Full compensation for conforming to the requirements to FURNISH AND INSTALL MANUAL TRANSFER SWITCH as specified in the Plans and Specifications shall be made at the Contract Unit Price bid per Each (EA) installed and shall include all labor, materials, tools, equipment and incidentals required to complete the work. No additional compensation shall be allowed therefore.
75. Furnish and Install 30KVa Step Down Transformer
Furnish and install 30KVa step down transformer as specified in the Plans and Specifications including Special Conditions Division 16. The work shall include furnishing all labor, materials, tools, equipment, and other incidentals including but not limited to: furnishing and installing 30KVa step down transformer, all associated brackets, hardware, and materials necessary for installation; all electrical components and wiring (breakers, contactors, fuses, switches, transformers, etc.); all connections; operations integration; testing, troubleshooting, and startup; and other requirements of the Plans and Special Conditions, and other incidentals and appurtenances necessary to furnish and install 30KVa step down transformer.
Full compensation for conforming to the requirements to FURNISH AND INSTALL 30KVa STEP DOWN TRANSFORMER as specified in the Plans and Specifications shall be made at the Contract Unit Price bid per Each (EA) installed and shall include all labor, materials, tools, equipment and incidentals required to complete the work. No additional compensation shall be allowed therefore.
1.07 WORKING HOURS
Working hours for all work under this contract shall be weekdays, excluding City holidays, during the daytime. Nighttime working hours, only if applicable and as approved by the City, shall be 8:00 p.m. to 6:00 a.m., while daytime working hours shall be 7:00 a.m. to 4:00 p.m. with lane closures during daytime working hours limited to 8:00 a.m. to 3:30 p.m.
1.08 CONSTRUCTION STAKING AND SURVEYING
The Contractor shall perform all surveying needed for construction in accordance with Section 01200 of the Contract Special Conditions.
Full compensation for satisfying the requirements of construction staking and surveying shall be considered as included in the appropriate bid item and no additional compensation will be allowed therefore.
1.09 MATERIALS TESTING AND SPECIAL INSPECTION
The City will determine and provide for materials testing and/or special (deputy) inspection as required for proper execution of the earthwork (including testing of subgrade, asphalt concrete and concrete material used on the project). The contractor, at its expense, shall provide for its own pressure testing. The contractor shall provide a minimum 48-hour advanced notification to the City for coordination of testing services provided by the City and/or its authorized testing representatives. In addition, the contractor shall plan the work operations with sufficient opportunity for testing and processing of material that will not adversely impact the project schedule. Materials testing alone will not be cause for delay or damage claims against the City or its representatives. Testing shall be in accordance with all required specifications provided herein.
There will be no separate measurement and payment for MATERIALS TESTING AND SPECIAL INSPECTION. The City and its agents shall provide this service as required and the contractor shall be responsible for coordination of testing services with contractor operations. No additional compensation will be allowed therefore
1.10 INSPECTION
The City and its agents will provide for all inspection necessary including materials testing and special (deputy) inspection as required.
1.11 COORDINATION WITH OTHER AGENCIES AND UTILITIES
The contractor shall be responsible for the coordination of the work with other agencies and utilities.
A. City and/or Representatives
The Contractor shall contact the Traffic Engineering Office, Mr. Edwin Norris at (562) 904-7110, at least two working days prior to excavation near inductive loop detectors, in order to allow sufficie nt time for disconnection of vehicle detection and reprogramming traffic signal timing.
The Contractor shall contact the Traffic Engineering Office, Mr. Edwin Norris at (562) 904-7110, at least two working days prior to commencement of work, for approval of proposed striping layout.
The Contractor shall contact the Street Maintenance Supervisor, Mr. Shane Ellison at (562) 904- 7194, at least two working days prior to painting pavement markings, for approval of stencils.
The Contractor shall contact the Assistant Utilities Superintendent, Mr. Matt Robertson at (562) 904-7202, at least two working days prior to commencing with sewer piping or manhole work.
B. Underground Service Alert
The Contractor shall contact Underground Service Alert at least two working days prior to excavating. The Contractor shall notify Underground Service Alert at (800) 422 -4133 to assist in the location of underground utilities.
C. Utility Companies and other Contractors Working in the Project Proximity The Contractor is responsible for coordinating the completion of all contract work together with any work required to be completed by others (i.e. SCE) in support of the project or that is being conducted in the vicinity of the project. Certain work that the Contractor is responsible for shall be completed prior to work by others. The Contractor shall be responsible for determining the time constraints required to meet the overall schedule and time of completion indicated within the contract documents and doing what is necessary to meet the time constraints and for completing the work within the time allotted.
1. The Contractor shall contact and closely coordinate with Mr. Saul Valle of SCE, at (562) 903-3176, for work related to underground and overhead power distribution lines.
2. The Contractor shall contact and closely coordinate with Mr. Ray Roundtree of Frontier (Verizon), at (562) 903-7939, for work related to underground and overhead telephone lines.
3. The Contractor shall contact and closely coordinate with Mr. Ernest Chang of Spectrum (Time Warner Cable), at (562) 259-2015, for work related to underground and overhead communication lines.
4. The Contractor shall contact and closely coordinate with Mr. Ron Herrera of Crown Castle (NextG Networks) at (909) 593-9700, for work related to underground and overhead communication lines.
5. The Contractor shall contact and closely coordinate with Mr. Steve Fear of Charter Communications, at (626) 430-3338, for work related to underground and overhead communication lines.
6. The Contractor shall contact and closely coordinate with Mr. Ernie Gonzalez of the Gas Company at (714) 634-3121, for work related to underground distribution and transmission lines.
Full compensation for satisfying the requirements of coordination with other agencies and utilities shall be considered as included in the appropriate bid item and no additional compensation will be allowed therefore.
1.12 COOPERATION AND COLLATERAL WORK
The Contractor shall be responsible for ascertaining the nature and extent of any simultaneous, collateral, and essential work by others. The City, its workers, contractors and others (i.e. developers) shall have the right to operate within or adjacent to the Work site during the performance of such work. The Contractor shall include in its bid all costs involved as a result of coordinating its work with others. The Contractor shall not be entitled to additional compensation or Contract Time extension from the City for damages resulting from such simultaneous, collateral and essential work. The Contractor shall redeploy its work force to other parts of the project site, if necessary to avoid or minimize such damage or delay.
The pertinent utility companies will be responsible for the adjustment to grade and relocation of various facilities, as indicated on the Plans. The City, the Contractor, utility companies, and each of such workers, contractors and others, shall coordinate their operations and cooperate to minimize interference.
The Contractor shall be aware that cooperation with the following projects should be anticipated:
1.13 CONTRACTOR USE OF PROJECT SITE
The Contractor’s use of the project site shall be limited to its construction operations for the day. The contractor shall provide his own off-site staging area at his own expense.
1.14 POTHOLING
The Contractor shall determine the exact location of all utilities, whether shown or not shown on the Plans, prior to beginning construction of the sewer, electrical, irrigation, and other Contract Work which have potential conflicts with underground utilities. If conflicts are discovered, the Contractor shall notify the City immediately. The cost of potholing and if necessary, trench plating shall be included in the various bid items, and no additional compensation will be paid.
The Contractor shall pothole and verify elevations at the points of connection (POCs) with existing mains and manholes (see Plans) and at utility crossings prior to construction. The Contractor shall also submit elevations to the City before installation of improvements as described in Special Conditions Section 15100.
1.15 RECORD DRAWINGS
The Contractor shall document and prepare the record drawings of the improvements constructed on the project in accordance with Special Conditions Section 15102. Said record drawings shall clearly illustrate the changes as constructed in the field, addition and deletion of work, from the improvements as originally shown on the Plans. The cost of the record drawings shall be included in the various bid items, and no additional compensation will be paid.
Record drawings must accompany the monthly progress payment invoice and clearly illustrate the amount of work performed for that period. Failure to submit accurate record drawings shall suspend the processing of monthly progress payments until acceptable record drawings are provided and reviewed.
1.16 PERMITS
The Contractor and/or subcontractors shall be responsible for obtaining any and all municipal permits and business license from the City. City permit fees shall be waived by the City. However, the fee for a business license from the City shall not be waived. Compensation for a City business license shall be included in the various items of work. No additional compensation will be allowed.
1.17 PROJECT MANAGEMENT ADMINISTRATIVE REQUIREMENTS
The Contractor and/or subcontractors shall be required to transmit all project documentation in electronic format using City provided Procore Construction Project Management Software. All construction communications between Contractor/Sub-Contractors and the City or City Representatives shall be transmitted using Procore Construction Project Management Software.
Contractor and/or subcontractors, at their expense, shall take free training session is available from Procore Technologies regarding use of the website. Contact Procore Technologies at [email protected], or call 1-866-477-6267.
The City’s intent of electronic communication is to expedite the construction documentation process by reducing paperwork, improving information flow, and decreasing turnaround time. The cost of Procore
Technologies services has been paid by the City. Compensation for the Contractor/Sub -Contractors using this program including the internet service and equipment shall be included in the various items of work. No additional compensation will be allowed.
