. Manufacturers: One of the following or equal:
1. Spears.
B. Materials:
1. Slip socket: Schedule 80 PVC.
2. Collar: Type 316 stainless steel.
3. Threaded insert: Brass or Type 316 stainless steel.
2.03 PIPE SADDLES
A. For ductile iron pipe:
1. Double strap brass type.
2. Manufacturers: One of the following or equal:
a. A.Y. McDonald, Style 3825.
b. The Ford Meter Box Company, Style 202B.
c. Mueller Company, Style BR2B.
3. Materials:
a. Pipe saddle body, straps, and nuts: Brass or silicon bronze. b. Gaskets: Rubber or EPDM.
B. For PVC C900 or C905 pipe:
1. Manufacturers: One of the following or equal:
a. Smith-Blair, Inc., Style 317.
b. Romac Industries, Inc., Style 202S.
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2. Materials:
a. Pipe saddles: Ductile iron with fusion bonded epoxy finish. b. Straps, bolts, and nuts: Type 304 stainless steel with Teflon™ coating on nuts.
c. Gaskets: Rubber.
2.04 CHEMICAL INJECTOR/DIFFUSER
A. Design:
1. Chemical Injector/Diffuser:
a. Injector configuration: Single feed point into center of water main. b. Diffuser configuration: As indicated on the Drawings. c. Operating pressure 0 to 30 psi.
2. Heavy duty brass corporation stop or stainless steel ball valve:
a. Thread connection shall be NPT or AWWA inlet.
b. Corporation stop must include a safety device to prevent accidental withdrawal of Injection/Diffuser solution tube.
3. Injector/Diffuser solution tube as indicated on the Drawings. a. Tube shall extend 1/3 to 1/2 diameter of water main into center of main. b. Able to safely withdraw or insert injector/diffuser tube into center of water main while under pressure and without having to shut down the main. c. Ball check valve located on injector/diffuser solution tube. d. Stainless steel safety chain located on injector/diffuser solution tube.
B. Materials:
1. Injector/Diffuser: Compatible with chemical solution.
C. Manufacturers: The following or equal:
1. Saf-T-Flo.
2.05 SHIPPING
A. As specified in Section 01601 - Product Requirements.
PART 3 EXECUTION
3.01 GENERAL
A. As specified in Section 01601 - Product Requirements.
B. Drawings supersede conflicts with this Section.
C. Bellows type expansion joints and vibration control joints:
1. Protect joints against damage during pressure test.
3.02 INSTALLATION
A. Pipe saddles:
1. Coat threads on bolts with anti-gall coating prior to installation.
Piping Specialties
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3.03 COMMISSIONING
A. As specified in Section 01756 - Commissioning and this Section.
1. Provide Manufacturer’s Representative Onsite:
a. Installation: 1 trip/1 day each:
1) Installation consultation and advice.
2) Installation inspection.
B. Field testing:
1. As specified in Section 02001 - Common Work Results for General Piping.
2. Protect bellows type expansion joints and vibration control joints.
END OF SECTION
Pipe Couplings
02007-1 201631 September 2025
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PIPE COUPLINGS
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Pipe couplings for ductile iron piping.
2. Pipe couplings for carbon steel piping.
3. Pipe couplings for stainless steel piping.
1.02 REFERENCES
A. American National Standards Institute (ANSI).
B. American Society of Mechanical Engineers (ASME):
1. B31.1 - Power Piping.
2. B31.9 - Building Services Piping.
C. American Water Works Association (AWWA):
1. C111 - Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.
2. C207 - Standard for Steel Pipe Flanges for Waterworks Service - Sizes 4 In.
Through 144 In.
3. C213 - Standard for Fusion-Bonded Epoxy Coatings and Linings for Steel Water Pipe and Fittings.
4. C606 - Standard for Grooved and Shouldered Joints.
D. ASTM International (ASTM):
1. A36 - Standard Specification for Carbon Structural Steel.
2. A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless.
3. A193 - Standard Specification for Alloy Steel and Stainless Steel Bolting Materials for High Temperature or High Pressure Service and Other Special Purpose Applications.
4. A240 - Standard Specification for Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications.
5. A351 - Standard Specification for Castings, Austenitic, for Pressure-Containing Parts.
6. A449 - Standard Specification for Hex Cap Screws, Bolts and Studs, Steel, Heat Treated, 120/105/9 ksi Minimum Tensile Strength, General Use.
7. A536 - Standard Specification for Ductile Iron Castings.
8. A563 - Standard Specification for Carbon and Alloy Steel Nuts.
9. A576 - Standard Specification for Steel Bars, Carbon, Hot-Wrought, Special Quality.
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10. C425 - Standard Specification for Compression Joints for Vitrified Clay Pipe and Fittings.
11. C443 - Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets.
12. C564 - Standard Specification for Rubber Gasket for Cast Iron Pipe and Fittings.
13. C1173 - Standard Specification for Flexible Transition Couplings for Underground Piping Systems.
14. D1869 - Standard Specification for Rubber Rings for Asbestos-Cement Pipe.
15. D2000 - Standard Classification System for Rubber Products in Automotive Applications.
16. D5926 - Standard Specification for Poly (Vinyl Chloride) (PVC) Gaskets for Drain, Waste, and Vent (DWV), Sewer, Sanitary, and Storm Plumbing Systems.
17. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.
18. F594 - Standard Specification for Stainless Steel Nuts.
19. F3125 - Standard Specification for High Strength Structural Bolts, Steel and Alloy Steel, Heat Treated, 120 ksi and 150 ksi Minimum Tensile Strength.
E. NSF International (NSF):
1. 61 - Drinking Water System Components - Health Effects.
2. 372 - Drinking Water System Components - Lead Content.
1.03 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.
B. Product data:
1. For each product in this Section as applicable:
a. Design features.
b. Load capacities.
c. Material designations by UNS alloy number or ASTM Specification and Grade.
d. Data needed to verify compliance with the Specifications. e. Catalog data.
f. Clearly mark submittal information to show specific items, materials, and accessories or options being furnished.
C. Calculations:
1. Provide calculations in accordance with NSF 372 for materials in contact with drinking water.
1.04 WARRANTY
A. Provide warranty as specified in Section 01783 - Warranties and Bonds.
Pipe Couplings
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2.01 GENERAL
A. As specified in Section 01601 - Product Requirements:
1. Materials in contact with drinking waters: In accordance with NSF 61 and NSF 372.
B. Known acceptable manufacturers are listed by specific products.
C. Provide references as specified in this Section by specific product.
D. Manufacturer’s representatives requirements as specified in Section 01756 - Commissioning and this Section by specific product.
E. Gaskets for flexible couplings and flanged coupling adapters:
1. Provide gasket materials for piping applications as follows:
a. Low-pressure and high-pressure air, steam, hot water: EPDM. b. All other piping applications: Neoprene rubber or Buna-N.
F. Exterior coatings for underground and submerged applications:
1. Manufacturers: One of the following or equal:
a. Tapecoat Co., Inc., T.C. Mastic.
b. Kop-Coat Co., Inc., Bitumastic Number 50.
2. Thickness: Minimum 0.040 inch.
2.02 PIPE COUPLINGS FOR DUCTILE IRON PIPING
A. Dismantling joints:
1. Manufacturers: One of the following or equal:
a. Romac Ind., Inc., Style DJ400.
b. Smith-Blair, Inc., Series 975.
2. Materials:
a. Flanged spool: AWWA C207 steel pipe:
1) ASTM A53 for sizes 3 inches to 12 inches.
2) ASTM A36 for sizes 14 inches to 72 inches.
b. End ring and body:
1) For sizes 3 inches to 12 inches, ductile iron in accordance with ASTM A536.
2) For sizes 14 inches to 72 inches, steel in accordance with ASTM A36 or A53.
c. Follower ring: Ductile iron in accordance with ASTM A536. d. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
e. Tie rods: High tensile steel in accordance with ASTM A193 Grade B7.
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3. Flange design: Class D steel ring flange in accordance with AWWA C207, compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
B. Flanged coupling adapters: 12-inch size and smaller:
1. Manufacturers: One of the following or equal:
a. Dresser, Inc., Style 227.
b. Romac Ind., Inc., Style FCA501.
c. Smith-Blair, Inc., Series 912.
2. Materials:
a. Flanged body: Ductile iron in accordance with ASTM A536. b. Follower ring: Ductile iron in accordance with ASTM A536. c. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
C. Flanged coupling adapters: Greater than 12-inch size:
1. Manufacturers: One of the following or equal:
a. Dresser, Inc., Style 128-W.
b. Romac Ind., Inc., Style FC400.
c. Smith-Blair, Inc., Series 913.
2. Materials:
a. Flange and flanged body: Ductile iron or low carbon steel having a minimum yield strength of 30,000 pounds per square inch. b. Follower ring: Low carbon steel having a minimum yield strength of 30,000 pounds per square inch.
c. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
D. Flexible couplings:
1. Manufacturers: One of the following or equal:
a. Dresser, Inc., Style 253.
b. Romac Ind., Inc., Style 501.
c. Smith-Blair, Inc., Series 441.
2. Materials:
a. Center rings: Ductile iron in accordance with ASTM A536. b. Follower rings: Ductile iron in accordance with ASTM A536.
Pipe Couplings
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1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel in accordance with ASTM F593.
3. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
4. Center sleeve dimensions: Provide center sleeves with lengths in accordance with following table:
Nominal Pipe Size Sleeve Length
3 inch and smaller Manufacturer’s standard
4 inch through 8 inch 7 inches
10 inch through 14 inch 12 inches
Greater than 16 inch Use steel flexible coupling per Pipe Couplings for Steel Piping
E. Flexible couplings (Gravity Flow):
1. Manufacturers: One of the following or equal:
a. Fernco Flexible Coupling.
2. Materials:
a. In accordance with ASTM D5926, C1173 and applicable portions of ASTM C443, C425, C564, and D1869.
3. Requirements:
a. In underground and underwater installations, couplings shall be corrosion resistant or coated with a fusion applied epoxy coating in accordance with AWWA C213.
b. Bolts and hardware shall be stainless steel 18-8 type 316 epoxy coated alloy hardware.
F. Restrained flange coupling adapter:
1. Manufacturers: One of the following or equal:
a. Romac Ind., Inc., Style RFCA.
b. Star Pipe Products, 3200 StarFlange™.
2. Materials:
a. Flange and flanged body: Ductile iron in accordance with ASTM A536. b. Follower ring: Lug type restraint system.
1) Follower ring: Ductile iron in accordance with ASTM A536. 2) Restraining lugs: Ductile iron in accordance with ASTM A536. a) Designed to contact the pipe and apply forces evenly. 3) Restraining bolts:
a) Ductile iron in accordance with ASTM A536.
b) Bolt heads shall be designed to twist off when the proper torque has been applied.
c. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
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3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
5. Angular deflection: Restrained flange coupling adapter must allow angular deflection after assembly.
2.03 PIPE COUPLINGS FOR CARBON STEEL PIPING
A. Dismantling joints:
1. Manufacturers: One of the following or equal:
a. Romac Ind., Inc., Style DJ400.
b. Smith-Blair, Inc., Series 975.
2. Materials:
a. Flanged spool:
1) C207 Schedule 40 pipe in accordance with ASTM A53 for sizes 3 inches to 12 inches.
2) Steel for pipe in accordance with ASTM A36 or A53 for sizes 14 inches to 72 inches.
b. End ring and body:
1) For sizes 3 inches to 12 inches, ductile iron in accordance with ASTM A536.
2) For sizes 14 inches to 72 inches, steel in accordance with ASTM A36.
c. Follower ring: Ductile iron in accordance with ASTM A536 or steel in accordance with ASTM A36 or A576.
d. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
e. Tie rods: High tensile steel in accordance with ASTM A193 grade B7.
3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Fusion bonded epoxy certified in accordance with NSF 61.
B. Flanged coupling adapters:
1. Manufacturers: One of the following or equal:
a. Dresser, Inc., Style 128-W.
b. Romac Ind., Inc., Style FCA501 (10 inch and smaller) or Style FC400 (12 inch and larger).
c. Smith-Blair, Inc., Series 913.
2. Materials:
a. Flange and flanged body: Ductile iron or low carbon steel having a minimum yield strength of 30,000 pounds per square inch. b. Follower ring: Low carbon steel having a minimum yield strength of 30,000 pounds per square inch.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02007 (BidSet) c. Bolts and hex nuts:
1) Aboveground: High-strength, low-alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
C. Flexible couplings:
1. Manufacturers: One of the following or equal:
a. Dresser, Inc., Style 38.
b. Smith-Blair, Inc., Series 411.
c. Romac Ind., Inc., Style 511 or Style 400.
2. Materials:
a. Center sleeve and follower flanges: Ductile iron or low carbon steel having a minimum yield strength of 30,000 pounds per square inch. b. Bolts and hex nuts:
1) Aboveground: High strength, low alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
3. Coating and lining: Manufacturer’s standard fusion bonded epoxy, NSF 61 certified.
4. Center sleeve dimensions: Provide center sleeves with lengths in accordance with following table:
Nominal Pipe Diameter Sleeve Length
2-1/2 inch and smaller Manufacturer’s standard
3 inch through 6 inch 7 inch
8 inch through 14 inch 7 inch
Greater than 14 inches 10 inch
D. Restrained flange coupling adapters:
1. Manufacturers: One of the following or equal:
a. Romac Ind., Inc., Style RFCA.
b. Star Pipe Products, 3200 StarFlange™.
2. Materials:
a. Flange and flanged body: Ductile iron in accordance with ASTM A536. b. Follower ring: Lug type restraint system:
1) Follower ring: Ductile iron in accordance with ASTM A536. 2) Restraining lugs: Ductile iron in accordance with ASTM A536:
a) Designed to contact the pipe an apply forces evenly. 3) Restraining bolts: Ductile iron in accordance with ASTM A536. Bolt heads shall be designed to twist off when the proper torque has been applied.
Pipe Couplings
02007-8 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02007 (BidSet) c. Bolts and hex nuts:
1) Aboveground: High-strength, low-alloy steel in accordance with AWWA C111.
2) Buried and underwater: Type 316 stainless steel bolts in accordance with ASTM F593.
3. Flange design: Class D steel ring flange in accordance with AWWA C207 compatible with ANSI Class 125 and 150 bolt circles.
4. Coating and lining: Manufacturer’s standard fusion bonded epoxy certified in accordance with NSF 61.
2.04 PIPE COUPLINGS FOR STAINLESS STEEL PIPING
A. Flexible couplings:
1. Manufacturers: The following or equal:
a. Dresser, Inc., Style 38.
PART 3 EXECUTION
3.01 INSTALLATION
A. In underground and underwater installations, coat the exterior of coupling with a protective coating in accordance with manufacturer's instructions.
B. Joints and flexible connections shall be installed centered with no angular deflection unless otherwise indicated on the Drawings.
C. Flexible couplings and flange coupling adapters: Install with gap between pipe ends in accordance with the following table unless a greater gap is indicated on the Drawings. Maximum gap tolerance shall be within 1/8 inch:
1. Install flexible coupling with pipe gap located in middle of center sleeve.
2. Install flanged coupling adapter with end of plain end pipe in middle of flanged coupling body.
Center Ring Length Gap Dimension and Tolerance
4 inch through 6 inch 3/8 inch
7 inch 5/8 inch
10 inch and greater 7/8 inch
D. Provide harnesses (tie-downs) for flexible couplings unless otherwise indicated on the Drawings with a written note:
1. Design harnesses (tie-downs) for the test pressures as specified in the Piping Schedule in Section 02001 - Common Work Results for General Piping.
E. Bolted, split-sleeve couplings:
1. Inspect each coupling to insure that there are no damaged portions of the coupling:
a. Pay particular attention to the sealing pad/sealing plate area.
Pipe Couplings
02007-9 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02007 (BidSet) b. Before installation, thoroughly clean each coupling of any foreign substance which may have collected thereon and shall be kept clean at all time.
2. Wrenches:
a. Conform to manufacturer instructions.
b. Bolts and studs shall be tightened so as to secure a uniform gasket compression between the coupling and the body of the pipe with all bolts or studs tightened approximately the same amount.
c. Final tightening shall be done by hand (no air impact wrenches) and is complete when the coupling is in uniform contact with the outside surface of the pipe all around the circumference of the pipe.
3. No joint shall be misfit in any plane.
4. On the fixed ends of bolted, split-sleeve couplings, the shoulders shall bear on the restraint rings all around with no visible gap.
5. Ends of piping where coupler are installed shall be smooth and free of defects:
a. Remove weld splatter and grind smooth.
b. Grind pipe seam welds flush with pipe wall and smooth.
END OF SECTION
Piping Systems Testing
02009-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02009 (BidSet) SECTION 02009
PIPING SYSTEMS TESTING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Test requirements for piping systems.