END OF SECTION
Section 01025 SC-22 Measurement and Payment
SECTION 01025 - MEASUREMENT AND PAYMENT
PART 1 - GENERAL
1.01 MEASUREMENT AND PAYMENT:
The unit prices and lump sum amounts to be paid for the items listed in the Proposal shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals necessary to the complete the work and for performing all work contemplated and embraced under the Contract, in accordance with the Plans and Specifications. This shall include the Contractor's costs involved with bonding, insurance, worker's compensation, overhead, financing, obtaining required permits and permit fees, mobilization, traffic control, public convenience and safety, protective barricading, sanitary facilities, storage of equipment and materials, security against theft and vandalism, project site maintenance, dust and runoff control, clean -up and all other items incidental to the work.
Payment for Unit Price work shall be made for the actual quantities of Contract Items removed, constructed, or disposed of in accordance with the Plans and these Specifications. Measurement of Unit Price work shall be as specified in Section 9-1, “Measurement of Quantities for Unit Price Work,” of the Standard Specifications for Public Works Construction (SSPWC). Payment for Lump Sum work shall be paid for at the price indicated in the Bid, in accordance with Section 9-2, “Lump Sum Work,” of the SSPWC.
PART 2 - PRODUCTS (not used)
PART 3 - EXECUTION (not used)
END OF SECTION
SECTION 01100 - STORMWATER RUNOFF
PART 1 - GENERAL
National Pollutant Discharge Elimination System (NPDES) for Storm Water Discharges Associated with Construction and Land Disturbance Activities Water Quality Order No. 2009-0009-DWQ On September 2, 2009, the State Water Resources Control Board (SWRCB) adopted Order No. 2009-0009-DWQ (Waste Discharge Requirements for Discharges of Storm Water Runoff Associated with Construction Activities and Land Disturbance Activities). Effective July 1, 2010, all discharges (construction sites where calculated soi l disturbance totals 1 acre or more) are required to obtain coverage and comply with this Construction General Permit (CGP).
A copy of this permit and related documents/attachments may be found on the internet at:
http://www.swrcb.ca.gov/water_issues/programs/stormwater/constpermits.shtml The Contractor is hereby directed to read and understand all the requirements of this Permit as they related to this project.
1.01 WATER POLLUTION
A. Attention is directed to Article 2, Sections 2.15, 2.16 and 2.17 of the General Conditions and these special provisions.
B. The Contractor shall exercise every reasonable precaution to protect rivers and bays from pollution with fuels, oils, bitumens, calcium chloride and other harmful materials and shall conduct his operations so as to avoid mudding or silting of said rivers and bays.
C. Methods to keep pollutants and prohibited wastewaters from the rivers and bays are called Best Management Practices (BMPs). The Contractor shall exercise all BMPs to keep pollutants and prohibited wastewaters from the rivers and bays.
D. Effective, erosion control devices are required during the rainy season, October 15 through April 15, to control surface drainage. The Contractor shall provide emergency twenty-four (24) hour telephone number(s) of responsible Contractor personnel.
1.02 RUNOFF CONTROL MEASURES
A. The following runoff control measures shall be observed at all times during the course of construction.
1. Sediment, construction waste, and other pollutants from construction sites and parking areas shall be retained on the site to the maximum extent practicable.
2. Any sediment or other materials which are not retained on the site shall be removed within 24 hours.
3. Excavated soil shall be located on the site in a manner that minimizes the amount of sediments transported into the street or adjoining properties. Soil piles shall be covered until the soil is used or removed.
4. No washing of construction or other industrial vehicles shall be allowed at or adjacent to the construction site. No water from the washing of vehicles shall be allowed to run off into a storm drain system.
5. Stormwater pollution from concrete materials and wastes shall be eliminated:
a. Washout of concrete trucks shall occur in designated site areas. Do not wash concrete trucks where runoff might enter storm drains, open ditches, streets, or streams;
b. Storing materials under cover, away from drainage rainfall or flow paths; c. Avoiding mixing excess amounts of concrete or cement on-site.
6. Projects not requiring a SWGCP shall submit an Erosion Control Plan for approval by the City prior to start of construction.
PART 2 - PRODUCTS
Various applicable documents including but not limited to: Storm Water Pollution Prevention Plan (SWPPP), Construction General Permit (CGP) or Stormwater Construction Permit, Rain Event Action Plans (REAP) etc.
2.01 STORMWATER CONSTRUCTION PERMIT
NO CONSTRUCTION ACTIVITY CAN BE ALLOWED UNTIL THE CITY HAS RECEIVED A WDID
NUMBER FROM THE SWRCB
Prior to commencing work, the Contractor will electronically submit the:
• Notice of Intent
• Risk Level Assessment
• Legally Responsibly Person
• Signed certification Statement
The Contractor shall create an account on the state’s SMARTS system and upload the above and all relevant information. Upon City approval of SWPPP and associated documents, Contractor shall allow the city to link to the Contractor’s SMARTS account for final uploading under the City’s SMARTS account.
Contractor shall allow sufficient time for city review and approval of SWPPP and associated documents and any delays due to untimely submittal of documents by Contractor shall not be the City’s responsibility.
2.02 STORM WATER POLLUTION PREVENTION PLAN (SWPPP)
The Contractor shall develop a Storm Water Pollution Prevention Plan (SWPPP) as required by the Construction General Permit (CGP). The SWPPP shall be developed, amended, and certified by a Qualified SWPPP Developer. A Qualified SWPPP Developer shall have one of the registrations or certifications listed in Section VII.B.1 of the CGP, and effective September 2, 2011, must have attended a State Water Board-sponsored or approved Qualified SWPPP Developer training Course and passed the exam. A copy of the SWPPP shall be provided to the City.
The SWPPP shall be developed and updated using Section 2 and Appendix B of the California Stormwater Quality Association (CASQA) Stormwater Best Management Practice Handbook Web Portal for Construction (requires subscription to access). The CASQA Construction BMP Web Portal requires a subscription to be purchased from CASQA and can be accessed at the following link:
http://www.casqa.org/LeftNavigation/BMPHandbooksPortal/tabid/200/Default.aspx The Contractor shall implement, maintain, and amend the SWPPP as needed during the course of work to reflect actual construction progress and construction practices. The Contractor shall designate a Qualified SWPPP Practitioner (QSP), as defined by the CGP and who has passed the exam, who will be responsible for compliance with CGP requirements for the Project at all times.
The Contractor shall be responsible for and shall submit to the City copies of all Contractor generated SWPPP documents, including all sampling test results, inspection reports, Rain Event Action Plans (REAP), annual reports, and other time sensitive documents involving monitoring data. Such documentation shall be provided as soon as the information is made available and shall be provided within twenty-four (24) hours when requested by the City. The Contractor shall be required to produce such data and documentation at the Project site on demand if so requested by Los Angeles Regional Water Quality Control Board Staff during a site inspection.
The SWPPP shall not be construed to be a waiver of the Contractor’s obligation to review and understand the CGP before submitting a bid. By submitting a bid, the Contractor acknowledges that he has read and understands the requirements of the CGP.
2.03 REPORTING
The Contractor shall be responsible for providing all reports required by the CGP (monitoring, inspection, Rain Event Action Plans, annual reports, etc.) to the City for review. Time sensitive reports involving monitoring data shall be provided as soon as the information is available. All other reports shall be provided to the CITY a minimum of two weeks prior to their deadline for submittal to the SWRCB through SMARTS.
The requirements of Construction General Permit (CGP) shall include, but not be limited to, the following:
1. Develop a SWPPP to conform to the Risk Level as determined by the City and the Contractor's actual construction practices;
2. Administer, implement, maintain, and ensure adequate functioning of the various water quality control measures identified within the SWPPP during construction including all Numeric Action Level (NAL) and Numeric Effluent Limitation (NEL) sampling, monitoring and reporting requirements statutorily required for the determined Risk Level of the PROJECT site. These tasks must be performed by Qualified SWPPP Practitioner (QSP). Effective on September 2, 2011, a QSP shall meet the requirements listed in the CGP.
3. Provide and maintain all documentation (at the jobsite) and administration for the entire Contract period;
4. Perform all work required for compliance with the requirements of the CGP including preparation of all Rain Event Action Plans (REAPs), construction of effective treatment control BMPs (i.e.:
contingency basins, chemical treatments, etc.);
5. Provide all labor, tools, equipment, and materials for any additional BMPs which may be required to comply with the requirements of the CGP.
PART 3 - EXECUTION
3.01 PAYMENT
There will be no separate measurement and payment for STORMWATER RUNOFF. Full compensation for conforming to the requirements of STORMWATER RUNOFF shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work. No additional compensation will be allowed for furnishing labor, materials, equipment, rental of necessary storage sites for storage of equipment, project information signs, obtai ning all City business licenses or permits, including permit fees, as required, and incidentals necessary to perform the items of work.
END OF SECTION
SECTION 01200 - CONSTRUCTION SURVEYING
PART 1 – MATERIAL AND METHODS
A. This item of work shall include providing all construction surveying and staking for the project including, cut sheets, survey control, grade verification, centerline monument protection, ties and replacement.
B. The Contractor shall provide all surveying required for the construction of the proposed improvements. The work shall include researching centerline tie records, field notes, tract map records, plats or other documents; construction survey, including marking removal limits, grade staking, tying and relocating utilities, recovering, replacing, and perpetuating all monuments, control and centerline points disturbed by the construction. Contractor shall also provide a construction line parallel to the centerline at the direction of the City (ex. Station 10+00, 10+50, 11+00, 11+50, …).
C. All construction surveying work shall be done by or under the direction of a Professional Land Surveyor or a Registered Civil Engineer licensed to practice land surveying in the State of California. All costs associated with construction surveying work shall be at the expense of the contractor and no additional compensation shall be provided.
D. All work shall be done to the satisfaction of the City.
E. Any questionable grade, elevation, location or design shall be brought to the immediate attention of the City in writing for clarification prior to construction. Any additional survey necessary to correct such construction shall be at the sole expense of the Contractor and no additional compensation will be made therefore.
F. The City reserves the right to verify all staking and monumentation for horizontal and vertical accuracy. Any staking, monuments or reference points (centerline ties) found to exceed allowable error shall be reset at the sole expense of the Contractor and no additional compensation will be made therefore.
G. Copies of all grades sheets shall be provided to the City prior to any work related to the grade sheets.
H. Copies of corner records shall be provided to the City within twenty working days after the completed paving operation.
I. The Contractor shall hire a licensed land surveyor to inspect the project limits and identify all survey monuments found. The project shall be inspected following the City’s notice to proceed and prior to beginning construction. The contractor’s surveyor shall submit to the City a letter stating that a reasonable and diligent field search was conducted and list the monuments found. The letter shall be submitted to the City prior to construction.
J. Contractor shall pothole and verify elevations of existing crossing utilities and points of connection (POCs) as deemed necessary for construction of the improvements. Submit invert elevations at POCs and crossing utilities to the City. Add fittings to maintain min. cover as provided on Plans and to avoid existing utilities encountered. If min. cover cannot be met, pipeline shall be encased in concrete or with steel casing pipe.
At no time shall there be less than 36-in cover from top of pipe to existing ground during construction unless otherwise provided. Change in profile and/or need for encasement shall be approved by City. Submit letter upon completion of construction providing evidence that piping and other improvements were installed at proper grade lines and alignment and in accordance with the Construction Plans and these Specifications.
K. Prior to the commencement of construction, the Surveyor shall obtain centerline tie notes available at the offices of the City to determine which monuments are subject to damage or interference by the work. The Surveyor shall determine all monuments that need to be replaced prior to construction, subject to approval by the City, as follows:
1. All monuments that are within 3.00 feet of the proposed construction shall be perpetuated by the witness monuments shown on the City’s centerline tie records.
2. The Surveyor shall install new centerline tie points set in existing curbs or other durable features in the near vicinity of the monument that is being perpetuated, beyond the limits of construction, with a measured distance from each tie point to the centerline monument within ten working days after the completed paving operation.
3. The Surveyor shall install a minimum of four (4) centerline tie points for each monument that is
being perpetuated.
L. After construction the Surveyor shall replace all monuments disturbed or destroyed by construction in kind, and shall furnish record information, as follows:
1. Tie point monuments shall be of the character approved by the City. Unless approved otherwise, tie point monuments shall consist of a “lead and tack” with the Surveyor’s license number imprinted on a brass tag affixed thereto. Set Class “C” well monuments per detail available at the City.
2. Measure new tie distances to the replaced centerline monument and submit centerline tie notes and corner records prepared by the Contractor’s surveyor, to the City and to the County Surveyor’s office for approval.
3. The Surveyor shall perpetuate centerline points in digital form as follows:
a. The centerline tie records shall be prepared in AutoCAD 2014. The City will furnish a digital copy of street construction Plans to the Surveyor for use in preparing these records.
b. The Surveyor shall determine the coordinates for each centerline point affected by the construction in a form that is compatible with the City’s Geographic Information System (GIS). Coordinate system shall be NAD 83, California Zone V. Units shall be feet (not metric). Questions regarding this requirement shall be directed to the City’s GIS Program Manager, Mr. Ahmed Hussain at (562) 904- 7110.
c. Upon conclusion of this work, the Surveyor shall furnish copies of all digital files to the City on compact disc.
PART 2 – PAYMENT
2.01 PAYMENT
There will be no separate measurement and payment for CONSTRUCTION SURVEYING. Full compensation for conforming to the requirements of CONSTRUCTION SURVEYING shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work. No additional compensation will be allowed f or furnishing labor, materials, equipment, rental of necessary storage sites for storage of equipment, project information signs, obtaining all City business licenses or permits, including permit fees, as required, and incidentals necessary to perform the items of work.
END OF SECTION
SECTION 01570 - TRAFFIC CONTROL
PART 1 - GENERAL
1.01 TRAFFIC CONTROL
The Contractor shall provide traffic control and access in accordance with Article 10 of the Contract General Conditions; the standards contained in the "California Manual of Uniform Traffic Control Devices" (CAMUTCD); (latest edition) and these special conditions. In the case of a conflict, the highest standard shall prevail.
The Contractor shall prepare and submit traffic control Plans for review and approval by the City, within 10 working days following receipt of notice to proceed. Construction activities must be approved by the City prior to completing said work.
A. General Requirements
1. The Contractor shall conduct his operations so as to offer the least possible obstruction and inconvenience to the public, and shall have under construction, no greater length or amount of work than can be prosecuted properly with due regard to the rights of the public. The Contractor’s operations will cause no unnecessary inconvenience. The access rights of the public will be considered at all times.
2. The Contractor shall furnish and maintain all construction signs, electronic changeable message signs [minimum of four (4) electronic changeable message signs at all times], channelizing devices, barricades, temporary traffic striping and pavement markings, lighting devices, etc., to safely guide the traffic through the project limits, as described herein, and as directed by the City.
3. The contractor shall provide temporary K-rails, visual barriers and temporary crash cushions as necessary to protect traffic from excavation areas and existing utility facilities, including power pole and guy anchors.
4. Traffic shall be permitted to pass through the project site from all approaches at all times.
Any location considered not accessible by pedestrians or motorists as determined by the City will be resolved at the direction of the City.
5. The Contractor shall maintain safe and adequate pedestrian and vehicular access to intersecting streets, commercial and retail establishments, businesses, churches, parking lots, fire hydrants, etc. Access to these facilities shall be continuous and unobstructed, unless otherwise approved by the City.
6. The Contractor will be required to cooperate with the delivery of mail and trash collection and to maintain existing schedules for these services.
7. The Contractor shall coordinate with the Los Angeles County Metropolitan Transportation Authority (Metro) to plan and to accommodate bus routes and passengers at least five (5) working days prior to commencement of any work which will involve any of their facilities.
Contact Mr. Don Baumgartner, Metro Stops and Zones at (213) 922-4632. Temporary bus stops shall be maintained to accommodate bus passengers and buses.
8. The construction of driveway approaches, AC paveouts, and PCC transitions shall be staged as necessary to accommodate pedestrian and vehicular access at all times per the City. This includes but is not limited to the construction of driveways, paveouts, and transitions on alternating days to ensure continued access to adjacent properties. The Contractor shall be responsible for submitting plan for maintaining such access including staged construction, use of high early strength concrete, steel plates, other to the City for approval. Use of such items to meet access requirements shall be included in the unit price bid per associated improvements and no additional compensation will be allowed.
B. Construction Signs
The Contractor shall furnish and post various construction signs, including those described below, and as directed by the City. All construction signs shall be fabricated on 0.08 inch aluminum and shall be reflectorized or illuminated for nighttime visibility. Construction signs may be mounted on portable supports or barricades.
1. All pre-existing permanent traffic control signs, barricades and devices shall remain in effective operation unless a substitute operation is arranged for and approved by the City.
2. Where construction signing conflicts with existing signing, the Contractor shall cover existing signs in a manner approved by the City.
3. C-18, “ROAD CONSTRUCTION AHEAD,” signs in advance of all approaches to the work site.
4. R3-2, “NO LEFT TURN,” signs placed both at the beginning and end of each left turn lane closed.
5. C-27, “OPEN TRENCH,” signs in advance of open trenches in or adjacent to the traveled roadway, and at intervals not to exceed 100 feet along the edges of open trenches. Open trenches shall include cold planed or paved surfaces where a vertical difference of more than 0.20-foot exists between the elevation of the traveled roadway and the elevation of the adjacent surface within five (5) feet of the traveled roadway.
6. Construction signs shall be removed when the streets or lanes are opened C. Public Notification
The Contractor shall provide a general written notice about the proposed project to all businesses and residents approximately one week prior to commencement of work. The Contractor shall provide written notice to the businesses and residents at least 48 hours in advance of all construction operations that will restrict or impede parking and access. A copy of the Contractor’s written notice shall be submitted to the City for approval prior to public distribution. The Contractor shall provide verification to the City that this has been accomplished. The Contractor shall provide upon request by the City, a list by address of businesses and residents notified.
D. Pedestrians
A minimum walkway of 48 inches in width must be maintained at all times for safe pedestrian passage through all parkway work areas. Crosswalks shall remain unobstructed at all times.
Obstructions within the walkway areas shall be illuminated during the hours of darkness and marked with Type II barricades with flashing warning lights.
1. Where construction prohibits pedestrian access, alternate crossing areas shall be established with appropriate signing and other devices as required by the City. Pedestrian access facilities shall be provided through construction area within the right-of-way.
Pedestrian walkways shall be provided with surfacing as required to maintain safe and accessible pathways. Surface shall be skid resistant and free of irregularities.