1.02 REFERENCES
A. American Society of Mechanical Engineers (ASME):
1. B31.1 - Power Piping.
2. B31.3 - Process Piping.
B. Underwriters Laboratories Inc. (UL).
1.03 TESTING REQUIREMENTS
A. General requirements:
1. Testing requirements are stipulated in Laws and Regulations; are included in the Piping Schedule in Section 02001 - Common Work Results for General Piping; are specified in the specifications covering the various types of piping; and are specified in this Section.
2. Requirements in Laws and Regulations supersede other requirements of Contract Documents, except where requirements of Contract Documents are more stringent, including higher test pressures, longer test times, and lower leakage allowances.
3. Test plumbing piping in accordance with Laws and Regulations, the plumbing code, as specified in Section 01410 - Regulatory Requirements, and UL requirements.
4. When testing with water, the specified test pressure is considered to be the pressure at the lowest point of the piping section under test:
a. Lower test pressure as necessary (based on elevation) if testing is performed at higher point of the pipe section.
B. Furnish necessary personnel, materials, and equipment, including bulkheads, restraints, anchors, temporary connections, pumps, water, pressure gauges, and other means and facilities required to perform tests.
C. Water for testing, cleaning, and disinfecting:
1. Water for testing, cleaning, and disinfecting will be provided as specified in Section 01500 - Temporary Facilities and Controls.
D. Pipes to be tested: Test only those portions of pipes that have been installed as part of this Contract. Test new pipe sections prior to making final connections to existing piping. Furnish and install test plugs, bulkheads, and restraints required to isolate new pipe sections. Do not use existing valves as test plug or bulkhead.
Piping Systems Testing
02009-2 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02009 (BidSet) E. Unsuccessful tests:
1. Where tests are not successful, correct defects or remove defective piping and appurtenances and install piping and appurtenances that comply with the specified requirements.
2. Repeat testing until tests are successful.
F. Test completion: Drain and leave piping clean after successful testing.
G. Test water disposal: Dispose of testing water at the storm drainage manhole in Goheen Circle in accordance with requirements of federal, state, county, and city regulations governing disposal of wastes in the location of the Project and disposal site. Test water shall be dechlorinated prior to disposal. All requirements and costs associated with notifications and obtaining any discharge permit or approvals shall be responsibility of Contractor. Discharge rate shall not exceed 500 gallons per minute without written authorization from the Construction Manager.
1.04 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.
B. Schedule and notification of tests:
1. Submit a list of scheduled piping tests by noon of the working day preceding the date of the scheduled tests.
2. Notification of readiness to test: Immediately before testing, notify Engineer in writing of readiness, not just intention, to test piping.
3. Have personnel, materials, and equipment specified in place before submitting notification of readiness.
1.05 SEQUENCE
A. Clean piping before pressure or leak tests.
B. Test gravity piping underground, including sanitary sewers, for visible leaks before backfilling and compacting.
C. Underground pressure piping may be tested before or after backfilling when not indicated or specified otherwise.
D. Backfill and compact trench, or provide blocking that prevents pipe movement before testing underground piping with a maximum leakage allowance.
E. Test underground piping before encasing piping in concrete or covering piping with slab, structure, or permanent improvement.
PART 2 PRODUCTS (NOT USED)
Piping Systems Testing
02009-3 201631 September 2025
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3.01 TESTING ALIGNMENT, GRADE, AND DEFLECTION
A. Alignment and grade:
1. Visually inspect the interior of gravity piping with artificial light, reflected light, or laser beam.
2. Consider inspection complete when no broken or collapsed piping, no open or poorly made joints, no grade changes that affect the piping capacity, or no other defects are observed.
B. Deflection test:
1. Pull a mandrel through the clean piping section under test.
2. Perform the test not sooner than 30 days after installation and not later than 60 days after installation.
3. Use a 9-rod mandrel with a contact length of not less than the nominal diameter of the pipe within 1 percent plus or minus.
4. Consider test complete when the mandrel can be pulled through the piping with reasonable effort by 1 person, without the aid of mechanical equipment.
3.02 TESTING GRAVITY FLOW PIPING
A. Test gravity flow piping indicated with "GR" in the Piping Schedule, as follows:
1. Unless specified otherwise, subject gravity flow piping to the following tests:
a. Alignment and grade.
b. For plastic piping test for deflection.
c. Visible leaks and pressure with maximum leakage allowance, except for storm drains and culverts.
2. Inspect piping for visible leaks before backfilling.
3. Provide temporary restraints when needed to prevent movement of piping.
4. Pressure test piping with maximum leakage allowance after backfilling.
5. With the lower end plugged, fill piping slowly with water while allowing air to escape from high points. Keep piping full under a slight head for the water at least 24 hours:
a. Examine piping for visible leaks. Consider examination complete when no visible leaks are observed.
b. Maintain piping with water, or allow a new water absorption period of 24 hours for the performance of the pressure test with maximum leakage allowance.
c. After successful completion of the test for visible leaks and after the piping has been restrained and backfilled, subject piping to the test pressure for minimum of 4 hours while accurately measuring the volume of water added to maintain the test pressure:
1) Consider the test complete when leakage is equal to or less than the following maximum leakage allowances:
a) For concrete piping with rubber gasket joints: 80 gallons per day per inch of diameter per mile of piping under test:
(1) Advise manufacturer of concrete piping with rubber gasket joints of more stringent than normal maximum leakage
allowance.
Piping Systems Testing
02009-4 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02009 (BidSet) b) For vitrified clay piping: 500 gallons per day per inch of diameter per mile of piping under test.
c) For other piping: 80 gallons per day per inch diameter per mile of piping under test.
3.03 TESTING HIGH-HEAD PRESSURE PIPING
A. Test piping for which the specified test pressure in the Piping Schedule is 20 pounds per square inch gauge or greater, by the high head pressure test method, indicated "HH" in the Piping Schedule.
B. General:
1. Test connections, hydrants, valves, blowoffs, and closure pieces with the piping.
2. Do not use installed valves for shutoff when the specified test pressure exceeds the valve's maximum allowable seat differential pressure. Provide blinds or other means to isolate test sections.
3. Do not include valves, equipment, or piping specialties in test sections if test pressure exceeds the valve, equipment, or piping specialty safe test pressure allowed by the item's manufacturer.
4. During the performance of the tests, test pressure shall not vary more than plus or minus 5 pounds per square inch gauge with respect to the specified test pressure.
5. Select the limits of testing to sections of piping. Select sections that have the same piping material and test pressure.
6. When test results indicate failure of selected sections, limit tests to piping:
a. Between valves.
b. Between a valve and the end of the piping.
c. Less than 500 feet long.
7. Test piping for minimum 4 hours for visible leaks test and minimum 4 hours for the pressure test with maximum leakage allowance.
C. Testing procedures:
1. Fill piping section under test slowly with water while venting air:
a. Use potable water for all potable waterlines and where noted on the Piping Schedule.
2. Before pressurizing for the tests, retain water in piping under slight pressure for a water absorption period of minimum 24 hours.
3. Raise pressure to the specified test pressure and inspect piping visually for leaks:
a. Consider visible leakage testing complete when no visible leaks are observed.
D. Pressure test with maximum leakage allowance:
1. Leakage allowance is zero for piping systems using flanged, National Pipe Thread threaded and welded joints.
2. Pressure test piping after completion of visible leaks test.
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3. For piping systems using joint designs other than flanged, threaded, or welded joints, accurately measure the makeup water necessary to maintain the pressure in the piping section under test during the pressure test period:
a. Consider the pressure test to be complete when makeup water added is less than the allowable leakage and no damage to piping and appurtenances has occurred.
b. Successful completion of the pressure test with maximum leakage allowance shall be achieved when the observed leakage during the test period is equal or less than the allowable leakage and no damage to piping and appurtenances has occurred.
c. When leakage is allowed, calculate the allowable leakage by the following formula:
L = S x D x P1/2 x 148,000-1
wherein the terms shall mean:
L = Allowable leakage in gallons per hour.
S = Length of the test section in feet.
D = Nominal diameter of the piping in inches.
P = Average observed test pressure in pounds per square inches gauge, at the lowest point of the test section, corrected for elevation of the pressure gauge.
x = The multiplication symbol.
END OF SECTION
Soils and Aggregates for Earthwork
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SOILS AND AGGREGATES FOR EARTHWORK
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Material requirements for soils and aggregates.
1.02 REFERENCES
A. ASTM International (ASTM):
1. C117 - Standard Test Method for Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregates by Washing.
2. C131 - Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.
3. C136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.
4. D2419 - Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate.
5. D4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
6. D4829 - Standard Test Method for Expansion Index of Soils.
B. California State Transportation Agency, Department of Transportation (CALTRANS):
1. (Standard Specifications).
2. California Test Methods (CTM):
a. California Test 205 - Method of Test for Determining Crushed Particles. b. California Test 211 - Method of Test for Abrasion of Coarse Aggregate by Use of the Los Angeles Abrasion Testing Machine.
c. California Test 217 - Method of Test for Sand Equivalent. d. California Test 229 - Method of Test for Durability Index. e. California Test 301 - Method of Test for Determining the Resistance "R" Value of Treated and Untreated Bases, Subbases, and Basement Soils by the Stabilometer.
C. City of Vallejo Standard Specifications (2011), Section 2.
1.03 SUBMITTALS
A. Product data:
1. Material source.
2. Gradation.
3. Testing data.
Soils and Aggregates for Earthwork
02050-2 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02050 (BidSet) B. Quality control for aggregate base course:
1. Test reports: Reports for tests required by Sections of Standard Specifications.
2. Certificates of Compliance: Certificates as required by Sections of Standard Specifications.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Storage and protection: Protect from segregation and excessive moisture during delivery, storage, and handling.
B. Comply with Standard Specifications storage requirements, if applicable.
PART 2 PRODUCTS
2.01 MATERIALS - GENERAL
A. Provide material having maximum particle size not exceeding 4 inches and that is free of trash, lumber, debris, leaves, grass, roots, stumps, and other organic matter.
B. Materials derived from processing demolished or removed asphalt concrete are not acceptable.
C. Comply with soil and aggregate material requirements in the Standard Specifications, unless specified otherwise.
2.02 NATIVE MATERIAL
A. Native soil-select:
1. Sound earthen material.
2. Sum of plasticity index when tested in accordance with ASTM D4318 and the percent of material by weight passing a Number 200 sieve shall not exceed 23 when tested in accordance with ASTM C136.
3. Organic content not be greater than 3 percent by volume.
4. Corrosion resistance requirements:
a. Resistivity minimum (wet aggregates): 5,000 ohm-cm.
b. pH: 5.0 to 12.0.
c. Chlorides maximum: 100 parts per million.
d. Sulfates maximum: 200 parts per million.
2.03 AGGREGATE BASE COURSE
A. Material requirements:
1. Class 2, 3/4-inch maximum aggregate size, free from organic 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. Aggregate base course for structures:
a. Consist of crushed or fragmented particles.
b. 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.
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3. Aggregate shall not be treated with lime, cement, or other chemical material.
4. Durability index: Not less than 35 when tested in accordance with California Test 229.
5. Aggregate grading and sand equivalent tests shall be performed to represent not more than 500 cubic yards or 1 day's production of material, whichever is smaller.
6. Sand equivalent: Not less than 25 when tested in accordance with California Test 217.
7. Resistance (R-value): Not less than 78 when tested in accordance with California Test 301.
8. Conforms to size and grade within the following limits when tested in accordance with ASTM C117 and ASTM C136:
Sieve Sizes
(Square Openings)
Percent by Weight
Passing Sieve
1 inch 100
3/4 inch 90 - 100
Number 4 35 - 60
Number 30 10 - 30
Number 200 2 - 9
2.04 GRAVEL
A. Material requirements:
1. Consists of hard, durable particles of stone or gravel; or crushed to the specified sizes and gradations; and free from organic matter, lumps or balls of clay, and other deleterious matter.
2. Crush or waste coarse material and add or waste fine material in order to meet the specified gradations.
3. Fraction of material passing Number 40 sieve: Material having plasticity index not greater than 5 when tested in accordance with ASTM D4318.
4. Durability: Percentage of wear not greater than 40 percent when tested in accordance with ASTM C131.
5. Durability: Percentage of wear not greater than 40 percent when tested in accordance with California Test 211.
6. Conform to sizes and grade within the following limits when tested in accordance with ASTM C117 and C136:
Sieve Size
(Square Openings)
Percent by Weight
Passing Sieve
Type A Type B Type C
2 inch 100 -- --
1-1/2 inch 95 - 100 100 --
3/4 inch 35 - 60 55 - 85 100
3/8 inch 15 - 40 35 - 65 50 - 100
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02050 (BidSet) Sieve Size
(Square Openings)
Percent by Weight
Passing Sieve
Type A Type B Type C
Number 4 0 - 25 20 - 35 30 - 45
Number 30 -- 5 - 15 10 - 20
Number 200 0 - 5 2 - 9 2 - 9
2.05 DRAIN ROCK
A. Material requirements:
1. Durability: Percentage of wear not greater than 40 percent when tested in accordance with ASTM C131.
2. Durability index: Percentage of wear not greater than 40 when tested in accordance with California Test 229.
3. Consists of hard, durable particles of stone or gravel; screened or crushed to specified size and gradation; and free from organic matter, lumps or balls of clay, or other deleterious matter.
4. Crush or waste coarse material and waste fine material as required to meet gradation requirements.
5. Conforms to size and grade within the following limits when tested in accordance with ASTM C117 and C136:
Sieve Size
(Square Openings)
Percent By Weight
Passing Sieve
2 inch 100
1-1/2 inch 95 - 100
3/4 inch 50 - 100
3/8 inch 15 - 55
Number 200 0 - 2
2.06 CLASS 2 PERMEABLE FILL
A. Material requirements:
1. Durability: Percentage of wear not greater than 40 percent when tested in accordance with ASTM C131.
1. Durability index: Percentage of wear not greater 40 when tested in accordance with California Test 229.
2.07 SAND
A. Clean, coarse, natural sand.
B. Non-plastic when tested in accordance with ASTM D4318.
Soils and Aggregates for Earthwork
02050-5 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02050 (BidSet) C. Conforms to size and grade within the following limits when tested in accordance with ASTM C117 and C136:
Sieve Size
(Square Openings)
Percent by Weight
Passing Sieve
1/2 inch 100
Number 200 0 - 20
2.08 STABILIZATION MATERIAL
A. Durability: Percentage of wear not greater than 40 percent when tested in accordance with ASTM C131.
B. Durability percentage of wear not greater than 40 percent when tested in accordance with California Test 211.
C. Consists of clean, hard, durable particles of crushed rock or gravel; screened or crushed to the specified sizes and gradations; and free of any detrimental quantity of soft, friable, thin, elongated, or laminated pieces, disintegrated material, organic matter, oil, alkali, or other deleterious substance.
D. Shall be free of slaking or decomposition under the action of alternate wetting and drying.
E. The portion of material retained on the 3/8-inch sieve shall contain at least 50 percent of particles having 3 or more fractured faces. Not over 5 percent shall be pieces that show no such faces resulting from crushing. Of that portion which passes the 3/8-inch sieve but is retained on the Number 4 sieve, not more than 10 percent shall be pieces that show no faces resulting from crushing.
F. Conforms to size and grade when tested in accordance with ASTM C117 and ASTM C136.
Sieve Size
(Square Openings)
Percent by Weight
Passing Sieve
1 inch 100
3/4 inch 90 - 100
Number 4 0 - 10
Number 200 0 - 2
PART 3 EXECUTION (NOT USED)
END OF SECTION
Precast Drainage Structures
02084-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02084 (BidSet) SECTION 02084
PRECAST DRAINAGE STRUCTURES
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Onsite utility structures:
1. Precast drainage inlets.
1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO):
1. Standard Specifications for Highway Bridges.
B. ASTM International (ASTM):
1. C361 - Standard Specification for Reinforced Concrete Low-Head Pressure Pipe.
2. C857 - Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures.
3. C858 - Standard Specification for Underground Precast Concrete Utility Structures.
1.03 SUBMITTALS
A. Shop drawings: Submit shop drawings for precast utility structures.
PART 2 PRODUCTS
2.01 MANUFACTURED UNITS
A. Precast drainage inlets:
1. Construct precast concrete drainage inlets in accordance with the size, shape, form, details, and at locations indicated on the Drawings and specified.
2. Base design and manufacture to A-16 (HS 20-44) loading in accordance with ASTM C857.
3. In accordance with ASTM C858.
4. Construct precast drainage inlets of Class A concrete as specified in Section 03300 - Cast-in-Place Concrete.
5. Precast drainage inlets shall have a minimum concrete strength (f’c) of 5,000 pounds per square inch. To form and dimensions indicated on the Drawings.
2.02 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:
1. Appurtenances: Appurtenances shall be watertight and free from infiltration or exfiltration.
Precast Drainage Structures
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2.03 ACCESSORIES
A. Precast drainage inlets:
1. Covers: As indicated on the Drawings.
PART 3 EXECUTION
3.01 INSTALLATION
A. Precast drainage inlets:
1. Excavation and backfill: As specified in Section 02318 - Trenching.
END OF SECTION
Site Clearing
02200-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02200 (BidSet) SECTION 02200
SITE CLEARING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Clearing, grubbing, and stripping project site.