2. The Contractor shall keep the areas adjacent to the project site clear of any objects that may be hazardous to pedestrians and motorists. Provisions to reroute pedestrians, including the disabled, around the work area must be clearly delineated and maintained. If the Contractor’s operations require the closure of a walkway, then another walkway shall be provided nearby, off the traveled roadway, along the general path of travel.
E. Driveways
Vehicular access to driveways shall be maintained at all times, except when necessary construction precludes such access for temporary periods, as follows:
1. Driveways, if width permits, shall be placed in two separate pours (½ at a time) to allow vehicular access and minimize inconvenience.
2. Should a driveway be excavated at the end of a workday, the Contractor shall provide a temporary access ramp to properties. The Contractor shall remove the temporary access ramp on the following day so that driveway construction can be completed.
3. Driveways may be closed for a maximum of 1 day during the forming, pouring and curing of PCC curb, gutter and driveway approaches. See C.3 below for requirements for maintaining access.
a. Driveway approaches shall be poured within 24 hours of the adjacent curb and gutter.
b. Curb and gutter shall be poured within 24 hours from the time access is blocked by formwork.
c. Driveway approaches shall be poured in such a fashion as not to interrupt the access to onsite/offsite parking. The Contractor shall submit to the City the proposed method (i.e. use of admixtures to obtain high-early design strengths, use of temp. access ramps) of maintaining continuous access to the adjacent properties for approval. The cost for the use of any admixtures or some combination of admixtures and steel plating/ramping to comply with property access requirements of these Special Conditions shall be at no additional cost to the City and no additional compensation will be made.
d. Driveways shall not be closed over weekends, except for curing of concrete or as directed by the City.
4. Driveways closed due to placement of bituminous pavement shall be reopened as the new pavement has cooled sufficiently to carry the traffic without damage.
5. The Contractor shall notify all residents and businesses at least 72 hours in advance of any driveway closure.
6. During the time driveways are closed, a minimum of two Type II barricades with flashing warning lights shall be used to affect the closure.
7. Driveways shall be kept open at all other times, and if necessary, temporary A.C. ramps and/or steel plates shall be provided.
F. Temporary Surfacing
Temporary A.C. paving shall be placed and maintained at locations determined by the City wherever excavation is made through pavement, sidewalk or driveways, in accordance with Section 306-1.5.1 “Temporary Surfacing,” of the SSPWC.
1. To facilitate public access between the street and adjacent properties, the Contractor shall construct temporary A.C. walkways/driveways between new curbs and existing sidewalks/driveways, throughout the project limits.
2. The Contractor shall maintain the temporary surfacing throughout the duration of the project until permanent pavement has been restored.
G. Steel Plating
The Contractor shall furnish, install and maintain steel plates as necessary to obtain minimum lane requirements specified herein and/or to maintain access to private property, or as determined by the City.
1. Steel trench plates shall be employed to bridge across open excavations, pothole locations and newly poured concrete. The Contractor shall be responsible to ascertain the appropriate size and placement of the steel plates and other devices to support vehicular traffic loading across open excavations and newly poured concrete without sustaining damage to the new improvements.
2. All steel plates shall be textured for skid-resistance or recessed within existing pavement.
3. Steel plates shall be secured in place with cleats to prevent their movement, sliding or shifting.
4. The edges of steel plates shall be ramped with temporary surfacing or recessed within existing pavement as necessary to prevent movement and to reduce noise to the maximum extent possible.
5. It shall be the responsibility of the Contractor to effectively stage the placement and movement of steel plates across the roadway and parkway surfaces (i.e. work at intersections, street crossings, etc.) in order to allow vehicular and pedestrian through traffic as required in these specifications once work is completed in a particular area.
H. Pavement Transitions
The Contractor shall construct pavement transitions at all lateral and transverse join lines, created by trenching, base paving, cold planing, temporary paving, concrete intersection paving, or any combination of each. A vertical drop-off or step between the lateral edges of the pavement under construction and the adjacent pavement shall not be permitted during non-working hours.
I. Parking
On-street parking may be restricted within the project limits. Temporary “NO PARKING – TOW AWAY” signs shall be provided and posted by the Contractor not less than forty-eight (48) hours in advance of the start of construction. Temporary signs shall be maintained at all times.
J. Street Lighting
The Contractor shall maintain illumination of the traveled roadway after the hours of darkness throughout the duration of the project, as follows:
1. The street lighting system shall be installed and removed in phases such that not less than one-half of the street lights are operable each evening.
2. A minimum illumination level of 0.4 foot-candle with a 6:1 uniformity ratio shall be provided, unless otherwise approved by the City.
K. Lane Closures
The Contractor shall comply with the following general lane closure requirements:
1. Lane closures during daytime working hours shall be limited to 8:00 a.m. to 3:30 p.m. unless otherwise authorized by the City. During daytime working hours, the contractor shall maintain a minimum of one travel lane in each direction within the project limits.
2. During nighttime working hours (8:00 p.m. to 6:00 a.m.) if applicable and as approved by the City, the Contractor shall maintain a minimum of one travel lane in each direction.
3. Flashing Arrow Signs (sequential arrow boards) shall be utilized for all closures of through travel lanes and all signalized cross streets, as designated by the City.
4. Left turns shall be maintained at all times to the fullest extent possible. When permitted by the City, left turn lanes may be closed with R3-18, “NO LEFT or U-TURN,” signs placed both at the beginning and end of each left turn lane closed.
5. Right turns shall be maintained at all times to the fullest extent possible. When permitted by the City, right turn lanes may be closed with R3-1, “NO RIGHT TURN,” signs placed both at the beginning and end of each right turn lane closed.
6. To allow for equipment movement and cleanup during various construction operations, momentary stoppage of traffic and turn movements will be permitted, using flagging procedures.
7. The Contractor shall install steel trench plates and other devices as necessary to restore full use of the traveled way during non-working hours. The steel plates shall be sized as
necessary to support vehicular traffic loading across open excavations, pothole locations and newly poured concrete without sustaining damage to the new improvements.
L. Road Closures
Road closures shall be prohibited.
M. Temporary Striping
The Contractor shall provide temporary restriping of project limits as necessary to provide one travel lane in each direction at all times. The Contractor shall also provide temporary traffic restriping at the conclusion of any working day for any centerline, pavement marking or lane line which is obliterated by the construction. All conflicting striping shall be obliterated. Painting conflicting striping the color black is not acceptable. Temporary striping shall be installed to facilitate the various stages of the construction. Contractor shall be responsible to “touch-up” and maintain traffic striping at all times. Temporary striping shall be included in the various bid items and no additional compensation shall be provided.
N. Cooperation and Collateral Work
The Contractor shall be responsible for ascertaining the nature and extent of any simultaneous, collateral, and essential work by others. The City, its workers and contractors and others (i.e. developers), shall have the right to operate within or adjacent to the work site during the performance of such work. The City, the Contractor, and each of such workers, contractors and others, shall coordinate their operations and cooperate to minimize interference. The Contractor shall include in its Bid all costs involved as a result of coordinating its work with others. The Contractor will not be entitled to additional compensation from the City for damages resulting from such simultaneous, collateral and essential work. If necessary to avoid or minimize such damage or delay, the Contractor shall re-deploy its work force to other parts of the Work.
O. Emergency Response
The Contractor shall maintain a 24-hour emergency service to remove, install, relocate, and maintain warning devices and shall furnish the City with names and telephone numbers of at least three people responsible for emergency service response. In the event these people do not promptly respond when notified, or it becomes necessary to call other forces to accomplish emergency service, the Contractor will be held liable for any costs incurred. A rate of $400/hour at 4 hours minimum will be charged to the Contractor.
1. During Working Hours:
In case of an emergency that threatens loss or injury of property, and/or safety of life during working hours, the Contractor shall act, without previous instructions from the City, as the situation may warrant. He/she shall notify the City of the emergency and the action taken immediately thereafter. Any compensation claimed by the Contractor, together with substantiating documents in regard to expense, shall be submitted to the City within 15 calendar days after the emergency. Compensation, if allowed, will be paid for as extra work.
2. Outside of Working Hours:
Whenever, in the opinion of the City, there shall arise outside of the regular working hours on the Contract work of an emergency nature which threatens loss or injury of property, or danger to public safety, the Contractor shall act, without previous instructions from the City as the situation may warrant. He/she shall notify the City of the emergency and the action taken immediately thereafter. Any compensation claimed by the Contractor, together with substantiating documents in regard to expense, shall be submitted to the City within 15 calendar days after the emergency. Compensation, if allowed, will be paid for as extra work. In the event the Contractor is not able to respond to an emergency outside of regular working hours, the City's forces will handle such emergency work. If such emergency arises out of or is the result of operations by the Contractor, the cost of
the corrective measures will be billed to the Contractor and deducted from his/her payment as provided in the Contract documents. The performance of emergency work by City forces will not relieve the Contractor of any of his/her responsibilities, obligations, or liabilities under the Contract.
PART 2 - PRODUCTS (not used)
PART 3 - EXECUTION
3.01 PAYMENT
There will be no separate measurement and payment for TRAFFIC CONTROL. Full compensation for conforming to the requirements of TRAFFIC CONTROL shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform t he items of work. No additional compensation will be allowed for furnishing labor, materials, equipment, rental of necessary storage sites for storage of equipment, traffic signs, changeable message signs, project information signs, obtaining all City business licenses or permits, including permit fees, as required, and all incidentals necessary to perform the items of work.