1.02 REFERENCES
A. United States Code of Federal Regulations (CFR):
1. 40 - Protection of Environment.
a. 503 - Standards for the Use or Disposal of Sewage Sludge.
1.03 DEFINITIONS
A. Clearing: Consists of removal of natural obstructions and existing foundations, buildings, fences, lumber, walls, stumps, brush, weeds, rubbish, trees, boulders, utility lines, and any other items which interferes with construction operations or are designated for removal.
B. Grubbing: Consists of the removal and disposal of wood or root matter below the ground surface remaining after clearing and includes stumps, trunks, roots, or root systems greater than 1 inch in diameter or thickness to a depth of 6 inches below the ground surface.
C. Stripping: Includes the removal and disposal of all organic sod, topsoil, grass and grass roots, and other objectionable material remaining after clearing and grubbing from the areas designated to be stripped. The depth of stripping is estimated to be 6 inches, but the required depth of stripping will be determined by the Engineer.
1.04 QUALITY ASSURANCE
A. Regulatory requirements: Verify and comply with applicable regulations regarding those governing noise, dust, nuisance, drainage and runoff, fire protection, and disposal.
B. Pre-construction conference: Meet with Engineer to discuss order and method of work.
1.05 PROJECT CONDITIONS
A. Environmental requirements:
1. For suspected hazardous materials found: As specified in Section 01354 - Hazardous Material Procedures.
Site Clearing
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1.06 SEQUENCING AND SCHEDULING
A. Clearing and grubbing: Perform clearing and grubbing in advance of grading operations.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 EXAMINATION
A. Verification of conditions: Examine site and verify existing conditions for beginning work.
3.02 PREPARATION
A. Protect existing improvements from damage by site preparation work.
3.03 INSTALLATION
A. Clearing:
1. Clear areas where construction is to be performed and other areas as indicated on the Drawings, or specified in this Section, of fences, lumber, walls, stumps, brush, roots, weeds, trees, shrubs, rubbish, and other objectionable material of any kind which, if left in place, would interfere with proper performance or completion of the work, would impair its subsequent use, or form obstructions.
2. Do not incorporate organic material from clearing and grubbing operations in fills and backfills.
3. Contractor's temporary construction facilities: Fill or remove pits, fill, and other earthwork required for erection of facilities, upon completion of the work, and level to meet existing contours of adjacent ground.
B. Grubbing:
1. From excavated areas: Grub stumps, roots, and other obstructions 3 inches or over in diameter to depth of not less than 18 inches below finish grade.
2. In embankment areas or other areas to be cleared outside construction area:
Do not leave stumps, roots, and other obstructions higher than the following requirements:
Height of Embankment
Over Stump Depth of Clearing and Grubbing
0 feet to 2 feet Grub stumps or roots 3 inches or over in diameter to 18 inches below original grade. Cut others flush with ground.
2 feet to 3 feet Grub stumps 1 foot and over in diameter to 18 inches below original grade. Cut others flush with ground.
Over 3 feet Leave no stumps higher than stump top diameter, and in no case more than 18 inches.
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3. Backfill and compact cavities left below subgrade elevation by removal of stumps or roots to density of adjacent undisturbed soil.
C. Stripping:
1. Remove soil material containing sod, grass, or other vegetation to depth of 6 inches from areas to receive fill or pavement and from area within 5 feet outside foundation walls.
2. Deposit stripped material in accordance with following requirements:
a. At locations acceptable to Engineer.
b. Use accepted material in top 6 inches of areas to be used for future planting.
3. Replace topsoil where indicated on the Drawings.
D. Material reuse and recycling:
1. 100 percent of trees, stumps, rocks and associated vegetation and soils resulting primarily from land clearing shall be reused or recycled. For a phased project, such material may be stockpiled on site until project completion.
2. Contractor shall provide Engineer with list of local markets and salvage sites for reuse of clearing debris.
END OF SECTION
Dewatering
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02241 (BidSet) SECTION 02241
DEWATERING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Requirements to dewater trench excavations.
1.02 COORDINATION REQUIREMENTS
A. Coordinate the dewatering system design with excavation and shoring design.
B. Excavation and shoring design shall consider changes in groundwater conditions and associated earth pressures in compliance with project geotechnical report requirements.
C. Do not place concrete foundations or concrete slabs in water. Do not allow water to rise over these elements until concrete or mortar has set for at least 24 hours.
1. Maintain operation of dewatering system:
a. Until complete structure has been constructed, including walls, slabs, beams, struts, and other structural elements.
b. Concrete has attained its specified compressive strength. c. Backfill has been completed to finished grade.
1.03 SUBMITTALS
A. Submittals: As specified in Section 01330 - Submittal Procedures.
B. Dewatering Plan.
C. Copies of correspondence with the authorities having jurisdiction, regarding dewatering operations, including but not limited to the authorization to drill, well driller's license, well driller’s permits, and completion report.
D. Well construction logs: Include the following at a minimum:
1. Descriptions of actual materials encountered, categorized in accordance with the Unified Soil Classification System.
2. Construction details.
3. Well development procedures and results.
4. Deviations from original design.
E. Submit a drainage encroachment permit.
F. Submit a Settlement Monitoring Plan.
G. Qualifications:
1. Dewatering Contractor.
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2. Dewatering design Engineer.
a. Civil Engineer, licensed in state where the project is located. b. Minimum experience: 8 years of experience in designing similar systems of equal type, size, and complexity to that required for the Work.
3. Testing laboratory.
H. Flowmeter:
1. Product information on flowmeter and chart recorder.
2. Recent flowmeter calibration documentation.
3. Flowmeter chart recorder.
1.04 CONTROLS
A. Dewatering shall be performed at the discretion of Contractor as approved by Engineer.
B. Contractor shall demonstrate the system proposed and verify that adequate equipment, personnel, and materials are provided to dewater the excavations.
C. Contractor shall discharge water without damaging adjacent property, and in conformance with discharge permit and regulations, including meeting discharge limitation parameters.
1. Any penalties and fees due to Non-Conformance with permit shall be the responsibility of the Contractor.
D. Contractor shall control the rate and effect of the dewatering in such a manner as to avoid all objectionable settlement and subsidence, defined shows settlement or damage that resulted from the dewatering.
1. Engineer has determined 1 inch as the maximum amount of settlement moving upward or downward at any monitoring point in comparison to the elevations taken during the baseline survey.
2. Operating wells for active dewatering shall not exceed a distance of 2,000 linear feet at a single trenching run and the discharge water volume must be within the terms of the discharge Permit.
a. Simultaneous dewatering at different trenching runs will be performed under the same discharge Permit and the cumulative discharge water volume is subject to the terms of the Permit.
3. Operating wells for active dewatering shall not exceed 90 days of continuous operation at a single trenching run.
a. At a time not longer than 80 days after the beginning of dewatering operations at a trenching run, if the Contractor believes that construction cannot be completed within the specified 90-day limit, the Contractor shall notify the Engineer immediately.
b. At that time, a meeting between the Contractor and the Engineer shall be scheduled to review settlement monitoring surveys and to discuss options in order to prevent damage to existing structures.
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4. If survey monitoring during dewatering activities reveals settlement upward or downward of any monitoring point has reached 90 percent of this maximum settlement value the Contractor shall notify the Engineer immediately. a. At that time, a meeting between the Contractor and the Engineer shall be scheduled to review settlement monitoring surveys and to discuss options in order to prevent damage to existing structures.
E. Contractor shall be responsible for ensuring dewatering operations shall be adequate to ensure the integrity of the finished project.
1.05 SETTLEMENT
A. Establish reference points by a Professional Land Surveyor where critical structures or facilities exist immediately adjacent to areas of proposed dewatering.
B. Observe reference points at daily intervals by a Professional Land Surveyor to detect settlement.
C. Contractor shall implement a Settlement Monitoring Plan. The plan shall include, but not be limited to the following:
1. Contractor shall be responsible to install settlement monitoring points along those existing structures within the influence zone of the dewatering wells. The location and number of monitoring points including the method of establishing the points shall be approved by the Engineer prior to their installation.
2. Contractor shall utilize a land surveyor licensed in the State of California, to perform all settlement monitoring surveys. The surveyor shall select a benchmark or control point to perform all settlement surveys suitable to the Engineer that is outside of the influence zone of the dewatering system.
3. Contractor shall establish settlement monitoring points at maximum 200-foot intervals along the existing right-of-way on both sides of the construction areas for open cut pipelines.
4. Contractor shall establish settlement monitoring points at maximum 50-foot intervals along the existing right-of-way on both sides of the construction areas for tunneled pipelines; and 6 monitoring points by each launching or receiving shaft, 2 points on either side of shaft, 2 points on curb each side of roadway at the prescribed intervals for tunneling.
a. Additional monitoring points to be identified by the Engineer, may be required at locations of critical structures.
b. The settlement monitoring plan and the monitoring points shall be approved by the Engineer and installed prior to the initial start-up of the dewatering system.
5. Contractor shall perform a baseline survey of all monitoring points prior to the start-up of the dewatering system and then perform a survey once weekly within the areas of active dewatering. A final survey shall also be performed at least 60 days after the decommissioning of the dewatering system.
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6. Contractor shall furnish a report of the settlement monitoring elevations with cumulative elevation differences to the Engineer within 24 hours of the survey being performed.
a. Contractor shall also furnish a final report including the results of all surveys at the end of the settlement monitoring period. b. Contractor shall notify the Engineer of the settlement monitoring schedule at least 7 days prior to the final settlement monitoring survey performed.
D. Contractor shall install monitoring wells to monitor the groundwater level:
1. Provide at least 1 groundwater level monitoring well. If more than 4 dewatering wells or well points are installed, provide 1 additional monitoring well for every 4 dewatering wells or well points.
2. Locate monitoring wells within 6 feet of excavation and mid-way between dewatering wells or well points.
3. Provide temporary threaded cap, not less than 2 inches in diameter at the top of wells.
4. Protect dewatering wells in place during excavation.
1.06 DEWATERING WELLS
A. Contractor shall design the well casing, screen slot size, and gravel filter pack according to applicable laws and regulations.
PART 2 PRODUCTS
2.01 SYSTEM DESCRIPTION
A. Contractor shall design the dewatering system to keep excavations reasonably free from water. Draw down static groundwater level to minimum of 3 feet below anticipated bottom of excavations before the excavation reaches bottom elevation.
B. Dewatering design and analysis. Include the following:
1. Evaluation of anticipated subsurface conditions.
2. Required well spacing.
3. Diameter of wells.
4. Drilling method and development technique.
5. Depth to screen, screen height, and mesh size.
6. Backfill and filter pack.
7. Pump size.
8. Drawdown curves.
9. Drawdown duration.
10. Drawdown and steady state flow rates.
11. Plans for treatment of groundwater treatment.
12. Plans for de-silting of groundwater before discharge.
C. Contractor shall include water drawdown curves in dewatering calculations.
D. Provide dewatering design sealed by a registered professional engineer, licensed in the project location.
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2.02 DESIGN CRITERIA
A. Prior to excavation, submit a detailed Dewatering Plan and operation schedule for dewatering of excavations.
B. Create a Settlement Monitoring Plan and submitted to the Engineer for approval.
C. Design the dewatering system to keep excavations reasonably free from water.
1. Select appropriate method to dewater, subject to Engineer's review and concurrence.
2. Shored excavation dewatering as specified in Section 02318 - Trenching.
3. Draw down static groundwater level to minimum of 3 feet below anticipated bottom of excavations before the excavation reaches bottom elevation.
4. Dewatering analysis shall determine the following:
a. Evaluation of anticipated subsurface conditions.
b. Required well spacing.
c. Diameter of wells.
d. Depth to screen, screen height, and mesh size.
e. Backfill and filter pack.
f. Pump size.
g. Drawdown curves.
h. Drawdown duration.
i. Drawdown and steady state flow rates.
j. Plans for treatment of groundwater treatment.
k. Settlement calculations.
5. Prevent unstable excavation due to pumping and heave.
6. Dewatering plan prepared by a professional Engineer licensed in the state where the project is located.
7. Dewatering plan shall include, but not be limited to the following:
a. Dewatering design analysis and supporting calculations. b. Required permits.
c. Arrangement, location, and depths of dewatering system components including monitoring wells.
d. Type of proposed pumps to be used and their locations. e. Header piping size, material, and piping alignments. f. Meter type and locations.
g. Valve type and locations.
h. Piezometer locations.
i. Well casing and well screen materials.
j. Gravel filter pack materials.
k. Proposed discharge locations, as identified in this Section. l. Settling tanks and filters.
m. Pipeline material, alignment, and connection details. n. Materials added to borehole during drilling and construction of wells. o. Sample and sieve analysis of well materials.
p. Settlement Monitoring Plan for existing above and underground structures adjacent to the dewatering system.
q. Standby pumping equipment.
r. Required power supply equipment.
s. Design of any needed water treatment facilities shall comply with the NPDES Discharge Permit.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02241 (BidSet) D. Locate dewatering facilities where they will not interfere with utilities and construction work.
E. Contractor shall design and install a water treatment system if necessary to comply with discharge limitation parameters.
F. Decommissioning:
1. Contractor shall obtain Engineer's approval to begin decommissioning activities.
2. Contractor shall decommission and remove dewatering system.
3. Contractor shall abandon existing monitoring wells located along the alignment.
2.03 EQUIPMENT
A. Provide and maintain equipment necessary for dewatering.
B. Keep standby equipment available at all times to ensure efficient dewatering and maintenance of dewatering operation during power failure.
2.04 DEWATERING PUMPS
A. The preliminary well type and location are as indicated in the Drawings.
B. Pumps shall be specifically designed for dewatering applications where pumping sand may be encountered.
1. The impeller and rotor shaft shall be hardened, heat-treated stainless steel.
The mechanical seal material shall be silicon carbide.
2. Pump motor shall have thermal overload protection.
PART 3 EXECUTION
3.01 DEWATERING PROCEDURES
A. The designer of the dewatering system shall oversee dewatering operations.
B. Site grading shall promote drainage. Surface runoff shall be diverted away from excavations.
C. Complete dewatering prior to excavation.
1. Ensure that the subsurface soil is not being removed by the dewatering operation.
D. Continue dewatering operations throughout construction to achieve the following:
1. Maintain the groundwater level a minimum of 3 feet below bottom of excavation.
2. Preserve the undisturbed bearing capacity of the subgrade soils at proposed bottom of excavation.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02241 (BidSet) E. Contractor shall make provisions to maintain continuous dewatering.
1. Provide standby power to maintain dewatering during power outages and interruptions.
2. Provide 24-hour monitoring by personnel skilled in operation and maintenance of the system, and capable of providing or obtaining work required to maintain system operation.
F. If foundation soils are disturbed or loosened by the upward seepage of water or an uncontrolled flow of water, excavate the affected areas and replaced with drain rock at no additional cost to City.
G. Maintain a trench bottom free from standing water.
H. Prevent flotation by maintaining a positive and continuous removal of water.
I. Contractor shall be fully responsible and liable for damages that may result from failure to adequately keep excavations dewatered.
J. Do not place concrete or masonry foundations or concrete slabs in water.
1. Do not allow water to rise over these elements until concrete or mortar has set for at least 24 hours.
K. Maintain operation of dewatering system until the pipeline has been installed and backfill has been completed to finished grade.
L. Wells, well points, and drain lines for dewatering:
1. Obtain Engineer's written acceptance prior to commencing operations.
2. Fill dewatering wells, pipes, and french drains to be left in place within structure foundation limits with Class “C” concrete as specified in Section 03300 - Cast-In-Place Concrete or grout as specified in Section 03600 - Grouting.
3.02 SETTLEMENT AND GROUNDWATER LEVEL MONITORING
A. Conduct dewatering operation in a manner that will protect adjacent structures and facilities.
B. Repair damage to adjacent structures and restore facilities at no expense to City.
3.03 WATER DISPOSAL
A. Discharge water to the Goheen Circle storm drain system or as directed by the Engineer.
B. Dispose of water from the work in suitable manner:
1. Without damage to adjacent property.
2. That will not be a menace to public health or safety.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02241 (BidSet) C. Do not drain dewatering water or associated debris into the Work built or under construction.
1. Under no conditions shall water or associated debris from dewatering operations be allowed to enter into any sanitary sewer system.
D. For discharge of water into holding tanks or infiltration ponds, include a means of overflow protection that is acceptable to Engineer.
3.04 FIELD QUALITY CONTROL
A. Monitoring wells:
1. Record groundwater levels at least once a week. Submit readings to Engineer within 1 week.
END OF SECTION
Excavation Support and Protection
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EXCAVATION SUPPORT AND PROTECTION
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Requirements for designing, providing, maintaining, and removing excavation support and protection.
1.02 REFERENCES
A. American Society of Civil Engineers (ASCE):
1. Guidelines of Engineering Practice for Braced and Tied-Back Excavations.
B. California Code of Regulations (CCR):
1. Title 8 - Industrial Relations:
a. Division 1. Department of Industrial Relations.