END OF SECTION
SECTION 01600 - MATERIAL AND EQUIPMENT
PART 1 - GENERAL
1.01 REFERENCE STANDARDS
Reference in the specifications to standard specifications or publications or technical societies or governmental agencies, such as ASTM, ANSI, AISC, ACI, AWS, AWWA, NCPI, SSPWC, Federal Specifications, Commercial Standards and the like, shall refer to latest edition adopted and published at time of receiving bids. It shall be understood that all manufacturers, producers and their agents, of materials required shall have such reference standards available for reference and be fully familiar with their requirements as pertains to their product, material or equipment.
In case of conflict between reference standards and project specifications, the project specifications shall govern. In case of conflict between reference standards and codes, the one having the more stringent requirements shall govern.
1.02 PRODUCT DELIVERY, STORAGE AND HANDLING
Deliver materials, products and equipment to the project site in undamaged condition in manufacturer's original, unopened containers or packaging with identifying labels intact and legible. Arrange deliveries in accordance with the construction schedule and in ample time to facilitate inspection prior to installation to avoid unnecessary delays in the construction process.
1.03 TRADE NAMES AND ALTERNATIVES
A. For convenience in complying with the specifications, materials to be incorporated in the work may be designated under a trade name or the name of a manufacturer and his catalog information. The use of alternative material which is equal in quality and of the required characteristics for the purpose intended may only be used if approved in advance by the City and shall be subject to the following requirements:
1. The burden of proof as to the quality and suitability of such alternative equipment, products, or other materials shall be upon the Contractor.
2. The City will be the sole judge as to the comparative quality and suitability of such alternative equipment, products, or other materials and his decision shall be final.
B. Wherever in these specifications the name or the name and address of a manufacturer or distributor is given for a product or other material, or if any other source of a product or material is indicated therefore, such information is given for the convenience of the Contractor only, and no limit, restriction, or direction is indicated or intended thereby, nor is the accuracy or reliability of such information guaranteed. It shall be the responsibility of the Contractor to determine the accurate identity and location of any such manufacturer, distributor, or other source of any product or material called for in these specifications.
PART 2 – PRODUCTS (not applicable to this section)
PART 3 – EXECUTION
3.01 PAYMENT
There will be no separate measurement and payment for MATERIAL AND EQUIPMENT. Full compensation for conforming to the requirements of MATERIAL AND EQUIPMENT shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 01650 - MOBILIZATION
PART 1 - GENERAL
1.01 MOBILIZATION
The work shall consist of furnishing all labor, materials, tools, equipment and incidentals necessary to perform all work included in the project and will include all mobilizations and subsequent demobilizations required to meet the staging requirements for the project, in accordance with Section 9-3.4 of the Standard Specifications for Public Works Construction (SSPWC), and Section 11: “Mobilization” of the Caltrans Standard Specifications.
Mobilization shall consist of all preparatory work and operations including, but not limited to, those necessary for the movement of personnel, equipment, materials and incidentals to and from the project site necessary for work on the project and for all other work and operations which must be performed or costs incurred including bonds, insurance, permits, permit fees, and financing prior to beginning work on the various contract items on the project site. Mobilization shall als o include the time, materials, and labor to move the necessary construction equipment to and from the job site, supervisory time on the job by the Contractor’s personnel to keep the construction site in safe condition, arranging for and erection of contractor’s work staging/storage area, and all other related work as required at all times and for all non- working days during construction period.
The Contractor shall have on the work site at all times a competent English-speaking superintendent, as his agent, capable of reading and thoroughly understanding the Plans and specifications and other related documents.
PART 2 - PRODUCTS (not used)
PART 3 - EXECUTION
3.01 PAYMENT
There will be no separate measurement and payment for MOBILIZATION. Full compensation for conforming to the requirements of MOBILIZATION shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work. No additional compensation will be allowed for furnishing labor, materials, equipment, rental of necessary storage sites for storage of equipment, project information signs, obtaining all City business licenses or permits, including permit fees, as required, and incidentals necessary to perform the items of work.
END OF SECTION
DIVISION 2 – SITE WORK
SECTION 02050 - EQUIPMENT, PIPING, AND MATERIALS DEMOLITION PART 1 - GENERAL
1.01 DESCRIPTION
This section describes demolition, removal, and abandonment of existing facilities, equipment and piping.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Structure Earthwork: 02220.
PART 2 - MATERIALS (not applicable to this section)
PART 3 - EXECUTION
3.01 GENERAL
Perform removal, abandonment and demolition work specified and indicated in the Plans and Specifications.
Prepare remaining surfaces to receive new scheduled and specified materials and finishes or finish to match adjacent surfaces if no additional work is scheduled or indicated.
3.02 REMOVAL
Remove equipment, piping, and other existing improvements indicated on the Plans or listed in the Specifications
3.03 ABANDON
Abandon existing septic tank, connecting 4-inch ABS sewer pipe, and equipment, piping, and other existing improvements indicated on the Plans or listed on the Specifications.
3.04 SALVAGE
Materials and equipment required to be salvaged to the Utilities Yard from the Project Site in accordance with the Plans, are the property of the City. The City may designate such materials and equipment to become property of the Contractor, at which time the Contractor shall remove the materials and equipment from the Project Site. All other materials, equipment, or other existing improvements required to be removed and/or replaced in accordance with Plans and Specifications shall be disposed of and recycled offsite per all local, state, and federal requirements. The Project Site shall be left free of all debris and materials.
3.05 EXISTING PIPING AND ELECTRICAL UTILITIES
Shut off or disconnect utilities affecting demolition work. Schedule shutdowns with the City. Notify the City five working days in advance of any shutdown that is required to perform the work. The City will open/close valves on water and sewer piping owned and maintained by the City. Contractor shall notice and make appropriate arrangements with utility owners and other affected parties prior to shutdown of any utility service. See Section 14101 Sewer – Coordination and Project Requirements, for additional information.
3.06 PLUGGING ABANDONED PIPING
A. Plug existing 4-inch PVC SDR-35 sewer pipe, 4-inch ABS septic tank pipe, and 6-inch VCP sewer main.
B. Plug by placing mechanical joint plugs/caps, brick and mortar, or concrete at the open ends unless otherwise indicated on the Plans.
3.07 REMOVAL OR RELOCATION OF ELECTRICAL MATERIALS AND EQUIPMENT A. Unless otherwise noted, remove existing electrical materials and equipment from areas indicated for demolition or where equipment is to be relocated. Disconnect circuits at their source. Remove materials no longer used, such as studs, straps, and conduits. Remove or cut off concealed or embedded conduit, boxes, or other materials and equipment to a point at least 3/4 inch b elow vertical surfaces and 4 inches below horizontal surfaces. Any materials to be abandoned which are
in conflict with proposed improvements, shall be removed in their entirety. Remove existing unused wires.
B. Repair and/or replace affected surfaces to conform to the type, quality, and finish of the surrounding surface to the satisfaction of the City.
3.08 PATCHING
A. Patching shall mean the restoration of a surface or item to a condition as near as practical to match the existing adjoining surfaces unless otherwise noted, detailed or specified.
B. When patching involves painting, special coatings, vinyl fabric, or other applied finish, refinish the entire surface plane (i.e. wall or ceiling), unless complete refinishing of the entire space is scheduled or specified elsewhere.
C. Patching includes cleaning of soiled surfaces.
3.09 DEMOLITION
A. Existing buildings, structures, boxes, pipes, pavements, curbs, and other items are to be removed, altered, salvaged, and disposed of/recycled as specified herein and elsewhere in the Specifications (See Sections 02750, 03000, and 14104) and as indicated on the Plans. Remove and dispose of/recycle all portions of these items that interfere with project construction in accordance with the City’s Construction and Demolition Waste ordinance.
B. Remove and dispose of/recycle facilities to be demolished in their entirety including belowground walls, ceilings, footings, foundations, and other associated appurtenances, as shown on the Plans or as specified herein. All material shall be disposed of/recycled offsite per the City’s Construction and Demolition Waste ordinance. Backfill and compact all site areas disturbed by demolition work with earth backfill material in accordance with Sections 02220 and 14105.
C. Perform the work in a manner that will not damage parts of the structure not intended to be removed or to be salvaged for the City. If, in the opinion of the City's Representative, the method of demolition used may endanger or damage parts of the structure or affect the satisfactory operation of the facilities, promptly change the method when so notified by the City. No blasting will be permitted.
D. All equipment, materials, piping, and other existing improvements, except as specified to be salvaged for the City, or removed by others, within the limits of the demolition, excavation, and backfills, will become the property of the Contractor and shall be removed from the Project Site.
The salvage value of this equipment, materials, and piping shall be reflected in the contract price of the demolition work.
E. Do not reuse material salvaged from demolition work on this project, unless otherwise shown on the Plans and in the Specifications.
3.10 SCHEDULE
Certain items cannot be removed, abandoned, and demolished until certain other Work has been accomplished.