1) Chapter 4. Division of Industrial Safety.
a) Subchapter 4. Construction Safety Orders.
(1) Article 6. Excavations.
C. Department of the Navy Naval Facilities Engineering Command (NAVFAC):
1. Design Manual 7.2 - Foundations and Earth Structures.
2. Design Manual 7.3 - Soil Dynamics and Special Design Aspects.
D. State of California Department of Transportation (Caltrans):
1. Caltrans California Trenching and Shoring Manual.
E. United States Steel Corporation (USS):
1. Steel Sheet Piling Design Manual.
1.03 DEFINITIONS
A. General Engineering Design Practice: General engineering design practice in area of the Project, performed in accordance with recent engineering literature on subject of shoring and stability of excavations.
B. Shoring: A temporary structural system designed to support vertical faces, or nearly vertical faces, of soil or rock for purposes of excavation. Shoring includes internally braced sheet piling, slurry walls, and other similar shoring systems. Sloping of the soil is not shoring.
C. Support Levels: Level of tiebacks, wales, rakers, bottom of excavation, and other types of support.
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1.04 SUBMITTALS
A. Shop drawings and calculations:
1. Calculations for different load, support, and other conditions that occur during the sequence of installation of shoring, construction of facilities protected by shoring, and sequence of removal of shoring.
2. Sketches showing the condition at various stages of installation and removal of shoring.
3. Show on plan shoring, structures, pipelines, and other improvements located near shoring.
4. When utilities penetrate shoring, show location of penetrations on elevation of sides of shoring.
5. Show details for ground support and sealing around utility penetrations.
6. Indicate method used for installing driven shoring.
B. Control points and schedule of measurements:
1. Submit location and details of control points and method and schedule of measurements.
2. Survey data.
C. Detailed sequence of installation and removal of shoring:
1. Consider effects of ground settlement in sequence of installation and removal of shoring.
2. Provide sketches showing conditions at various stages in sequence of installation and removal of shoring.
D. Submit submittals for excavation support and protection as complete package and include items required in this Section:
1. Incomplete submittals will not be reviewed and will be returned for resubmittal as complete package.
E. Submit dewatering submittals as specified in Section 02241 - Dewatering with submittals for excavation support and protection.
1.05 SEQUENCING
A. Do not begin construction of any shoring or excavation operations until:
1. Submittals for shoring and dewatering have been accepted.
2. Control points as specified in this Section and on existing structures and other improvements as indicated on the Drawings have been established and surveyed to document initial elevations and locations.
3. Materials necessary for installation are on site.
B. Submit submittals minimum of 60 days prior to scheduled date to begin excavation work.
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2.01 DESIGN AND PERFORMANCE CRITERIA
A. Where general engineering design practice is specified, provide drawings and calculations that are performed and signed by civil or structural engineer registered in State where Project is located:
1. Clearly disclose assumptions made, criteria followed, and stress values used for materials being used in design calculations.
2. Submit list of references acceptable to Engineer that substantiating appropriateness of design assumptions, criteria, and stress values.
B. Design requirements:
1. General:
a. In accordance with requirements in CCR, Title 8, Chapter 4, Subchapter 4, Article 6 for trench excavations 5 feet or more in depth and for trenches less than 5 feet in depth when there is potential for cave-in. 1) Where such designs vary from excavation support standards set forth in CCR, Title 8, Chapter 4, Subchapter 4, Article 6, submit design calculations pursuant to general engineering design practice. 2) Provide means for safe and stable excavations that are not less effective than required in CCR, Title 8, Chapter 4, Subchapter 4, Article 6.
3) The preceding requirements do not apply to trench excavation support conforming to standards set forth CCR, Title 8, Chapter 4, Subchapter 4, Article 6.
b. Dewatering:
1) Dewater soil inside shoring as specified in Section 02241 - Dewatering.
2) Do not lower groundwater outside of shoring more than 1 foot. 3) Recharge groundwater outside shoring to limit groundwater draw down outside of shoring to amount specified above.
c. When electing to design with material stresses for temporary construction higher than allowable stresses prescribed in building code as specified in Section 01410 - Regulatory Requirements, increase in such stresses shall not exceed 10 percent of value of prescribed stresses.
d. Minimum safety factor used for design shall not be less than 1.5. e. The calculated minimum depth of penetration of shoring below bottom of excavation shall be increased not less than 30 percent if full value of allowable passive pressure is used in design.
f. Maximum height of cantilever shoring above bottom of excavation shall not exceed 15 feet. Use braced shoring when height of shoring above bottom of excavation exceeds 15 feet.
g. The location of point of fixity for shoring shall not be less than half calculated minimum embedment depth below bottom of excavation. h. Generally acceptable references for design of shoring and excavations are as follows:
1) ASCE Guidelines of Engineering Practice for Braced and Tied-Back Excavations.
2) Caltrans California Trenching and Shoring Manual.
3) NAVFAC Design Manual 7.2.
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5) USS Steel Sheet Piling Design Manual.
2. Soil anchors, rock anchors, and deadman anchors:
a. Design tieback anchors for a safety factor of not less than 2 times calculated load from shoring.
b. Proof load production anchors to 150 percent of calculated load from shoring.
c. Lock off production anchors at calculated load from shoring. d. Length of soil anchors used to calculate resistance to load from shoring shall not include any length within potential active pressure soil failure zone behind face of shoring.
e. Design tie rods for tieback anchors for 130 percent of calculated load from shoring.
f. Design tie rods for tieback anchors for 150 percent of the calculated load from shoring when tie rod couplers are used and for other conditions where stress concentrations can develop.
3. Set inside face of shoring back from structure not less than greater of following:
a. 5 feet from face of wall.
b. 2 foot 6 inches from edge of foundation.
c. Depth of excavation below bottom of foundation.
C. Performance requirements:
1. General:
a. Support faces of excavations and protect structures and improvements in vicinity of excavations from damage and loss of function due to settlement or movement of soils, alterations in ground water level caused by such excavations, and related operations.
b. Specified provisions:
1) Complement, but do not substitute or diminish, obligations of Contractor for furnishing of safe place of work pursuant to provisions of the Occupational Safety and Health Act of 1970 and its subsequent amendments and regulations and for protection of Work, structures, and other improvements.
2) Represent minimum requirement for:
a) Number and types of means needed to maintain soil stability. b) Strength of such required means.
c) Methods and frequency of maintenance and observation of means used for maintaining soil stability.
2. Provide safe and stable excavations by means of sheeting, shoring, bracing, sloping, and other means and procedures, such as draining and recharging groundwater and routing and disposing of surface runoff, required to maintain stability of soils and rock.
3. Provide support for trench excavations for protection of workers from hazard of caving ground.
4. Provide shoring:
a. Where, as result of excavation work and analysis performed pursuant to general engineering design practice, as defined in this Section:
1) Excavated face or surrounding soil mass may be subject to slides, caving, or other types of failures.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02260 (BidSet) 2) Stability and integrity of structures and other improvements may be compromised by settlement or movement of soils, or changes in soil load on structures and other improvements.
b. For trenches 5 feet and deeper.
c. For trenches less than 5 feet in depth, when there is potential for cave-in. d. Where indicated on the Drawings.
5. For safe and stable excavations, use appropriate design, construction, and maintenance procedures to minimize settlement of supported ground and to prevent damage to structures and other improvements, including:
a. Using stiff shoring systems.
b. Following appropriate construction sequence.
c. Using shoring system that is tight enough to prevent soil loss through the shoring.
d. Using shoring system that extends far enough below bottom of excavation to prevent piping, heave, or flow of soil under shoring. e. Design for safety factor of not less than 1.50.
f. Providing surface runoff routing and discharge away from excavations. g. Where dewatering inside shoring is necessary, recharge groundwater outside shoring as necessary to prevent settlement in area surrounding shored excavation.
h. Where sheet piling is used, use interlocking type sheets:
1) Sheet piles shall be continuous and driven in interlock. 2) If bottom of the excavation is located below the water table, use “ball and socket” or "thumb and finger" type interlock.
i. Not applying shoring loads to existing structures and other improvements. j. Not changing existing soil loading on existing structures and other improvements.
k. Provide welded steel packing between soil retaining members such as sheet piles and wales and similar members when gap exceeds 1/4 inch before wales are loaded.
6. Sheet piles used in shoring system shall be abandoned in place:
a. Cut off and remove the first 4 feet of sheet pile length below grade upon completion of Work.
PART 3 EXECUTION
3.01 CONSTRUCTION
A. Installation of shoring:
1. Install means for providing safe and stable excavations as indicated in submittals.
B. Removal of shoring:
1. Except for concrete encased soldier piles, slurry walls, and similar shoring systems, remove shoring by completion of Work.
2. Select shoring system and method of removal, which will minimize soil that sticks to shoring from creating voids and causing settlement.
3. To prevent settlement caused by pulling shoring, fill voids with pressure injected grout:
a. Inject grout starting at bottom of void and progressively fill void to grade.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02260 (BidSet) b. Minimize length of shoring removed ahead of grouting operation and limit time void is left ungrouted to prevent void from closing up before being grouted.
4. Pressure preservative treated wood lagging may be left in place if acceptable to Engineer.
C. Control points:
1. Establish control points on shoring and on structures and other improvements in vicinity of excavation for measurement of horizontal and vertical movement:
a. Set control points on shoring support system:
1) Set points at distances not exceeding 25 feet at each support level.
2. Promptly upon completion of construction of control points survey control points. Submit copy of field notes with measurement.
3. Perform horizontal and vertical survey and measurement of control points at least once every week.
a. Field notes shall show current measurement and change in measurement from first measurement taken.
4. Set control points on corners of existing structures and on curbs, manholes, and other improvements at the locations indicated on the Drawings.
5. Provide plumb bobs with horizontal targets indicating original position of plumb bobs in relation to shoring at control points.
D. Maintenance:
1. Where loss of soil occurs, plug gap in shoring and replace lost soil with fill material acceptable to Engineer.
2. Where measurements and observations indicate possibility of failure or excessive movement of excavation support, determined in accordance with general engineering design practice, take appropriate action immediately.
END OF SECTION
Subsurface Utility Engineering
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SUBSURFACE UTILITY ENGINEERING
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes: Requirements for subsurface utility engineering (SUE) as part of the Work for new pipelines.
1.02 REFERENCES
A. American Society of Civil Engineers (ASCE):
1. 38-02 Standard Guideline for the Collection and Depiction of Existing and Subsurface Utility Data.
1.03 DEFINITIONS
A. General: Definitions used in this Section are in accordance with ASCE 38-02.
1.04 REQUIREMENTS
A. Existing utilities indicated on the Drawings are approximate only and are provided based on the best information available by use of reports listed in Section A - Special Provisions.
B. Existing utilities are shown for the convenience of Contractor only.
1. It is the Contractor’s responsibility to field verify the vertical and horizontal location of all utilities including those not indicated or incorrectly indicated on the Drawings.
C. Contractor is responsible to review all geotechnical reports, record drawings, and Contract Documents.
D. Coordinate with utility locator, such as CALL BEFORE YOU DIG, and other affected entities when they have jurisdiction over the project site.
E. Contractor is responsible for protecting all utilities encountered.
1. Before any excavation, follow requirements of Section 01140 - Work Restrictions.
2. If a conflict exists between what is indicated on the Drawings and what exists in the field, Contractor shall notify Engineer immediately.
F. Where scheduled, provide subsurface utility engineering services by a Civil Engineer registered in the state the project is located in accordance with ASCE 38-02.
G. Requirements: The SUE shall entail the following at a minimum:
1. Review of existing record drawings.
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2. Geophysical methods such as ground-penetrating radar.
3. Soft excavation to locate known utilities along the proposed pipeline alignment.
4. Open trench excavation to locate unknown utilities along the proposed pipeline alignment.
5. Utilization of field survey by a Professional Land Survey licensed in the state the project is located for determination of vertical and horizontal locations.
1.05 QUALIFICATIONS
A. General: Contractor shall utilize the services of a qualified subconsultant for SUE services with minimum qualifications that include but are not limited to:
1. Minimum of 5 years of SUE experience in the state the project is located in where providing vertical and horizontal locations of utilities in accordance with ASCE 38-02 utility quality level A was required.
2. Completion of 5 SUE projects of equal or greater magnitude within the past 5 years.
1.06 SUBMITTALS
A. Shop drawings:
1. Contractor shall submit all SUE information as follows:
a. Plan drawings that clearly illustrate vertical and horizontal location of known and unknown utilities.
1) Horizontal location shall include northing and easting coordinates. b. Identifies size and material and service for known utilities. c. Identify size and material for unknown utilities.
2. Review of shop drawings and calculations by Engineer and City are for record only.
3. Drawings shall be performed, stamped, and endorsed by a Civil Engineer registered in the state the project is located.
4. Field survey information shall be performed, stamped, and endorsed by a Surveyor registered in the state the project is located.
B. Detailed sequence of SUE:
1. Submit a schedule for all SUE events that shows start, end, and intermediate milestones.
2. Provide sketches showing the conditions at various stages in the sequence of SUE.
C. Submit submittals for stability of excavations as a complete package and include all items required in this Section.
1. Incomplete submittals will not be reviewed and will be returned for resubmittal as a complete package.
1.07 SEQUENCING AND SCHEDULING
A. Coordinate all Work with restrictions provided in Section 01140 - Work Restrictions.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02280 (BidSet) B. Do not begin Work until submittals have been accepted by Engineer and until equipment and materials necessary for installation are on site.
C. Submit submittals a minimum of 30 days prior to the scheduled date to begin excavation work.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 SUE SCHEDULE
A. Provide SUE services for the following pipelines and utilities.
Description Reference Drawings
Connection to existing 24-inch W (PCCP) C04
Connection to existing 24-inch W (PCCP) C06
Connection to existing 14-inch W (DIP) C06
END OF SECTION
Earthwork
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02300 (BidSet) SECTION 02300
EARTHWORK
PART 1 GENERAL
1.01 SUMMARY
A. Section includes:
1. Loosening, excavating, filling, grading, borrow, hauling, preparing subgrade, compacting in final location, wetting and drying, and operations pertaining to site grading for buildings, basins, reservoirs, boxes, roads, and other facilities.
2. Backfilling and compacting under and around structures.
1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO):
1. Standard Specifications for Highway Bridges.
B. ASTM International (ASTM):
1. D698-Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3).
2. D1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.
3. D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3).
4. D6938 - Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).
1.03 DEFINITIONS
A. Backfill Adjacent to Structure: Backfill within volume bounded by the exterior surfaces of structure, the surface of undisturbed soil in the excavation around structure, and finish grade around structure.
B. Embankments: Dikes, levees, berms, and similar facilities.
C. Excavation: Consists of loosening, removing, loading, transporting, depositing, and compacting in final location, wet and dry materials, necessary to be removed for purposes of construction of structures, ditches, grading, roads, and such other purposes as are indicated on the Drawings.
1.04 SUBMITTALS
A. Copy of Property Owner’s Agreement allowing placement of surplus soil material on their property.
B. Excavation plan.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02300 (BidSet) C. Testing lab: Submit Contractor's proposed testing laboratory capabilities and equipment.
D. Test reports:
1. Submit certified test reports of tests specified to be performed by the Contractor.
2. Sign and seal test reports by a registered Geotechnical Engineer registered in California.
1.05 QUALITY ASSURANCE
A. Initial compaction demonstration:
1. Adequacy of compaction equipment and procedures: Demonstrate adequacy of compaction equipment and procedures before exceeding any of following amounts of earthwork quantities:
a. 50 cubic yards of backfill adjacent to structures.
b. 100 cubic yards of embankment work.
c. 100 cubic yards of fill.
d. 50 cubic yards of roadway base material.
e. 100 cubic yards of road fill.
2. Compaction sequence requirements: Until specified degree of compaction on previously specified amounts of earthwork is achieved, do not perform additional earthwork of the same kind.
3. After satisfactory conclusion of initial compaction demonstration and at any time during construction, provide confirmation tests as specified under "FIELD QUALITY CONTROL."
B. Contractor shall perform work related to this Section in accordance with the approved Stormwater Pollution Prevention Plan (SWPPP).
1.06 SEQUENCING AND SCHEDULING
A. Schedule earthwork operations to meet requirements specified in this Section for excavation and uses of excavated material.
B. If necessary, stockpile excavated material in order to use it at specified locations.
C. Excavation, backfilling, and filling: Perform excavation, backfilling, and filling during construction in manner and sequence that provides drainage at all times.
PART 2 PRODUCTS
2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:
1. Where mud or other soft or unstable material is encountered, remove such material and refill space with stabilization material. Wrap stabilization material with stabilization fabric.
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2. Obtain acceptable import material from other sources if surplus or borrow materials obtained within Project site does not conform to specified requirements or are not sufficient in quantity.
3. No extra compensation will be made for hauling of fill materials nor for water required for compaction.
2.02 MATERIALS
A. Water for compacting: Use water from source acceptable to Engineer.
B. Soil and rock materials:
1. General:
a. Provide aggregate base course, Class 2 permeable, controlled low-strength material, drain rock, gravel, native material, sand, select material, and stabilization material where specified or indicated on the Drawings.
b. If suitable surplus materials are available, obtain native material and select material from cut sections, excavations, borrow areas, or imported materials.
2. Aggregate base course materials: As specified in Section 02050 - Soils and Aggregates for Earthwork.
3. Class 2 permeable: As specified in Section 02050 - Soils and Aggregates for Earthwork.
4. Drain rock: As specified in Section 02050 - Soils and Aggregates for Earthwork.
5. Gravel: As specified in Section 02050 - Soils and Aggregates for Earthwork.
6. Native material: As specified in Section 02050 - Soils and Aggregates for Earthwork.
7. Sand: As specified in Section 02050 - Soils and Aggregates for Earthwork.
8. Select material: As specified in Section 02050 - Soils and Aggregates for Earthwork.
9. Stabilization material: As specified in Section 02050 - Soils and Aggregates for Earthwork.
C. Controlled low-strength material: As specified in Section 02312 - Controlled Low Strength Materials (CLSM).
D. Geotextile fabrics:
1. Filter fabric: As specified in Section 02620 - Filter Fabric.
2. Stabilization fabric: As specified in Section 02621 - Stabilization Fabric.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verification of conditions:
1. Character and quantity of material:
a. Verify character and quantity of rock, gravel, sand, silt, water, and other inorganic or organic materials to be encountered in work to be performed.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02300 (BidSet) b. Determine gradation, shrinkage, and swelling of soil, and suitability of material for use intended in work to be performed.
c. Determine quantity of material, and cost thereof, required for construction of backfills, cuts, embankments, excavations, fills, and roadway fills, whether from onsite excavations, borrow areas, or imported materials.
Include in cost of work to be performed.
d. Include wasting of excess material, if required, in cost of work to be performed.
3.02 PREPARATION
A. Backfills:
1. After clearing and excavation are completed, scarify entire areas that underlie backfills or structures to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.
2. Recompact scarified areas to density specified before placing backfill material or concrete.
3. If foundation areas have soft soils, do not scarify the top 6 inches prior to compaction. Remove loose material using hand equipment or with a flat-edged backhoe bucket. Do not remold and weaken the remaining soil by operating heavy equipment on final bottom elevation of excavation.
4. Do not place backfill against walls until:
a. Walls have been cast full height of structure and concrete has reached the specified strength.
b. Connecting slabs and beams have been cast, and concrete has reached the specified strength.
5. Prior to backfilling:
a. Remove forms.
b. Clean trash and debris from the excavation site.
6. After inspection of foundation, walls, and pipes, place backfill symmetrically around structures to prevent eccentric loading of structures.
B. Embankments:
1. After clearing is completed, scarify entire areas that underlie embankments to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.
2. Recompact scarified areas to density specified for embankments before placing of embankment material.
C. Fills:
1. After clearing is completed, scarify entire areas that underlie fill sections or structures to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.
2. Recompact scarified areas to density specified for compacted fills before placing of fill material or concrete.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02300 (BidSet) D. Roadway fills:
1. After clearing is completed, scarify entire areas that underlie roadway fills to a depth of 6 inches and until surface is free of ruts, hummocks, and other features that would prevent uniform compaction by equipment to be used.
2. Recompact scarified areas to density specified for roadway fills before placing of roadway fill material.
E. Sloped surfaces for fill or foundations:
1. Foundations for fill having slopes in excess of 1 vertical to 4 horizontal:
a. Bench or terrace to adequately key existing ground and fill built thereon.
2. Slopes of original hillsides and old fills: Bench minimum of 10 feet horizontally as fill is placed.
3. Provision of new benches:
a. Start new bench wherever vertical cut of next lower bench intersects existing grade.
b. Recompact material thus cut out along with new embankment material at no additional cost to the City.
3.03 INSTALLATION
A. General:
1. Dispose of excavated materials that are not required or are unsuitable for fill and backfill in lawful manner.
2. Dispose of surplus material on private property only when written permission agreement is furnished by owner of property. Submit copies of such agreements.
3. Rocks, broken concrete, or other solid materials larger than 4 inches in greatest dimension: Remove from project site at no additional cost to the City.
4. Stabilization of subgrade: Provide materials used, or perform work required, to stabilize subgrade so it can withstand loads that may be placed upon it by Contractor's equipment.
B. Compaction:
1. Provide specified compaction for backfills, cuts, embankments, fills, roadway fills, and other earthwork.
2. Perform confirmation tests to verify and confirm that work has complied, and is complying at all times, with compaction requirements specified in this Section for initial compaction demonstration and field quality control testing.
3. In-place density of compacted backfills, cuts, embankments, fills, and roadway fills determined in accordance with ASTM D1556, or with ASTM D6938.
4. Maximum density, laboratory compaction: Soil maximum density and optimum water content when tested in accordance with ASTM D1557.
5. To prevent damage to structures due to backfilling operations, place backfill with equipment that does not exceed AASHTO Standard Specifications for Highway Bridges, H-20 vehicle loading, within a distance from the face of the structure of not less than 1/2 the depth of backfill. The depth of backfill is the distance between the level being compacted and the bottom of the excavation.
Outside this distance, heavier compaction equipment may be used.
6. Compact to percentage of maximum density as follows:
a. Backfill adjacent to structures: 95 percent.
b. Backfilling voids: 95 percent.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02300 (BidSet) c. Embankments: 95 percent.
d. Demolition areas: As indicated on the Drawings.
e. Loose fill:
1) No compaction other than by hauling vehicles will be required. 2) Uniformly distribute travel of vehicles over fill area as required to provide uniformly compacted surface.
f. Other areas: 95 percent.
g. Under present and future structures: 95 percent.
h. Under roadways, parking and storage areas, curbs, and sidewalks:
95 percent.
i. Upper 6 inches of cuts: 95 percent.
j. Fills: 95 percent.
C. Dewatering: As specified in Section 02241 - Dewatering.
D. Excavation:
1. Excavations for trenching: As specified in Section 02318 - Trenching.
2. Excavations for structures:
a. Provide excavations conforming to dimensions and elevations indicated on the Drawings for each structure.
b. After clearing is complete, excavate for the structure, down to the elevation indicated on the Drawings. Unless directed by Engineer, do not carry excavations below elevation indicated on the Drawings. c. Where soil is encountered having unsuitable bearing value, Engineer may direct in writing that excavation be carried to elevations below those indicated on the Drawings.
d. Where excavations are made below elevations indicated on the Drawings, adjust elevations of excavations in accordance with the following requirements:
1) Under slabs: Restore to proper elevation in accordance with procedure specified for backfill in this Section.
2) Under footings: Restore to the proper elevation using one of the following:
a) Aggregate base course.
b) Controlled low-strength material.
e. Excavation width:
1) Extend excavations at least 2 feet clear from walls and foundations of structures to allow for placing and removal of forms, installation of services, and inspection.
2) Do not undercut slopes.
f. Difficulty of excavation: No extra compensation will be made for removal of rock or any other material due to difficulty of excavation.
3. Excavation of lined channels:
a. Excavations in open cut for lined channels may be made so as to place concrete directly against excavated surfaces providing faces of excavations are:
1) Firm and unyielding.
2) Will stand or can be made to stand without sloughing. b. Excavations to provide subgrade for lined channel or subdrainage material: Excavate to lines and grades indicated on the Drawings.
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4. Excavation of unlined channels and basins:
a. Excavate to lines and grades indicated on the Drawings. b. Perform excavation and grading so that finish surfaces are in uniform planes with no abrupt breaks in surface.
5. Excavation of ditches and gutters:
a. Cut ditches and gutters accurately to cross sections and grades indicated on the Drawings.
b. Take care not to excavate ditches and gutters below grades indicated on the Drawings.
c. Backfill excessive ditch and gutter excavations to grade with suitable material acceptable to the Engineer.
d. Do not deposit any material within 3 feet of edge of ditch unless otherwise indicated on the Drawings.
6. Necessary over excavation:
a. Where it becomes necessary to excavate beyond normal lines of excavation in order to remove boulders or other interfering objects, backfill voids remaining after removal as specified in backfilling of voids below, or as acceptable to the Engineer.
b. Backfill voids with material acceptable to the Engineer:
1) With acceptance of the Engineer, backfill with one of the following:
a) Aggregate base course.
b) Controlled low-strength material.
E. Materials for backfills, embankments, fills, and roadway fills:
1. General:
a. Obtain import material from other sources if surplus materials from cuts and excavations obtained from within Project site do not conform to specified requirements or are not sufficient in quantity for construction of Project.
2. Backfills:
a. Backfill adjacent to structures, slabs, or walls: Native material, select material or imported material meeting the requirements of the Geotechnical Report, unless otherwise specified or indicated on the Drawings.
b. Backfill material under concrete structures: Aggregate base course material, except in areas where controlled low-strength material or concrete encasement are indicated on the Drawings.
c. Extend backfill in any area under concrete structures from undisturbed soil or rock to the bottom aggregate base course material layer.
3. Embankments:
a. Native material, select material, or imported material meeting the requirements of the Geotechnical Report, unless otherwise specified or indicated on the Drawings.
4. Fills:
a. Native material, select material, or imported material meeting the requirements of the Geotechnical Report, unless otherwise specified or indicated on the Drawings.
b. Extend fill in any area under concrete structures from undisturbed soil or rock to the bottom aggregate base course material layer.
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5. Roadway fills: One of the following, unless otherwise specified or indicated on the Drawings:
a. Aggregate base course material.
b. Native material, select material, or imported material meeting the requirements of the Geotechnical Report.
F. Placement:
1. General:
a. Lines and grades:
1) Construct backfills, embankments, fills, and road fills, at locations and to lines and grades indicated on the Drawings.
2) Overbuild permanent fill slopes by at least 1 foot and then cut to final grade to provide adequate compaction of the remaining fill.
2. Backfills:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content not less than 2 percent above optimum moisture content, unless otherwise allowed by the Engineer, before compacting.
c. Defective compacted backfills: Remove and recompact.
3. Fills:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content not less than 2 percent above optimum moisture content, unless otherwise allowed by the Engineer, before compacting.
c. Defective compacted fills: Remove and recompact.
4. Embankments:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content not less than 2 percent above optimum moisture content, unless otherwise allowed by the Engineer, before compacting.
c. Defective compacted embankments: Remove and recompact.
5. Roadway fills:
a. Place loose material in successive layers that do not exceed 8 inches in depth after compaction.
b. Bring each layer to a moisture content not less than 2 percent above optimum moisture content, unless otherwise allowed by the Engineer, before compacting.
c. Defective compacted roadway fills: Remove and recompact.
6. Loose fill:
a. In disposal areas: In disposal areas indicated on the Drawings, start fill at contour line indicated as finish grade:
1) Continue filling of spoil area until disposal of surplus excavated material is completed.
2) Slope edges of finished fill area off at between 1-1/2 and 2 horizontal to 1 vertical to natural ground.
3) Provide slopes that are smooth and uniform.
4) Level finish surface of disposal area to within 4 inches of elevation indicated on the Drawings.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02300 (BidSet) b. Clods or hard lumps of earth of 6 inches in greatest dimension: Break up before compacting material in embankments, except as provided as follows:
1) When fill material includes large rocky material or hard lumps, such as hardpan or cemented gravel which cannot be broken readily, distribute such material throughout fill.
2) Place sufficient earth or other fine material around larger material as it is deposited so as to fill interstices and produce dense, compact fill.
Do not place such material within 2 feet of finish grade of fill.
3.04 FIELD QUALITY CONTROL
A. Confirmation tests:
1. Confirmation test will be performed and paid for by the Engineer.
2. Contractor's responsibilities:
a. Adequacy of compaction equipment and procedures:
1) Demonstrate adequacy of compaction equipment and procedures. 2) At each test location include tests for each type or class of backfill from bedding to finish grade.
b. Compaction sequence requirements:
1) Do not perform additional earthwork of the same kind until specified degree of compaction has been demonstrated.
c. Cost of re-testing for failed confirmation tests:
1) Paid for by the Contractor per Section 01450 - Quality Control. d. Qualifications of Contractor's testing laboratory: Acceptable to Engineer. e. Copies of confirmation test reports: Submit promptly to the Engineer.
3. Frequency of confirmation testing:
1) In-place density:
a) Backfill, fill, and embankments: Every 1 foot of vertical lift. b) Roadway fills: Every 10 cubic yards.
2) Maximum dry density versus moisture:
a) Backfill, fill, and embankments: Every 1 foot of vertical lift. b) Roadway fills: Every 10 cubic yards.
b. Copies of confirmation test reports: Saved in project files for record and provided to the Engineer is required compaction is not met.
B. Tolerances:
1. Finish grading of backfills, cuts, embankments, fills, and roadway fills:
a. Perform fine grading under concrete structures such that finish surfaces are never above the grade or cross section indicated on the Drawings and are never more than 0.10 feet below.
b. Provide finish surface for areas outside of structures that are within
0.10 feet of grade or cross section indicated on the Drawings.
2. Unlined channels and basins:
a. In both cut and fill, and levee and access road side slopes in cut: Vertical tolerance of none above and 3 inches below grade indicated on the Drawings on bottom and side slopes.
b. On top surface of levee and access road in both cut and fill, and levee and access road side slopes in fill: Vertical tolerance of none below and 3 inches above grade indicated on the Drawings.
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3. Areas which are not under structures, concrete, asphalt, roads, pavements, sidewalks, dikes, and similar facilities:
a. Provide finish graded surfaces of either undisturbed soil, or cohesive material not less than 6 inches deep.
b. Intent of proceeding is to avoid sandy or gravelly areas.
4. Finish grading of surfaces:
a. Reasonably smooth, compacted, and free from irregular surface changes. b. Provide degree of finish that is ordinarily obtainable from blade grader operations, except as otherwise specified.
c. Uniformly grade areas that are not under concrete.
d. Finish ditches and gutters so that they drain readily.
C. Compliance tests:
1. Frequency of testing: Periodic compliance tests will be made by the Engineer to verify that compaction is meeting requirements previously specified.
3.05 ADJUSTING
A. Finish grades of excavations, backfills, and fills:
1. Repair and reestablish grades to required elevations and slopes due to any settlement or erosion that may occur from action of the elements or any other cause prior to final acceptance.
3.06 PROTECTION
A. Finish grades of backfills, cuts, excavations, and fills:
1. Protect newly graded areas from erosion and deterioration by action of the elements.
B. Ditches and gutters:
1. Maintain ditches and gutters free from detrimental quantities of debris that might inhibit drainage until final acceptance.
END OF SECTION
Controlled Low Strength Material (CLSM)
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02312 (BidSet) SECTION 02312
CONTROLLED LOW STRENGTH MATERIAL (CLSM)
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Controlled low strength material (CLSM), also known as "flowable fill."
1.02 REFERENCES
A. American Concrete Institute (ACI):
1. 229R - Report on Controlled Low-Strength Materials.
2. 301 - Specifications for Structural Concrete.
B. ASTM International (ASTM):
1. C33 - Standard Specification for Concrete Aggregates.
2. C94 - Standard Specification for Ready Mix Concrete.
3. C143 - Standard Test Method for Slump of Hydraulic Cement Concrete.
4. C150 - Standard Specification for Portland Cement.
5. C260 - Standard Specification for Air-Entraining Admixtures for Concrete.
6. C403 - Standard Test Method for Time of Setting of Concrete Mixtures by Penetration Resistance.
7. C494 - Standard Specification for Chemical Admixtures for Concrete.
8. C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.
9. D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3(600 kN-m/m3).
10. D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3(2,700 kN-m/m3)).
11. D4832 - Standard Test Method of Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders.
12. D5971 - Standard Practice for Sampling Freshly Mixed Controlled Low Strength Material.
13. D6023 - Standard Test Method for Density (Unit Weight), Yield, Cement Content, and Air Content (Gravimetric) of Controlled Low-Strength Material.
1.03 SUBMITTALS
A. Product data: Submit data completely describing materials in the mix and demonstrating compliance with the requirements of this Section.
1. Cement: Mill tests. Indicate alkali content representative of each shipment.
2. Fly ash: Identify source and type of fly ash.
3. Water: Identify source and quality if not from a municipal treatment source.
4. Admixtures: Manufacturer’s product data indicating suitability for use in CLSM mixes and recommended dosage rates.
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5. Aggregate:
a. Submit source, type, and sieve analyses. Include testing to demonstrate that materials in accordance with ASTM C33 requirements. b. Resubmit at any time there is a significant change in grading of materials.
B. Mix design:
1. Submit full details, including mix design calculations for mix proposed for use.
2. Trial batch test data:
a. Submit data for each test cylinder.
b. Submit data that identifies mix and slump for each test cylinder.