3.11 PAYMENT
There will be no separate measurement and payment for EQUIPMENT, PIPING, AND MATERIALS DEMOLITION. Full compensation for conforming to the requirements of EQUIPMENT, PIPING, AND MATERIALS DEMOLITION shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 02060 - MAINTENANCE OF EXISTING UTILITIES
PART 1 - GENERAL
1.01 THE REQUIREMENT
A. Utilities that cross a City facility, sewer trench or similar excavations shall be protected in place, removed and reconstructed, or abandoned as indicated in the Contract Documents. The Contractor shall fully examine all the City’s Plans for the Project prior to bid and include in the bid, ample labor, materials, equipment and resources as required, to compensate for and coordinate work efforts with existing and proposed improvements.
1.02 PROCEDURES
A. The Contractor shall notify the utility Owner/City 48 hours in advance of the crossing construction and shall coordinate the construction schedule in accordance with the utility service requirements.
B. The Contractor shall notify “USA - DIGALERT” 48 hours prior to beginning excavation, tunneling or boring operations.
C. The Contractor shall not interrupt the utility service function, disturb the support base, or modify any facility without authority from the utility Owner or the City.
D. The utility Owner/City shall have access to the work site as necessary.
E. The Contractor shall immediately notify the City and utility Owner if any utility is disturbed or damaged during the course of the work. The Contractor shall bear the costs of repair or replacement of any marked or unmarked utility where damage was caused by the Contractor's activities.
F. Notify the City immediately of the discovery of any utility that was omitted from the Plans, incorrectly shown or not properly marked. If a utility does not provide location information or marking services in the field, the Contractor shall immediately notify the City.
1.03 RELATED WORK SPECIFIED ELSEWHERE
A. Sewer – Existing Facilities: 14100
B. Sewer – Coordination and Project Requirements: 14101 C. Sewer – Clearing, Grubbing, and Restoration: 14104
1.04 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
B. Comply with the requirements herein.
C. Comply with applicable sections of SSPWC Section 5 Utilities.
PART 2 - PRODUCTS
2.01 REPLACEMENT IN KIND
Except as indicated below or as specifically authorized by the Owner/City, reconstruct utilities with new material of the same size, type, and quality as that removed.
2.02 VITRIFIED CLAY SEWER PIPE AND COUPLINGS
For VCP sewer pipe 8 inches in diameter or under, replacement of damaged existing sewer pipe shall consist of plain-end pipe conforming to ASTM C 700. Compression couplings shall conform to ASTM C 594, stainless steel band seal couplings or equal.
PART 3 - EXECUTION
3.01 PROTECT IN PLACE
A. As indicated on the Plans or directed by the City, the Contractor shall protect all existing utilities in place and maintain the utility in service. A utility may only be removed with written permission from the City.
B. All existing pipelines and other utilities as shown on the Plans shall be supported across the excavation. Supporting structures shall end at a pipe joint to ensure flexibility at the end of the support. The primary purpose of the support is to prevent settlement of the utility after construction.
C. Compaction: The Contractor shall take special precautions to compact under and around the utility to ensure that no voids exist.
3.02 PROCEDURES
A. Protect in Place: Protect utilities in place, unless abandoned, and maintain the utility in service, unless otherwise specified in the Plans or in the specifications.
B. Cut and Plug Ends: Cut abandoned utility lines and plug the ends. Plug storm drains and VCP sewers with an 8-inch wall of brick and mortar. Cap waterlines and plastic sewer lines with a ductile-iron cap or MJ plug as called for on the Plans. Dispose of/recycle the cut pipe as unsuitable material per the City’s Construction and Demolition Waste ordinance.
C. Remove and Reconstruct: Where so indicated in the Plans or as required by the City’s Representative, remove the utility and, after passage, reconstruct it with new materials. Provide temporary service for the disconnected utility. All reconstruction work shall be with new materials of the same size, type, and quality as those removed.
D. For utility pipe 4 to 12 inches in diameter, replacement shall consist of at least two standard lengths of pipe conforming to Utility Owner’s specifications.
3.03 COMPACTION
Prior to replacement of the interfering utility, the trench shall be backfilled and compacted as specified by the soils engineer by approved means to an elevation one foot above the top of the utility. A cross trench of the proper width shall be excavated for the utility and it shall be laid, backfilled, and compacted as specified by the soils engineer or as directed by the City.
3.04 ABANDONED UTILITIES
Interfering portions of abandoned utilities shall be removed and disposed of/recycled as unsuitable material in accordance with the City’s Construction and Demolition Waste ordinance. The cut ends shall be plugged with brick and mortar or concrete.
3.05 ALTERNATIVE CONSTRUCTION – SAND SLURRY
Sand slurry (100-E-100) consisting of one sack (94 pounds) of Portland cement per cubic yard of sand and sufficient moisture for workability may be substituted for other backfill materials to aid in reducing compaction difficulties in some situations, if approved by the City, or as called for on the Plans. Specific methods and procedures must be submitted to the City for approval prior to construction.
3.06 PAYMENT
There will be no separate measurement and payment for MAINTENANCE OF EXISTING UTILITIES. Full compensation for conforming to the requirements of MAINTENANCE OF EXISTING UTILITIES shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 02210 - PCC REMOVALS
PART 1 - GENERAL
1.01 SCOPE
The work shall consist of furnishing all labor, materials, tools, equipment and incidentals necessary for PCC removals, as shown on the Plans and in the Specifications, in accordance with Section 300, “Earthwork” and 301, “Treated Soils, Subgrade Preparation and Placement of Base Materials” of the Standard Specifications for Public Works Construction (SSPWC), and as specified herein.
The Contractor shall comply with the City Construction and Demolition Ordinance as described in Section 2.18 of the Contract General Conditions.
The work shall also include PCC removals with or without reinforcement. The work shall include removal and disposal of existing pavement structural section, curb, gutter, sidewalk, ramps, driveways, manholes, reinforced vaults, foundations, floors, ceilings, walls, and pavement, etc. No additional compensation will be provided for removing reinforced concrete structures.
1.02 RELATED REQUIREMENTS
Related items of work performed by others, and related requirements which apply to the work described under this Section, are included in, but not limited to, the following Sections:
A. Section 02050 – Equipment, Piping, and Materials Demolition B. Section 03000 – Concrete
C. Section 14104 – Sewer – Clearing, Grubbing, and Restoration
1.03 GENERAL REQUIREMENTS
A. Data
Survey and other reference data, not included in the Contract Documents but made available to the Contractor by the City, are given for the Contractor's information only, and the City assumes no responsibility for any conclusion the Contractor may draw therefrom.
B. Quality Assurance
C. Applicable Criteria, Tests and Standards.
1. For Waste: Material deemed unsuitable by the City from tests or visual inspection, shall be wasted at an approved site. Perform trucking and materials handling in a careful manner to prevent spillage and dust or damage to paved surfaces or structures.
2. For Clean Up: Remove and dispose of all rubbish, debris, junk, temporary materials, and any waste excavated materials from the Project Site in accordance with all applicable laws, regulations, permits and approvals from owners of property upon which the material will be disposed. Perform restoration of staging and storage areas and temporary roads to the satisfaction of the City, prior to acceptance and final payment.
3. Utilities and Structures: Protect utility lines and structures indicated on the Plans, which are to remain in service from any damage as a result of construction operations. Where utility lines or structures not shown on the Plans are encountered, report them to the City before proceeding with the work. Repair or replace utility lines or structures, which are broken or damaged during the operations at no extra cost to City.
PART 2 - PRODUCTS (not applicable to this section)
PART 3 - EXECUTION
3.01 EARTHWORK
A. Dust Control
Take all steps possible to prevent and reduce dust arising from the construction activity. Have an adequate water supply and hoses available at all times and water, as necessary, the areas where dust may arise. Cooperate fully with the City and water immediately, when directed.
B. Care of Drainage Water
Deal with all drainage water from the construction operations and storm water and wastewater reaching the construction area from any source, per the requirements of the Contractor’s Storm Water Pollution Prevention Plan, so that no damage is done to the excavation, pipe or structures.
The Contractor shall be responsible for any damages to persons or property on or off the construction site due to such drainage water or to the interruption or division of such storm water or wastewater on account of Contractor operations.
Perform all grading necessary to prevent surface water from flowing into excavations, and remove water accumulating therein by pumping or by other approved methods.
C. Clean Up
Upon completion of work in this Section, remove all rubbish and debris from the job site. Remove all construction equipment and implements of service and leave the entire area involved in a neat, clean and acceptable condition.
3.02 PAYMENT
Full compensation for conforming to the requirements of PCC REMOVALS shall be considered as included in the contract unit price bid for the various items of work and shall include all labor, tools, materials, equipment and incidentals required to complete the work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 02215 - EXCAVATION AND BACKFILL
PART 1 GENERAL
1.01 SECTION INCLUDES
Excavation and Backfill.
1.02 RELATED REQUIREMENTS
1.03 SCOPE
Excavation and backfill shall be in accordance with the SSPWC and all applicable sections of these Specifications.
A. Telephone notification must be provided to Underground Service Alert (811) at least two working days prior to starting work on any section of excavation.
B. The Contractor shall determine the location and depth of all utilities, including service connections which have been marked by the respective owners and which may affect or be affected by its operations.
C. Affected residents and businesses must be notified not less than 48 hours prior to excavation on their streets.
D. Residents and businesses must be notified immediately of any accidental damage affecting their property, and repairs must be promptly made. Same day repairs of damaged utility services are required.