1.04 DELIVERY, STORAGE AND HANDLING
A. Store or stockpile cement, fly ash, and aggregate in accordance with ACI 301.
B. Store admixtures in accordance with the manufacturer’s recommendations.
PART 2 PRODUCTS
2.01 DESIGN AND PERFORMANCE CRITERIA
A. Mixture of portland cement, water, pozzolan, fine aggregate and admixtures, proportioned in accordance with the recommendations of ACI 229 to produce a homogeneous mixture that is flowable, that will readily work into corners and angles; that will not segregate in the plastic state; and that is self-compacting at the time of placement without the use of mechanical vibration.
B. Performance requirements:
1. Air content, total calculated in accordance with ASTM D6023: Not less than
8.0 percent, nor greater than 12.0 percent.
2. Compressive strength, measured in accordance with ASTM D4832 at 28 days:
Not less than 50 pounds per square inch, nor greater than 150 pounds per square inch.
3. Wet density: Not greater than 132 pounds per cubic foot.
4. Slump, measured in accordance with ASTM C143 at the point of placement:
Greater than 9 inches and that allows CLSM to flow freely and to be self-compacting during placement.
2.02 MATERIALS
A. Cement:
1. Portland cement in accordance with ASTM C150, Type I or Type II.
2. Having total alkali content not more than 0.60 percent.
B. Fly ash: Class C or Class F fly ash in accordance with ASTM C618.
C. Water:
1. Potable water: Clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances.
Controlled Low Strength Material (CLSM)
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02312 (BidSet) D. Admixtures: Products of a single manufacturer, specifically manufactured or recommended by that manufacturer for use in CLSM.
1. Air entraining admixture: In accordance with ASTM C260.
2. Water reducing admixture: In accordance with ASTM C494, Type A.
E. Aggregate:
1. Non-expansive, non-reactive, inert natural sand conforming to the following requirements:
a. Not more than 12 percent passing a No. 200 sieve.
b. No plastic fines present.
c. Including pea gravel no larger than 3/8 inch.
2.03 MIXES
A. See Design and Performance Criteria for performance requirements of the plastic and hardened mix.
2.04 SOURCE QUALITY CONTROL
A. Trial batch:
1. After mix design has been accepted by Engineer, have trial batch of the accepted mix design prepared by testing laboratory acceptable to Engineer.
2. Prepare trial batches using the specific cement, fly ash, admixtures, aggregates, and water proposed for the Work.
3. Prepare trial batch with quantity sufficient to determine slump, workability, and consistency; and to provide test cylinders as indicated in this Section.
B. Trial batch testing:
1. Determine slump in accordance with ASTM C143, with the following modifications:
a. Do not rod the concrete material.
b. Place material in slump cone in one semi-continuous filling operation, slightly overfill, tap lightly, strike off, and then measure and record slump.
2. Prepare and test trial batch specimens in accordance with ASTM D4832, with the following modifications:
a. Provide cylindrical test specimens, each 6-inches in diameter by 12-inch high.
b. Provide a minimum of 8 cylinders for testing of each trial batch. c. Fill the molds to overflowing and tap sides lightly to settle the mix. d. Do not rod the mix for consolidation in the cylinder. e. Strike off the excess material.
3. Place test cylinders in a moist curing room. Exercise caution in moving and transporting the cylinders since they are fragile and will withstand only minimal bumping, banging, or jolting without damage.
4. Do not remove the test cylinder from mold until that cylinder is to be capped and tested.
a. Perform the capping carefully to prevent premature fractures. b. Do not perform initial compression test until the cylinders reach a minimum age of 3 days.
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5. Provide compressive strength tests:
a. Test 4 test cylinders at 7 days after casting, and another 4 cylinders at 28 days after casting.
b. The compression strength of the 4 test cylinders tested at 28 days shall be equal to or greater than the minimum required compression strength, but shall not exceed maximum compression strength.
C. If the trial batch tests do not meet the Specifications for strength or density, revise and re-submit the mix design, prepare additional trial batch(es), and complete additional trial batch tests. Repeat until an acceptable trial batch is that conforms to the Specifications is produced.
1. All the trial batches and acceptability of materials shall be paid by the Contractor.
2. After acceptance, do not change the mix design without submitting a new mix design, trail batches, and test information.
PART 3 EXECUTION
3.01 PREPARATION
A. Do not place CLSM until preparation and condition of surfaces receiving the fill have been observed and accepted by the Engineer.
B. Remove debris foreign matter, and standing or running water from excavations and areas receiving CLSM before placement.
3.02 INSTALLATION
A. Pipes and trenches.
1. Install cellular concrete as indicated on the Drawings and specified.
2. Where CLSM is placed around and over pipes, secure pipes in place, or place CLSM in lifts to prevent pipe flotation.
3. Where CLSM is placed in long, open trenches, confine material using bulkheads of sandbags, earth dams, or stiffer concrete at open ends of placement.
4. Place CLSM at specified access points in the abandoned in-place pipe.
B. Soil preparation:
1. Prior to placement of CLSM, prepare underlying soils as follows:
a. Scarify surface to a depth of 8 inches.
b. Adjust moisture content to or slightly above the optimum in accordance with ASTM D1557 or ASTM D698.
c. Re-compact scarified surface to a minimum of 95 percent relative density in accordance with ASTM D1557 or ASTM D698.
3.03 MEASURING, BATCHING, MIXING AND TRANSPORTING
A. Measure, batch, mix and transport CLSM in accordance with the requirements of ASTM C94 and this Section.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02312 (BidSet) B. Mix until there is uniform distribution of materials.
C. Discharge mixer completely prior to recharging.
D. After trial batch testing and mix acceptance, maintain slump during construction within plus or minus 1 inch of the design slump.
3.04 PLACING
A. Place controlled low strength material by method that preserves the quality of the material in terms of compressive strength and density.
B. Maintain fluid properties of the mix during placement.
1. At point of placement, provide material that flows easily around, beneath, or through walls, pipes, conduits, or other structures.
2. Do not place CLSM that has partially hardened or that has been contaminated by foreign materials.
3. Handle and place CLSM using methods that minimize segregation of the mix.
4. Deposit mix as near its final position as possible to avoid segregation due to rehandling or flowing.
5. Contain and confine mix while it is fluid. Design containment structures and bracing at walls and forms to withstand lateral pressures of wet mix.
C. Lifts:
1. Limit lift heights of CLSM placed against structures and other facilities that could be damaged due to the pressure from the CLSM, to the lesser of 3 feet or the lift height indicated on the Drawings.
2. Do not place another lift of CLSM until the last lift of CLSM has set and gained sufficient strength to prevent additional lateral load against the forms or structure due to the weight of the next lift of CLSM.
D. Water conditions:
1. Do not place CLSM in standing or flowing water.
2. Do not permit water to flow over the surface of freshly placed or un-hardened CLSM.
3. Do not submerge CLSM in water within 24 hours after placement.
E. Manage CLSM bleed water.
1. Grade top surface of CLSM to drain away from the fill.
2. Provide side containment that permits bleed water to drain to a contained management area away from the fill.
3.05 CURING AND PROTECTION
A. Curing:
1. Prior to and during curing, install barriers to prevent equipment or personnel from falling into or becoming entrapped in CLSM.
B. Protect CLSM from:
1. Damage from the elements.
2. Damage of any nature during surrounding construction operations.
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3.06 FIELD QUALITY CONTROL
A. Provide quality control over the Work of this Section as specified in Section 01450 - Quality Control and Section 01460 - Contractor Quality Control Plan and as specified in this Section.
B. General:
1. Engineer inspection and acceptance required prior to placement.
2. Make provisions for and furnish all material for the test specimens and provide manual assistance to assist the City’s Testing Laboratory in preparing said specimens.
3.07 FIELD QUALITY ASSURANCE
A. Provide quality control over the work of this Section as specified in Section 01450 - Quality Control and Section 01460 - Contractor Quality Control Plan.
B. Field inspections:
1. Engineer shall provide on-site inspection for the Work of this Section.
2. Advise Engineer of readiness to proceed at least 24 hours prior to each placement of CLSM.
3. Required inspections:
a. Engineer will observe the prepared areas. Do not place CLSM until Engineer has observed and accepted preparations.
4. Record of inspections.
C. Field sampling and testing:
1. During construction, City shall provide sampling and testing to determine whether the CLSM, as produced and placed, complies with the requirements specified.
a. Make provisions for and furnish material for test specimens. Cooperate by allowing free access for City’s independent testing firm to sample and test materials. Provide assistance in obtaining and preparing said specimens.
2. Sample CLSM for testing in accordance with ASTM D5971.
3. Required tests:
a. Air content: Prepare sample and test in accordance with ASTM D6023. b. Compressive strength: Prepare and test cylinder specimens in accordance with ASTM D4832.
1) Prepare 6-inch diameter by 12-inch high specimens for testing. a) Provide one set of specimens for each 150 cubic yards of CLSM placed, but not less than 1 set for each half day's placement. b) Prepare and test not less than 3 cylinders for each set. c) Place CLSM in the molds in accordance with ASTM D4832. Do not rod or otherwise consolidate the material in the mold. d) In accordance with ASTM D4832 recommendations for
displacing bleed water at the top of the molds and refilling the molds before covering with a lid. Do not use air-tight lids. 2) Place the cylinders in a safe location away from construction activities.
a) Protect cylinders from bumping and impact.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02312 (BidSet) b) Maintain temperature surrounding cylinders between 60 and 80 degrees Fahrenheit until delivery to the laboratory for testing. c) After the first day, surround molds with a high humidity environment by covering with wet burlap, or equivalent highly absorptive material. Maintain saturation of the cover. Do not sprinkle water directly on the cylinders.
3) After 4 days, place the cylinders in a protective container for transport to the laboratory for testing.
a) Exercise caution in moving and transporting the cylinders since they are fragile and will withstand only minimal bumping, banging, or jolting without damage.
b) Transport container may be a box with a Styrofoam or similar lining that will limit jarring and bumping of the cylinders. 4) Upon receipt at the testing laboratory, place test cylinders in a moist curing room until dates for testing.
5) Do not remove test cylinders from molds until the day that cylinders is to be capped and tested.
6) Cap and test for compressive strength in accordance with ASTM D4832.
a) Do not perform initial compression test until the cylinders reach an age of at least 4 days.
b) Test 1 cylinder at 7 days and 2 at 28 days.
7) Compressive strength of the cylinders tested at 28 days shall be equal to or greater than the minimum required compression strength, but shall not exceed maximum compression strength specified.
3.08 NON-CONFORMING WORK
A. When testing or observation indicates CLSM with properties outside the specified and accepted range, Engineer will issue instructions regarding disposition of nonconforming materials.
B. Engineer may:
1. Reject CLSM represented by those test specimens and require its removal and replacement.
2. Require modification of the mix design to provide CLSM with the properties specified.
C. Make such modifications at no additional expense to the City and with no adjustment to the schedule.
END OF SECTION
Trenching
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TRENCHING
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Trench excavation and trench backfill for pipelines, manholes, vaults, and appurtenances.
1.02 REFERENCES
A. ASTM International (ASTM):
1. D698-Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3).
2. D1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.
3. D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3).
4. D6938 - Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).
1.03 DEFINITIONS
A. Backfill: Material placed in trench above the pipe embedment zone.
B. Bedding: Material placed under, around, and over pipes or ducts in trenches.
C. Fine Grading: bedding material placed directly below pipes or ducts to provide support at the bottom of the trench and to bring those elements to required grades and elevations.
D. Flexible Pipe: Includes steel, ductile iron, thermoplastics such as polyvinyl chloride (PVC) and high-density polyethylene (HDPE), thermosetting plastics such as fiberglass-reinforced polymer (FRP), bar-wrapped concrete cylinder pipe, and corrugated steel pipes.
E. Haunch Zone: Material placed below and beside the pipe up to the pipe springline.
F. Lift: A layer of soil or aggregate material, measured before compaction.
G. Maximum Density, Field Compaction: Soil density and water content when tested in accordance with ASTM D1556 or ASTM D6938.
H. Maximum Density, Laboratory Compaction: Soil maximum density and optimum water content when tested in accordance with ASTM D1557 or ASTM D6938.
I. Pavement Section: Includes pavement plus underlying courses such as base course and subgrade.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02318 (BidSet) J. Pipe Embedment Zone: Includes bedding, fine grading, and haunch zone.
K. Pipe Foundation: Material placed at the bottom of trench to provide support.
L. Pipe Foundation: Stabilization material placed at the bottom of trench to provide support when the trench bottom is not firm, dry or uniform.
M. Pipe Springline: A horizontal reference line located at mid-height, or halfway point, of a circular conduit, pipe, or tunnel. It is the maximum horizontal dimension or diameter of a circular conduit, pipe, or tunnel.
N. Rigid Pipe: Includes reinforced non-cylinder concrete, reinforced concrete cylinder, prestressed concrete cylinder, vitrified clay, polymer concrete, cast iron, asbestos cement and cast-in-place pipes.
1.04 SUBMITTALS
A. As specified in Section 01330 - Submittal Procedures.
B. Product data on soils and aggregates.
1. Material source.
2. Gradation.
3. Test data to demonstrate compliance with requirements as specified in this Section.
C. Samples:
1. Provide 50-pound sample of materials when requested by the Engineer.
D. Confirmation testing:
1. Certification of Contractor's testing laboratory.
2. Record copy report for tests performed by Contractor's testing laboratory.
PART 2 PRODUCTS
2.01 MATERIALS
A. As specified in Section 02050 - Soils and Aggregates for Earthwork.
B. Class C concrete: As specified in Section 03300 - Cast-in-Place Concrete.
C. Controlled low-strength material: As specified in Section 02312 - Controlled Low Strength Material (CLSM)
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3.01 PREPARATION
A. Stabilize excavations as specified in Section 02260 - Excavation Support and Protection.
B. Perform subsurface utility engineering (SUE) for utility locating and verification prior to any excavation work and as specified in Section 02280 - Subsurface Utility Engineering.
3.02 DEWATERING
A. As specified in Section 02241 - Dewatering.
3.03 TRENCH EXCAVATION
A. Excavate bottom of trench to depth indicated on the Drawings.
B. Areas of new fill or embankment:
1. Prior to laying pipes or electrical service, place fill and compact as specified to not less than 2 feet above top of pipe, conduit, or duct bank.
2. Excavate through fill for pipe trench.
C. Trench widths as specified in the following table:
Buried Pipe Or Accessory Minimum Trench Width Maximum Trench Width Nominal Pipe Diameter:
4 inch to 24 inch OD + 18 inches OD + 24 inches
Nominal Pipe Diameter:
Greater than 24 inch OD + 24 inches OD + 36 inches
Manholes, vaults, valves, or
other accessories
12 inches between outer
surface and trench side or
shoring
Not applicable
D. Potable water pipe and appurtenances:
1. Lay in trenches separate from those used for sewers and recycled water.
2. Unless otherwise specified or indicated on the Drawings, lay in trenches having cover of not less than 3.5 feet below surface of ground located at distance of not less than 10 feet clear horizontally from any parallel sewer and 1 foot clear vertically above any parallel sewer.
E. At road crossings or existing driveways:
1. Provide notification, vehicular access, and traffic control as required by permits and special conditions.
2. Provide temporary asphalt or plating for traffic or access at the end of each work day unless approved in writing by Engineer.
3. If unexpected utility conflicts or changed site conditions require trenchless technologies or temporary bridges, immediately notify the Engineer in writing.
Approval is required before proceeding with construction.
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4. When trench width at top of pipe is increased beyond width specified in this Section because of soil conditions, safety requirements, or other reasons, Engineer approval for remedy is required without additional cost to City. a. Remedy may include upgrade laying conditions or install stronger pipe designed in accordance with Specifications.
3.04 TRENCH BACKFILL - GENERAL
A. Trench area terminology and locations as indicated on the Drawings.
B. Place material, except CLSM and concrete, in maximum 6 inch lifts, measured before compaction.
C. Backfilling of manhole excavation: Conform to backfilling requirements for trenches as specified in this Section.
3.05 PIPE FOUNDATION
A. Provide trench bottom with firm, dry, uniform bearing surface at the grade indicated on the Drawings.
B. Excess excavation below elevation indicated on the Drawings will require installation of pipe foundation material to bring the trench bottom back to the elevation indicated on the Drawings at no additional cost to City.
1. Materials and placement:
a. Stabilization material:
1) Wrap stabilization material as specified in Section 02621 - Stabilization Fabric.
C. If bottom of trench excavation consists of soil:
1. Scarify bottom of trench to a depth of 6 inches below the grade indicated on the Drawings.
2. Materials and placement:
a. Recompact scarified material to 95 percent of maximum density.
D. If bottom of trench excavation consists of rock or any material that, by reason of its hardness, cannot be excavated to provide uniform bearing surface:
1. Remove such rock or other material to a depth of not less than 4 inches below pipe embedment zone.
2. Materials:
a. CLSM.
b. Class C concrete.
E. If bottom of trench excavation consists of mud or other soft unstable material:
1. Remove such unacceptable material to a depth of not less than 18 inches below pipe embedment zone.
2. Material and placement:
a. Stabilization material:
1) Wrap stabilization material as specified in Section 02621 - Stabilization Fabric.