E. Where excavations occur in the sidewalks or other pedestrian ways, the Contractor shall provide a safe and orderly pedestrian passage around the excavation area. The pedestrian passage shall not subject pedestrians to hazards from traffic or construction operations, or cause pedestrians to walk upon unsuitable or hazardous surfaces.
F. At any given intersection, all standards shall be erected, foundations capped, and surface restored within two weeks of commencing excavation or breaking concrete.
Foundations shall be hand dug until clear of obstructions.
PART 2 PRODUCTS (not used)
PART 3 EXECUTION
3.01 PAYMENT
There will be no separate measurement and payment for EXCAVATION AND BACKFILL. Full compensation for conforming to the requirements of EXCAVATION AND BACKFILL shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work. No additional compensation will be allowed for furnishing labor, materials, equipment, rental of necessary storage sites for storage of equipment, as required, and incidentals necessary to perform the items of work. No additional compensation will be allowed therefore.
END OF SECTION
SECTION 02220 - STRUCTURE EARTHWORK
PART 1 - GENERAL
1.01 DESCRIPTION
This section describes excavation, backfilling, materials, testing, and shoring for below grade concrete structures, unless otherwise called out in the Specifications.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Sewer – Trenching, Backfilling, and Compacting: 14105 B. Below Grade Concrete Structures: 03300
1.03 SUBMITTALS
A. Shop drawings shall be submitted in accordance with the following.
1. Submit drawings of excavation and shoring, sheeting or bracing for worker protection.
2. Submit five copies of a report from a testing laboratory verifying that gravel base, structural backfill, and any other backfill (i.e. one sack slurry) proposed to be used conforms to the specified gradations or characteristics.
PART 2 - MATERIALS
2.01 DEFINITION OF ZONES
A. Pavement zone shall be as specified in Section 14105, Sewer - Trenching, Backfilling and Compacting.
B. Trench zone is defined as the backfill from the top of the pipe zone to the bottom of the pavement zone in paved areas or to the existing surface in unpaved areas.
2.02 NATIVE EARTH BACKFILL-TRENCH ZONE
Excavated materials free from peat, roots, debris, and rocks meeting the requirements of Subsection 306 -
1.3 of the Standard Specifications, shall be used as native earth backfill above the roof of the structure.
2.03 STRUCTURAL BACKFILL
Structural backfill materials shall consist of hard, durable, and clean sand, gravel, or crushed stone which is free of organic material, clay balls, and other deleterious substances, and shall have the following gradation:
Sieve Size Percent Passing By Weight
2 inch 100
1-1/2 inches 95 - 100
3/4 inch 50 - 100
3/8 inch 15 - 55
No. 4 mesh 0 - 25
No. 8 mesh 0 - 5
No. 200 mesh 0 - 3
2.04 GRAVEL BASE
Crushed or natural rock with the following gradation shall be provided as gravel base.
Sieve Size Percent Passing By Weight
3 inch 100
1-1/2 inches 70 - 100
3/4 inch 60 - 100
No. 4 mesh 25 - 55
No. 30 mesh 10 - 30
No. 200 mesh 0 - 5
2.05 WATER FOR COMPACTION
Water used to assist in compaction shall conform to Section 14105, Sewer - Trenching, Backfilling, and Compacting, Part 2.
PART 3 - EXECUTION
3.01 TESTING FOR COMPACTION
Testing for compaction shall conform to Section 14105, Sewer - Trenching, Backfilling, and Compacting, Part 3, Subsection 3.01.
3.02 COMPACTION REQUIREMENTS
A. Backfill Beneath Structures: 95% relative compaction B. Backfill Beneath Pavement Zone and in Trench Zone: 90% relative compaction C. Backfill in Pavement Zone: 95% relative compaction
3.03 DEWATERING
Means and devices to continuously remove and dispose of all water entering the excavation during construction of the structures and all backfill operations shall be provided by the Contractor. Water shall be disposed of in a manner to prevent damage to adjacent property and pipe trenches. Water shall not be allowed to rise in the excavation until backfilling around and above the structure is completed.
3.04 STRUCTURE EXCAVATION
A. Removal of Material: Structure excavation shall include the removal of all material necessary for the construction of underground structures and foundations.
B. Processing: The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory shall be over - excavated as specified in the following subsection. Scarification shall continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform compaction.
C. Over-excavation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, shall be over- excavated down to firm ground, as approved by the City and certified by the Contractor’s soil engineer.
D. Over-depth Excavations: Over-depth excavations shall be corrected by backfilling with crushed rock, as directed by the City. No native earth backfill will be permitted to correct over-depth excavation beneath structures.
E. Surplus Material: Surplus material shall be disposed of in accordance with Section 14105, Sewer - Trenching, Backfilling, and Compacting.
F. Approval: All areas to receive fill, including processed areas, removal areas, and toe -of-fill benches shall be approved by the City and certified by the soil engineer prior to fill placement.
3.05 SUPPORT FOR EXCAVATIONS FOR STRUCTURES
A. A safe working area shall be provided for workmen. The services of a Registered Civil or Structural Engineer shall be obtained to design, stamp, and sign plans for sheeting, shoring, and bracing, or side slopes. The requirements of CAL/OSHA and of these specifications shall be used as minimum design criteria. Sufficient geotechnical data shall be obtained to provide safe design.
B. Minimum side slope shall be per CAL/OSHA but not steeper than:
1. Clayey soil up to 12-foot depth -- 3/4 horizontal to 1 vertical (3/4:1).
2. Clayey soil more than 12-foot depth -- vary from 3/4: for 12-foot depth to 3:1 for 20-foot depth.
3. Gravelly soil -- 2:1.
4. Flatten above slopes if groundwater is present.
C. Methods of support or side slopes shall be selected to provide sufficient clearance for public traffic safety and convenience.
D. The characteristics of the soil exposed in the excavation, the groundwater conditions, traffic, and other surcharge loads shall be considered when selecting lateral pressures to be used for design of soil supporting systems.
E. The following as minimum design criteria for allowable lateral passive soil pressure expressed in pounds per square foot (psf) shall be used to calculate depth of penetration of iso lated soldier piles or solid sheet piles. Where needed for safety, these values shall be increased.
Predominant Soil Type
Clayey Granular
Isolated Soldier 200 Z+1,870 467 Z
Solid Sheet 67 Z+633 300 Z
Where Z = depth in feet below bottom of excavation.
F. Prior to design and submittal of support system, verification of the type of soil below the bottom of the excavation shall be made.
3.06 BACKFILL AGAINST SIDEWALLS OF MANHOLE AMD BACKFILL OVER REMAINING SEPTIC TANK A. Precautions
1. Backfill over structures shall be placed in a manner so as to not damage the roof membrane and protective cover.
2. Backfill shall not be placed against walls or above buried roof slabs until the concrete has obtained a comprehensive strength equal to the specified 28-day compressive strength.
Where backfill is to be placed on both sides of the wall, the backfill shall be placed uniformly on both sides. Where backfill is to be placed around a structure, the backfill shall be placed at a uniform rate around the structure.
3. Backfill shall not be placed against the walls of structures that are laterally restrained or supported by suspended slabs or slabs on grade until the slab is poured and the concrete has reached the specified compressive strength.
B. Equipment: Equipment for placing and compacting backfill over structures shall not exceed 15 tons total weight and a maximum wheel load of 10,000 pounds. Equipment weighing more than 10,000 pounds shall not be used closer to walls and structures than a horizontal distance equal to the depth of fill at the time.
3.07 COMPACTION
A. Compaction for Zones: Compaction shall be controlled to that specified for each zone.
B. Moisture Control: Moisture shall be controlled as follows:
1. Where sub-grade or soil material layers must be moisture conditioned before compaction, water shall be uniformly applied to the sub-grade surface or soil layer material in order to prevent free water from appearing on the surface during or subsequent to compaction
operations. The moisture content of the compacted soil shall be within 3 percentage points of the optimum.
2. Soil material that is too wet to permit compaction to specified density shall be removed and replaced or scarified and air dried at no additional cost to the City.
3. Soil material that has been removed because it is too wet to permit compaction may be allowed by the City to be stockpiled or spread within a City-approved area and allowed to dry. Drying may be assisted by discing, harrowing or pulverizing, until moisture content is reduced to satisfactory value.
4. Backfill or fill material shall not be placed on surfaces that are muddy, frozen, or contain frost or ice.
C. Requirements Prior to Backfilling: Excavations shall be backfilled as work permits, but not until completion of the following:
1. Acceptance of construction below finish grade including, where applicable, dampproofing, waterproofing, and perimeter insulation.
2. Inspection, testing, approval, and recording locations of underground utilities.
3. Removal of concrete formwork
4. Removal of shoring and bracing, and backfilling of voids with satisfactory materials. Cut off temporary sheet piling driven below bottom of structures and remove in manner to prevent settlement of the structure or utilities, or leave in place, if required and approved by the City.
5. Removal of trash and debris.
6. Permanent or temporary horizontal bracing is in place on horizontally supported walls.
D. Backfill Layers: Backfill and fill materials shall be placed in layers not more than 8 inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand-operated tampers.
E. Jetting: Unless specified otherwise, jetting techniques shall not be employed t o densify granular fill materials.
F. Uniform Backfill Lifts: Backfill and fill materials shall be placed evenly adjacent to structures, to required finish elevations. Care shall be taken to prevent wedging action of backfill against structures by carrying material uniformly around structure to approximately same elevation in each lift.