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3.06 PIPE EMBEDMENT ZONE
A. Pipe displacement:
1. Take necessary precautions in placement and compaction of bedding material to prevent displacement of piping.
2. In event there is movement or floating of the piping, re-excavate, re-lay, and backfill the pipe.
B. Fine grading:
1. Place 6-inches of approved haunch zone bedding material from the trench bottom to the bottom of the pipe or duct to provide support at the bottom of the trench and to bring those elements to required line and grade.
C. Depressions for joints or couplings:
1. Excavate holes in the fine grading material at the bottom of the trench.
2. Provide holes of sufficient width to provide ample room for grouting, banding, or welding as necessary for making joints and to ensure that pipe rests upon prepared trench bottom and not supported by any portion of the joint.
D. Rigid pipe:
1. Pipe embedment zone: Below pipe springline:
a. Materials and placement:
1) Aggregate base course compacted to 95 percent maximum dry density.
2) Select material compacted to 95 percent maximum dry density.
2. Pipe embedment zone: Above pipe springline:
a. Compacted to a depth above pipe: 12-inch minimum.
b. Materials and placement:
1) Aggregate base course compacted to 95 percent maximum dry density.
2) Select material compacted to 95 percent maximum dry density. 3) Native material compacted to 95 percent maximum dry density.
E. Flexible pipe (including Ductile Iron Pipe):
1. Pipe embedment zone:
a. Compacted to a depth above pipe: 12-inch minimum.
b. Materials and placement:
1) Aggregate base course compacted to 95 percent maximum dry density.
2) CLSM. Place gravel bags to support and set pipe to line and grade prior to CLSM placement. Place CLSM in lifts as necessary to prevent floatation.
3.07 BACKFILL
A. Trenches:
1. Materials and placement:
a. Native soil - select compacted to 95 percent maximum dry density. b. Imported fill compacted to 95 percent maximum dry density. c. Aggregate base course compacted to 95 percent maximum dry density. d. CLSM.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02318 (BidSet) B. Trenches below or within 10 feet of the outside perimeter of structures:
1. Unless shown on Drawings to encase in concrete, backfill to underside of aggregate base course below structure.
2. Materials and placement:
a. Aggregate base course compacted to 95 percent of maximum density. b. CLSM.
C. Trenches in roadways and paved areas:
1. Backfill trench to underside of pavement.
2. Materials and placement:
a. Aggregate base course compacted to 95 percent of maximum density. b. CLSM.
D. Trenches in areas outside the improved section of roadways or in open country:
1. Backfill to finished grade.
2. Materials and placement:
a. Native soil, native soil - select, imported material, or aggregate base course compacted to 90 percent of maximum density.
E. Trenches under existing intersecting pipes, duct banks, or conduits larger than 3 inches in diameter:
1. Backfill from above top of new pipe embedment zone to springline of intersecting pipe or conduit.
a. Extend backfill at least 2 feet on either side of intersecting pipe or conduit to ensure backfill material remains in place while other backfill is being placed.
b. Materials and placement:
1) CLSM, unless otherwise indicated on the Drawings.
2. Backfill remainder of trench:
a. Materials and placement:
1) CLSM.
2) Class C concrete.
3.08 EXCESS MATERIAL
A. Remove excess excavated material from the Project site as specified in Section 02300 - Earthwork.
3.09 FIELD QUALITY CONTROL
A. Provide field quality control for the Work as specified in Section 01450 - Quality Control.
B. Confirmation tests: As specified in Section 02300 - Earthwork.
1. Minimum frequency of confirmation testing:
a. At each test location include tests for each type or class of backfill from bedding to finished grade.
b. For trenches: 1 location every 200 linear feet.
c. Along dirt or gravel road or off traveled right-of-way: 1 location at every 500 linear feet.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02318 (BidSet) d. Crossing paved roads: 1 location at each crossing.
e. Under pavement cuts or within 2 feet of pavement edges: 1 location every 400 linear feet.
C. Compliance tests:
1. Make periodic compliance tests to verify that compaction is meeting requirements as specified in this Section.
2. Perform remedial work if compaction test fails to meet specified requirements using one of the following methods:
a. Remove and replace backfill at the proper density.
b. Other means acceptable to the Engineer.
3. Retesting:
a. Costs of retesting: Contractor is responsible for the costs of retesting required to confirm and verify that remedial work has brought compaction within specified requirements.
b. Contractor's confirmation tests during performance of remedial work:
1) Performance: Perform tests in manner acceptable to the Engineer. 2) Frequency: Double amount specified for initial confirmation tests.
D. Piping system testing:
1. As specified in Section 02009 - Piping Systems Testing.
END OF SECTION
Stone Slope Protection
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STONE SLOPE PROTECTION
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: stone slope protection.
1.02 SUBMITTALS
A. Product data: Manufacturer's catalog data and installation instructions for the geotextile fabric.
B. Geotextile samples: All samples shall be from the same production lot as will be supplied for the project. The sample size shall be a minimum of 1 square foot.
C. Certificates:
1. A mill certificate or affidavit, signed by a legally authorized official of company manufacturing the geotextile, certifying the geotextile meets the specification.
2. Certified weights of the rock delivered to the site.
D. Quality assurance submittals:
1. Quarry source for the stone protection.
1.03 DELIVERY, STORAGE, AND HANDLING
A. Acceptance at the site:
1. Rock: The Contractor shall provide the certified weight tickets to the Engineer at the time of delivery for each truckload of rock.
PART 2 PRODUCTS
2.01 STONE
A. Material:
1. Rounded boulders or cobbles shall not be used.
2. Rocks shall be of an angular shape as to form a stable protection structure of the required section.
a. Flat or needle shapes will not be accepted unless the thickness of the individual pieces are greater than 0.33 times the length.
3. Additional material requirements.
a. A footing trench shall be excavated along the toe of the slope as shown on the plans.
b. Rocks shall be so placed as to provide a minimum of voids and the larger rocks shall be placed in the toe course and on the outside surface of the
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02372 (BidSet) slope protection. The rock may be placed by dumping and may be spread in layers by bulldozers or other suitable equipment.
c. Local surface irregularities of the slope protection shall not vary from the planned slopes by more than 0.3-m measured at right angles to the slope.
PERCENTAGE LARGER THAN
Rock Mass
CalTrans, Section 72, Method B Placement
Classes
1 Ton 1/2 Ton 1/4 Ton Light Facing
2 ton 0-5 -- -- -- --
1 ton 50-100 0-5 -- -- --
1/2 ton -- 50-100 0-5 -- --
1/4 ton 95-100 -- 50-100 0-5 --
200 pounds -- 96-100 -- 50-100 0-5
84 pounds -- -- 95-100 -- 50-100
25 pounds -- -- -- 95-100 90-100
d. The amount of material smaller than the smallest rock mass listed in the table for any class of rock slope protection shall not exceed the percentage limit listed in the table determined on a mass basis. e. Compliance with the percentage limit shown in the table for all other rock masses of the individual pieces of any class of rock slope protection shall be determined by the ratio of the number of individual pieces larger than the specified rock mass compared to the total number of individual pieces larger than the smallest rock mass listed in the table for that class.
4. Quality requirements:
Test California Test Requirement
Apparent Specific Gravity 206 2.5 minimum
Absorption 206 4.2% maximum
Durability Index 229 52 minimum
Coarse Durability Index = Durability Absorption Ratio
% Absorption + 1
* Based on the formula contained in this Section, absorption may exceed 4.2 percent if durability absorption ratio is greater than 10. Durability index may be less than 52 if Durability absorption ratio is greater than 24.
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2.02 SAND
A. Gradation: Shall consist of washed sand free of clay lumps or other deleterious materials and meeting the following gradation:
Sieve Size Percentage Passing
Number 10 100
Number 40 80-100
Number 200 0-3
2.03 GEOTEXTILE FABRIC
A. Manufacturers: One of the following or equal:
1. Propex Operating Company, Geotex 1071 or 1201.
2. Contech Construction Products, Inc.; C-80NW.
3. Nicolon Corporation, Mirafi 180NC or 1100NC.
PART 3 EXECUTION
3.01 PREPARATION
A. Geotextile fabric:
1. At the time of installation, the geotextile fabric shall be rejected if it has defects, rips, holes, flaws, deterioration, or damage incurred during manufacture, transportation, or storage.
2. The surface that is to receive the geotextile fabric shall be prepared to a relatively smooth condition, free of obstructions, depressions, debris, and soft or low-density pockets of material.
3. Erosion features such as rills and gullies shall be graded out of the surface before geotextile fabric placement.
3.02 INSTALLATION OF THE GEOTEXTILE FABRIC
A. Place geotextile fabric in the manner and at the locations indicated on the Drawings.
B. The geotextile fabric shall be placed with the long dimension parallel to the slope and laid smooth and free of tension, stress, folds, wrinkles, or creases.
1. The strips of geotextile fabric shall be placed to provide a minimum width of 24 inches of overlap over adjacent joints in the direction of the placement of material.
2. The edge of the top layer of geotextile fabric at the overlap shall be on the side of geotextile fabric strip which is in the direction of water flow.
C. Temporary pinning of the textile fabric to help hold it in place until the stone protection and embankment fill is placed will be allowed.
D. Remove temporary pins as the stone protection and embankment fill is placed to relieve high tensile stress, which may occur during placement of material on the geotextile fabric.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02372 (BidSet) E. Protect geotextile at all times during construction from contamination by surface runoff.
1. Replace any geotextile fabric so contaminated with uncontaminated geotextile fabric.
2. Replace any geotextile fabric that is damaged during its installation.
3. In no case shall any type of equipment be allowed on the unprotected geotextile fabric.
3.03 INSTALLATION OF STONE PROTECTION
A. Footing trench: Excavate a footing trench along the toe of the slope as indicated on the Drawings.
B. Sand bedding layer: Place and compact sand above the geotextile fabric to a minimum depth of 12 inches prior to placement of stone protection.
C. Stone placement:
1. Install stone protection to the lines, grades, and the minimum dimensions indicated on the Drawings.
2. Place rocks so as to provide a minimum of voids and the larger rocks shall be placed in the toe course and on the outside surface of the slope protection.
3. Place and spread the rock so as not to damage the layer of the geotextile fabric.
a. The end dumping of rock on slopes or below the water will not be permitted. Use a hydraulic shovel or similar equipment to place rock on slopes, or below the water.
4. Rocks shall be so placed as to provide a minimum of voids and the larger rocks shall be placed in the toe course and on the outside surface of the slope protection.
5. The placement of the rock revetment must minimize voids between smaller particles and larger rocks along the toe.
6. Place stone protection to the satisfaction of the Engineer, within a tolerance of minus 0 to plus 3 inches as measured using a 10-foot straight edge oriented parallel and normal to slope.
D. At the completion of slope protection work, fill the footing trench with excavated material and compaction of the material will not be required.
E. The voids in the stone protection shall be filled with soil to a depth of at least
0.1 foot above the surface of the stone protection.
1. Use sand to fill the bottom 2/3 of the stone protection layer.
2. Place sand by mechanical or hydraulic methods to ensure filling of all voids within the stone protection.
3. Cover remaining 1/3 of the stone protection layer and fill with soil meeting the requirements of embankment materials.
4. Place material in lifts to the thickness indicated on the Drawings and compacted with rubber tire compaction equipment to at least 87 percent relative compaction.
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5. The moisture content of compacted soils shall be at least 1 percent above optimum.
6. Compaction equipment used shall be of such size and weight to not damage or tear the underlying geotextile fabric.
3.04 SCHEDULE
A. Unless otherwise indicated on the Drawings the class of rock used shall be:
Location of Placement Class of Rock
Terminus of hardscape drainage paths (Drawing C03) Light
END OF SECTION
Precast Electrical Handholes and Electrical Manholes
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PRECAST ELECTRICAL HANDHOLES AND ELECTRICAL MANHOLES
PART 1 GENERAL
1.01 SUMMARY
A. Design, fabricate, and install precast electrical handholes and precast electrical manholes of the size and type indicated on the Drawings and specified:
1. Construction of cast-in-place concrete electrical structures, including handholes and manholes, are specified in other sections.
B. Section includes:
1. Precast portland cement concrete handholes and accessories.
C. Alternates:
1. Contractor may propose to construct cast-in-place structures in lieu of the precast structures specified:
a. Obtain Engineer’s acceptance of this alternative before submitting, providing, or installing.
b. Submit full information on design and detailing of proposed alternatives including design details and drawings of the same types required by this Section for precast structures.
1.02 REFERENCES
A. American Association of State Highway Transportation Officials (AASHTO):
1. Standard Specifications for Highway Bridges.
B. American Concrete Institute (ACI):
1. 318 - Building Code Requirements for Structural Concrete and Commentary.
C. ASTM International (ASTM):
1. A48 - Standard Specification for Gray Iron Castings.
2. C857 - Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures.
3. C858 - Standard Specification for Underground Precast Concrete Utility Structures.
4. C891 - Standard Practice for Installation of Underground Precast Concrete Utility Structures.
5. C1028 - Standard Test Method for Determining the Static Coefficient of Friction of Ceramic Tile and Other Like Surfaces by the Horizontal Dynamometer Pull-Meter Method.
6. C1037 - Standard Practice for Inspection of Underground Precast Concrete Utility Structures.
D. National Fire Protection Association (NFPA):
1. National Electrical Code (NEC).
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F. Society of Cable Telecommunications Engineers (SCTE):
1. 77 - Specification for Underground Enclosure Integrity.
G. Underwriters Laboratories (UL).
1.03 DEFINITIONS
A. Handhole: An enclosure for use in underground systems that has been sized and detailed to allow personnel to reach into, but not enter, the enclosure to install, operate, or maintain equipment or wiring or both. (Reference: NEC, Article 100.):
1. As used in this Section, “handhole” will refer to a precast electrical handhole.
B. Manhole: An enclosure for use in underground systems that has been sized and detailed to allow personnel to enter the enclosure to install, operate, or maintain equipment or wiring or both:
1. As used in this Section, “manhole” will refer to a precast electrical manhole.
C. Portland Cement Concrete: A composite material consisting of a portland cement binder, water, admixtures, and a combination of fine and coarse mineral aggregates:
1. Abbreviated “PCC” as in “PCC HANDHOLE” or “PCC MANHOLE.” D. Precast Concrete: A concrete fabrication designed by a qualified engineer and subsequently fabricated at a qualified fabrication site, which is usually located some distance from the site where the fabrication will be installed.
1.04 SUBMITTALS
A. Product data: Manufacturer’s catalog data, details, and warranties for the following items
1. Portland cement concrete handholes and manholes:
a. Materials of construction.
b. Joint details and joint-sealing materials.
c. Data for hatches or covers and rings.
d. Preformed channels and accessories for cable racking. e. Drain and sump details, including removable covers.
f. Pulling iron details.
B. Shop drawings:
1. Portland cement concrete handholes and manholes:
a. Shop drawings for each structure shall bear the seal and signature of a structural engineer licensed in the state where the structures will be installed.
b. Dimensioned and “to-scale” plans, sections, and details for each structure including:
1) Layout plan for that structure.
2) Sizes, locations, and vertical positions of duct bank windows and knockout panels.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02581 (BidSet) 3) Locations and details for access openings, pulling irons, embedded cable supports and racks, and sumps.
4) Details of structural reinforcement showing bar size and spacing; true position of reinforcement in structural members with clear concrete cover at both inside and outside faces; location, bar size, and spacing of added reinforcement around openings; and other details relevant to design and fabrication of the structure.
5) Details of joints between adjacent precast sections, including provisions for overlap and for placement of sealants.
C. Design data:
1. Portland cement concrete handholes and manholes:
a. Structural calculations:
1) Submit complete structural calculations for each structure. 2) Provide calculations bearing the seal and signature of a professional engineer licensed in the state where the structures will be installed. b. Manufacturer’s statement of materials used for fabrication and construction, in accordance with ASTM C858, for record. Include the following:
1) Concrete mix design: For each concrete mix design to be used for the structures, include data describing:
a) Source and type of cement.
b) Sources, grading, and specific gravities of aggregates. c) Aggregate reactivity data.
d) Concrete mix proportions and design strength.
e) Type, name, and dosage of admixtures included in the concrete mix.
2) Reinforcing steel: Mill certificates.
D. Test reports:
1. Portland cement concrete handholes and manholes:
a. Fabricator’s tests for compressive strength of concrete used in structures, made in accordance with recommendations of ASTM C858.
E. Certificates:
1. Portland cement concrete handholes and manholes:
a. Manufacturer’s current plant certification under NPCA for the structures to be supplied:
1) Certification shall be current and in-effect at the time structures are manufactured.
b. Manufacturer’s certification that handholes and manholes are in accordance with the requirements of ASTM C858.
F. Manufacturer’s instructions:
1. Instructions for handling and setting structures in place.
2. Portland cement concrete handholes and manholes:
a. Instructions for operation and maintenance of hatches.
G. Manufacturer’s field reports:
1. Portland cement concrete handholes and manholes:
a. Manufacturer’s inspection reports in accordance with ASTM C1037.
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1. Project record documents:
a. Portland cement concrete handholes and manholes:
1) Final, revised plans and details of as-constructed precast handholes and manholes if requested for record by the Engineer.
2. Warranties:
a. Manufacturer’s standard warranty for:
1) Polymer concrete handholes.
2) Portland concrete handholes and manholes and accessories.
1.05 QUALITY ASSURANCE
A. Qualifications:
1. Designer:
a. Portland cement concrete handholes and manholes:
1) Structural engineer qualified in the design of concrete structures and holding a current license in the state where the structures will be installed.
2. Manufacturer:
a. Polymer concrete handholes:
1) Demonstrating at least 5 years of experience in the design and production of products of the type required for this Work. 2) Holding product testing records demonstrating load resistance of products to be installed.
b. Portland cement concrete handholes and manholes:
1) Holding current NPCA plant certification for the products produced. 2) Demonstrating at least 5 years of experience in the design, production, and installation of products of the type required for this Work.
3) Capable of providing structural designs prepared by a professional engineer licensed in the state where the structures will be installed. 4) Providing inspection during fabrication and handling in accordance with the requirements of ASTM C1037.
3. Installer:
a. Capable of providing equipment of adequate capacity and mobility to handle and set units with proper bearing on the subgrade and without damage to the unit.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Packing, shipping, handling, and unloading:
1. Package and brace structures to avoid damage during shipping and handling.
2. Furnish crane or forklift for unloading and setting of portland cement concrete handholes and manholes.
B. Acceptance at site:
1. Structures delivered to the site with cracks, damage, and damaged or missing accessories shall be removed from the site and replaced at no additional cost to the City.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02581 (BidSet) C. Storage and protection:
1. Store handholes and manholes and their appurtenances in areas protected from damage due to weather and site operations.
1.07 PROJECT SITE CONDITIONS
A. Operating environment: As specified in Section 01850 - Design Criteria.
1.08 SEQUENCING
A. Coordinate installation of precast electrical handholes and manholes with duct banks specified in Section 16133 - Duct Banks.
1.09 WARRANTY
A. Provide manufacturer’s standard warranty for precast handhole and manhole structures and accessories.
1.10 SYSTEM START-UP
A. As specified in Section 16050 - Common Work Results for Electrical.
PART 2 PRODUCTS
2.01 MANUFACTURED UNITS - PORTLAND CEMENT CONCRETE HANDHOLES AND
MANHOLES
A. General:
1. Provide portland cement concrete handholes and manholes configured and designed as indicated on the Drawings and specified.
2. In accordance with ASTM C858 unless otherwise noted. a. Concrete: Provide units with minimum specified compressive strength (f’c) of 3,500 pounds per square inch and using Type II/V cement.
B. Manufacturers: One of the following, or equal:
1. Oldcastle Precast.
2. Jensen Precast.
C. Components:
1. Floor:
a. Construct floors as a monolith.
b. Where sump or low-point drain is included, slope floor to that point.
2. Roof, walls, and base:
a. Designed and rated to support vehicle and pedestrian loads at the spans indicated.
b. See the Electrical Handhole and Manhole Schedule indicated on the Drawings for required load rating by structure location.
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3. Access covers:
a. Handholes: Aluminum plate hinged floor access door (hatch) as specified in Section 08320 - Floor Access Doors.
1) Load rating:
a) “Heavy Duty” for covers at locations designated for “Roadway” loads.
b) “Medium Duty” or stronger for covers at locations designated for “Sidewalk” loads.
2) Minimum access door size not less than 36 inches square, unless otherwise indicated on the Drawings.
3) Provide bearing surface with pre-installed continuous elastomeric gasket to minimize water infiltration at lid.
4) Provide skid-resistant lid with cast-in or machined-in grid pattern and the word “ELECTRICAL” in block letters at least 1.5 inches high.
D. Accessories:
1. Provide accessories as indicated on the Drawings and specified.
2. Materials at duct bank penetrations:
a. Joint filler as specified in Section 03150 - Concrete Accessories. b. Backer rod and sealant as specified in Section 07900 - Joint Sealants.
3. Pulling irons:
a. Provide non-corroding cable pulling irons located for use with each current duct bank location and additional irons for use with duct banks that may be installed through future knockout panels.
b. Pulling irons may not be located on the floor.
c. Where pulling irons are installed on the wall, any pockets surrounding the irons shall have bottom surfaces sloped to drain.
d. Secure pulling eyes to structure reinforcement.
4. Cable racks and racking hardware:
a. Materials: as specified in Section 16070 - Hangers and Supports. b. Embedded slots: Maximum depth of 1.5 inches.
5. Sumps and drains:
a. Fiberglass or HDPE fabrications including removable lids to prevent tripping hazards.
6. Exterior dampproofing:
a. As specified in Section 07110 - Dampproofing.
b. Field applied to wall and roof surfaces exposed to soil.
E. Fabrication:
1. Embeds:
a. Install embedded items with provisions for drainage to remove dripping or standing water, and to minimize corrosion:
1) Pulling irons may not be placed on the floor or in pockets that will collect water.
2) Detail bottom of cable rack channels to provide a downward sloping “sill” at the bottom of each vertical channel, so that the channel slot drains toward the floor.
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1) Provide minimum 0.75-inch clear concrete cover between embeds and surrounding reinforcement.
2) Provide minimum 1.25-inch clear concrete cover between embed and exterior face of wall.
F. Tests and inspections:
1. Test and inspect structures in accordance with ASTM C858 and ASTM C1037.
2.02 DESIGN AND PERFORMANCE CRITERIA
A. General requirements for handholes and manholes:
1. As specified in Section 16050 - Common Work Results for Electrical for general requirements for electrical work.
2. Provide structures of the sizes and shapes indicated on the Drawings, with layouts, dimensions, and details as indicated on the Drawings and as specified.
3. Conform to the requirements of:
a. NEC.
b. Project regulatory requirements as specified in Section 01410 - Regulatory Requirements.
B. Portland cement concrete handholes and manholes:
1. Load resistance of boxes and covers.
2. Design requirements: Loads on structures:
a. In accordance with ASTM C857, except as modified in this Section. b. Loads at the ground surface:
1) Precast handholes and manholes shall be rated for “roadway” and “sidewalk" loads.
2) “Roadway” load condition: Load from heavy, frequently repeated vehicle traffic:
a) Designation “A-16” in ASTM C857 Table 1 (AASHTO HS20-44). 3) “Sidewalk” load condition: Load from regular pedestrian traffic with considerations for occasional non-deliberate vehicular traffic:
a) Designation “A-0.3” in ASTM C857 Table 1 (300-psf uniform load).
c. Soil-bearing pressure at base:
1) Maximum 4,500 pounds per square foot total pressure on prepared subgrade soils.
d. Lifting and handling loads:
1) Make provision in the design for the effects of loads or stresses that may be imposed on structures during fabrication, transportation, or erection.
e. Load combinations:
1) Design structures to sustain the specified loads individually or in combination.
Precast Electrical Handholes and Electrical Manholes
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3. Design requirements: Structural analysis, design, and detailing:
a. General:
1) Analyze and design structures including the effects of 2-way action (“plate action”) and of load transfer around current and future openings.
2) Where structures include panels designed for future removal (“knockout panels”), design structures for loads and stresses with any combination of any or all such panels in place or removed. b. Precast polymer concrete handholes:
1) Design to resist loads with cover in place or removed. 2) Detail cover support and top edges to maintain cover in place over walls and to prevent soil from sloughing into the handhole when cover is removed.
c. Precast portland cement concrete handholes and manholes:
1) Design structures in accordance with the requirements of ACI 318 and this Section.
2) Provide reinforcement at areas subject to tensile stress when loaded with the specified loads and combinations thereof.
3) Provide temperature and shrinkage reinforcement to equal or exceed ACI 318 requirements in concrete sections.
4) Provide minimum clear concrete cover over reinforcement at both interior and exterior faces of members in accordance with the following:
a) Handholes: 1.25 inches.
5) Reinforcement details:
a) Walls: For structures with wall thickness of 8 inches or less, locate a single mat of reinforcement at the center of the wall. b) Slabs: For structures with slab thickness of 7 inches or less, locate a single mat of reinforcement at the center of the slab. c) Structures with wall or slab thicknesses exceeding these limits shall have a reinforcement at each face of the member.
6) Joints:
a) Provide structures with watertight joints between sections and detailed to minimize water infiltration at duct bank and conduit penetrations.
b) Provide structures with non-skid, shiplap or tongue and groove joints between sections.
4. Design requirements: Materials:
a. Portland cement concrete handholes and manholes:
1) In accordance with ASTM C858.
2) Proportion concrete mixes to resist damage from freezing and thawing in a moist environment, and for exposure to deicing chemicals. Conform to ACI 318 requirements for minimum specified compressive strength and air entrainment.
2.03 MATERIALS
A. Cast-in-place concrete for fill at base sections of portland cement concrete manholes with deep sumps or ballast to resist buoyancy shall be “Class A” concrete as specified in Section 03300 - Cast-in-Place Concrete.
Precast Electrical Handholes and Electrical Manholes
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3.01 GENERAL
A. Furnish and install precast electrical handholes and manholes as indicated on the Drawings and specified.
B. Install additional handholes and manholes required so installation procedures will conform to cable manufacturer’s pulling tension requirements.
1. Include proposed locations and details of such additional handholes and manholes with the submittals under this Section.
3.02 PREPARATION
A. Design:
1. Prepare detailed and scalable layouts for each manhole structure showing locations of conduit or duct bank penetrations, clearances, locations, and sizes of access openings and major accessories.
B. Protection:
1. Where handhole and manhole structures are installed adjacent to existing site structures or utilities, provide excavation support or other protection as required to maintain those facilities in service and to prevent damage to both existing and new facilities.
C. Site preparation:
1. Excavate and prepare exposed subgrade as indicated on the Drawings and as specified.
2. Install and compact foundation layer as indicated on the Drawings and specified.
3. Level foundation materials so that structures will be set plumb, and duct banks will be at proper grade and alignment.
a. Install with uniform bearing on foundation materials. b. Wedging or blocking of base sections for leveling over the foundation materials will not be permitted.
3.03 INSTALLATION
A. General:
1. Protect handholes and manholes from displacement, flooding, or flotation.
B. Polymer concrete handholes:
1. Install structures in accordance with the manufacturer’s recommendations.
2. Clean joints between adjacent sections for tight fit.
3. Set covers at elevations indicated on the Drawings.
a. Securely attach cover to below-grade box.
4. Backfill polymer concrete handholes as indicated on the Drawings and as specified.
Precast Electrical Handholes and Electrical Manholes
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02581 (BidSet) C. Portland cement concrete handholes and manholes:
1. Install structures in accordance with ASTM C891 and the provisions of this Section.
a. In the event of conflicts, the more restrictive provisions shall apply.
2. Clean and prime joints between adjacent precast sections. a. Install sealing compound between sections and provide watertight joints.
3. Set covers and hatches at elevations indicated on the Drawings. a. Securely attach frames to top of precast structures and grade adjustment rings.
4. Penetrations:
a. Holes for duct banks and other penetrations may not be cut into precast handholes and manholes unless they are located at designated locations shown on the shop drawings or at knockout panels cast into the structure during manufacturing.
b. Carefully remove concrete from knockout panel areas with saws. 1) Ensure that break-back does not extend beyond the designated limits of the knockout panel.
c. Coat any reinforcement cut or exposed during removal of knockout panel sections with minimum 2 coats of high solids epoxy as specified in Section 09960 - High-Performance Coatings.
1) Apply epoxy coating applied over and at least 1-inch past the perimeter of the reinforcement.
5. Install duct banks and conduit penetrations in accordance with the penetration details indicated on the Drawings:
a. Place joint fillers, caulks, and sealants before coating exterior concrete surface with bituminous dampproofing.
6. Fill holes that were provided for handling or other temporary purposes with non-shrink cement grout using procedures as specified in Section 03300 - Cast-in-Place Concrete unless otherwise detailed by the manufacturer.
7. After structures are set and before backfilling, coat exterior below-grade surfaces (around the sidewalls, over the top slab, and around any vertical risers to grade) with 2 heavy coats of bituminous dampproofing as specified in Section 07110 - Dampproofing:
a. Apply dampproofing in accordance with the coating manufacturer’s instructions and at a rate of 40 to 60 square feet per gallon per coat. b. Mask over at least 1 inch back from joint caulks or sealants and prevent dampproofing from coming in contact with those materials.
8. Backfill handholes and manholes as indicated on the Drawings and as specified.
D. Site tolerances:
1. Set electrical handholes and manholes plumb and true at locations indicated on the Drawings.
2. Tolerances on placing:
a. Horizontal location: Plus or minus 1 inch.
b. Vertical elevation: Plus or minus 1/2 inch.
c. Plumb: Plus or minus 1/8 inch over 10 feet.
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3.04 REPAIR/RESTORATION
A. Repair cracks or blemishes in concrete as described in Section 03300 - Cast-in-Place Concrete.
3.05 ADJUSTING
A. After final grading is complete, adjust access covers to grade.
3.06 CLEANING
A. Before installation of cables in any duct banks and handholes or manholes, remove concrete spoil, forms, debris, silt, dust, and other foreign material.
END OF SECTION
Filter Fabric
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FILTER FABRIC
PART 1 GENERAL
1.01 SUMMARY
A. Section includes: Nonwoven filter fabric.
1.02 REFERENCES
A. ASTM International (ASTM):
1. D4355 - Standard Test Method for Deterioration of Geotextiles by Exposure to Light, Moisture and Heat in a Xenon Arc Type Apparatus.
2. D4491 - Standard Test Methods for Water Permeability of Geotextiles by Permittivity.
3. D4533 - Standard Test Method for Trapezoid Tearing Strength of Geotextiles.
4. D4632 - Standard Test Method for Grab Breaking Load and Elongation of Geotextiles.
5. D4751 - Standard Test Method for Determining Apparent Opening Size of a Geotextile.
6. D5261 - Standard Test Method for Measuring Mass per Unit Area of Geotextiles.
7. D6241 - Standard Test Method for the Static Puncture Strength of Geotextiles and Geotextile-Related Products Using a 50-mm Probe.
1.03 DEFINITIONS
A. Filter Fabric: Nonwoven geotextile fabric manufactured from polypropylene fibers.
1.04 SUBMITTALS
A. Product data.
B. Samples.
C. Quality control submittals:
1. Certificates of Compliance.
2. Manufacturer's Instructions.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Storage and protection:
1. Furnish filter fabric in protective covers capable of protecting the fabric from ultraviolet rays, abrasion, and water.
Filter Fabric
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1.06 PROJECT CONDITIONS
A. Take field measurements to determine the lengths and dimensions of the surfaces to receive the fabric.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. One of the following or equal:
1. Propex, Geotex 401.
2. Ten Cate Geosynthetics, Mirafi 140N.
2.02 MATERIAL REQUIREMENTS
A. Physical properties: Meet the following minimum requirements:
Property(1) Test Method Unit Requirements(1)
Minimum Weight ASTM D5261 oz 4.0
Grab Tensile Strength ASTM D4632 lbs 100
Grab Elongation ASTM D4632 % 50
Trapezoid Tear Strength ASTM D4533 lbs 50
CBR Puncture Resistance ASTM D6241 lbs 300
UV Resistance (strength retained at
500 hrs)
ASTM D4355 % 70
Apparent Opening Size (AOS) ASTM D4751 US sieve 70
Permittivity ASTM D4491 sec-1 1.7
Flow Rate ASTM D4491 gpm/ft2 130
(1) Minimum average roll values.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verification of conditions: Verify that conditions are satisfactory for the installation of filter fabric.
3.02 PREPARATION
A. Surface preparation:
1. During grading operations, take care not to disturb the subgrade.
2. This may require use of lightweight dozers for low strength soils such as saturated, cohesionless, or low cohesion soils.
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/02620 (BidSet) B. Prior to placement of fabric: Prepare surface to smooth condition free of debris, depressions, or obstructions that may damage the fabric.
3.03 INSTALLATION
A. Follow manufacturer's installation instructions and as complimented in this Section.
B. Place the filter fabric smoothly without folds or wrinkles.
C. Use special care when placing the filter in contact with the soil so that no void spaces occur between the filter and the prepared surface.
D. Overlap the parallel rolls and ends of rolls a minimum of 24 inches and not less than manufacturer's instructions.
E. Do not drag filter fabric across subgrade.
F. Make overlaps at ends of rolls in the direction of the aggregate placement with the previous roll on top.
G. Use lightweight dozers if necessary. Do not allow equipment directly on filter fabric.
3.04 FIELD QUALITY CONTROL
A. Inspection:
1. Before covering, the condition of the fabric will be observed by the Engineer to determine that no holes or rips exist in the fabric.
2. Repair all holes and rips by placing a new layer of fabric extending beyond the defect in all directions a distance equal to the minimum overlap required for adjacent rolls.
END OF SECTION