G. Compaction Testing: Field tests to check the fill moisture and degree of compaction shall be performed by the Soils Engineer to be approved by the City Representative. The location and frequency of tests shall be at the City’s Representative’s discretion. In general, the tests will be taken at an interval not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of embankment. In addition, on slope faces, at least one test shall be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope.
3.08 EARTHWORK OBSERVATION TESTING
Adequate access shall be provided at all times to allow the City and Soils Engineer of record to make observations and conduct tests to verify that the work complies with the requirements of the specifications. The City shall be given assistance as necessary for performing tests, and shall be kept apprised of work schedule.
Adequate equipment and methods shall be employed to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading Plans. If, in the opinion of the City or Soils Engineer, unsatisfactory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., have resulted in a quality of work less than required in these specifications, the City or Soils Engineer may reject the work and recommend that construction be stopped until the conditions are rectified.
3.09 PAYMENT
There will be no separate measurement and payment for STRUCTURE EARTHWORK. Full compensation for conforming to the requirements of STRUCTURE EARTHWORK shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 02750 - ASPHALT CONCRETE AND PORTLAND CEMENT CONCRETE PAVEMENT PART 1 - GENERAL
1.01 DESCRIPTION
Work under this Section consists of furnishing all labor, materials, equipment, tools and services required for the placing and compacting of Asphalt Concrete (AC) and Portland Cement Concrete (PCC) pavement, and aggregate surfacing, for reconstruction of roadways above the trench to the lines, grades and dimensions encountered prior to construction and as specified herein. Also included is the repair and reconstruction of existing roadway and area paving damaged during construction.
1.02 REFERENCE SPECIFICATIONS
Whenever the words “Standard Specifications” are referred to, the reference is to the Standard Specifications for Public Works Construction (SSPWC), Latest Edition.
1.03 QUALITY ASSURANCE
Comply with SSPWC and requirements contained herein.
1.04 REGULATORY REQUIREMENTS
All work, materials, procedures and practices under this section shall conform to requirements of the California Air Resources Board (CARB) and the Air Quality Management District (AQMD) having jurisdiction.
1.05 SUBMITTALS
A. Samples: Furnish, without additional cost to the City, such quantities of construction materials as may be required by the City for test purposes. The contractor shall cooperate with the City and furnish necessary facilities for sampling and testing of all materials and workmanship. All materials furnished and all work performed shall be subject to rigid inspection, and no materials shall be used in the construction work until it has been inspected by the City.
B. Submit a signed verification from each source of supply for each construction material employed on this project indicating that the materials meet the Specification requirements.
C. Mix design for AC and PCC, and test results of California Test 367.
D. Submit manufacturer’s certification of the actual volatile organic compounds (VOC) content for pavement paints and bituminous pavement sealers proposed for use on this project. Submit certification of the actual VOC content for coatings manufactured after September 1, 1987, submit VOC content and date of manufacture. VOC content shall be measured in grams per liter by weight of coating as applied excluding water and color added to the tint base.
E. Submit verification that bituminous pavement sealers and paint products furnished meet applicable regulation as to allowable VOC content for the time and place of application and use intended.
PART 2 - PRODUCTS
2.01 PAVING MATERIALS
A. Aggregate Base: Crushed Aggregate Base, Standard Specifications, Subsections 200-2 and 301-
2. B. Prime Coat: Liquid asphalt, Grade SC-70 or MC-70, Standard Specifications, Subsection 302-5 and 400-4.
C. Tack Coat and Seal Coat: Emulsified asphalt, Grade SS-1h, Standard Specifications, Subsections 203-3, 302-5, and 400-4.
D. Asphalt Concrete: Standard Specifications, Subsections 203-6, 302-5, and 400-4.
1. Surface Course – Type C2-PG 64-10-R10 (1/2”) with an asphalt binder content of 5.5% to 5.7%.
2. Base Course – Type B-PG 64-10-R10 (3/4”) with an asphalt binder content of 5.2% to 5.4%.
3. As modified by the City.
2.02 PAVEMENT PAINT
A. Temporary Striping shall be placed after completion of the asphalt pavement section and prior to the opening to vehicular traffic.
B. Permanent striping shall be completed with a minimum of two coats within 5 days of the completion of the final lift of pavement.
C. Comply with Subsection 310-5.6 of the Standard Specifications.
PART 3 - EXECUTION
3.01 GENERAL
A. This Specification shall cover newly surfaced areas as well as restoration of existing surfacing.
B. Adjust existing and new manholes, vaults, meter boxes, valve boxes, cleanouts, etc. to match the new grade as necessary.
C. Remove existing AC/PCC pavement and subgrade material and reconstruct AC/PCC pavement per Trench Section on Plans.
3.02 PAVEMENT CUTTING
After backfilling trenches and prior to paving, sawcut existing pavement parallel to the trench (using a concrete saw) to minimum depth equal to or greater than one-half the thickness thereof. The pavement shall be cut back 6 inches minimum on each side of the trench or excavation wall as required on the Construction Plans – Trench Section. Section 14104, Sewer - Clearing, Grubbing, and Restoration, should be referenced for further requirements regarding final sawcutting. Re-cut and restore any pavement damaged outside these lines at the expense of the Contractor. Should voids develop under the existing pavements during construction, those affected pavements shall be neatly sawcut in straight lines and replaced after the voids have been filled.
3.03 TEMPORARY PAVING
Temporary paving for street excavations shall be two-inch (2”) minimum hot mix. Permanent paving shall be completed within five (5) days after excavation.
3.04 PLACEMENT OF AGGREGATE BASE
A. Subgrade Preparation: Excavation and preparation of subgrade shall be done in accordance with, and shall include all work specified in Subsections 300-2, “Unclassified Excavation,” and 301-1, “Subgrade Preparation.” Water or dry subgrade as required to bring the soil to within 2 percent of the optimum moisture content for proper compacting. Compact to a relative compaction of not less than 90 percent in the upper 6 inches. When compaction of the subgrade areas on fill and embankments has been properly obtained, only such additional rolling will be required as necessary to obtain a thoroughly compacted subgrade immediately prior to placing the aggregate base thereon.
B. Aggregate Base Tolerance: Do not place the aggregate base before the subgrade is approved by the City. The finished aggregate base shall not vary more than 0.02 foot above or below the planned grade to meet the requirements of these Specifications.
C. Aggregate Base Placing: Spread the aggregate base material on the prepared subgrade by means of suitable spreading devices. The aggregate base material may be dumped in piles upon the subgrade and spread by bulldozing ahead from the dumped material. Enough aggregate base shall be placed to bring the base to a minimum thickness of existing conditions plus 1 -inch.
However, each layer placed shall not exceed 4 inches. Segregation of large or fine particles of aggregate shall be avoided, and the material as spread shall be free from pockets of large and fine material.
D. Compaction: Compact each layer of aggregate base material to not less than 95% relative compaction as determined by Test Method Calif. No. 216 or ASTM D1556 (Sand Cone), or Calif.
No. 231 or ASTM D2922 (Nuclear method when approved by the City). Compaction shall be in accordance with Section 301 of the Standard Specifications. Water aggregate base after
compaction as provided in the Standard Specifications.
3.05 ASPHALT CONCRETE PAVEMENT INSTALLATION
A. Apply prime coat at a rate of 0.15-gallon per square yard. Blot any excess, which has not penetrated the base with sand. Remove any loose sand.
B. Apply tack coat at a rate of 0.05 – 0.10 gallon per square yard.
C. Spread and compact asphalt concrete in accordance with Standard Specifications. Replace existing AC pavement with AC pavement of existing thickness plus 1-inch with a minimum Surface Course thickness of 2-inches. Base Course shall be B-PG 64-10-R10 (3/4”) with asphalt binder of
5.2% to 5.4% and Surface Course shall be C2-PG 64-10-R10 (1/2”) with asphalt binder of 5.5% to
5.7%.
D. Protect AC pavement until surface has cooled sufficiently to permit traffic without damage.
E. Immediately remove spilled and splattered materials from adjacent surfaces.
F. At all locations where new AC pavement is joining or overlaying existing asphalt pavement, the contractor shall sawcut existing pavement to provide straight neat lines and feather the new pavement to form a smooth transition with the existing pavement.
G. The Contractor shall be responsible for checking of grades to eliminate low spots prior to capping and also checking for proper drainage prior to placing Base Course and tack coats prior to placing the Surface Course.
H. The Contractor shall be responsible for maintaining location of, and access to, all water line gate valves and sewer manholes during construction operations.
3.06 AC PAVEOUT
Shall be constructed in accordance standards referenced herein, modified per details, Plans, and as supplemented below.
A. Spread and compact asphalt concrete in accordance with Standard Specifications. Replace existing AC pavement with AC pavement of existing thickness plus 1-inch with a minimum Surface Course thickness of 2-inches. Base Course shall be Type B-PG 64-10-R10 (3/4”) with asphalt binder of 5.2% to 5.4% and Surface Course shall be Type C2-PG 64-10-R10 (1/2”) with asphalt binder of 5.5% to 5.7%.
B. The Contractor shall maintain safe access to adjacent properties at all times throughout the duration of the contract, in accordance with Section 01570 of these Special Conditions.
1. The only permitted interruption to access will be during placement and curing of AC pavement.
2. The Contractor shall construct AC Paveouts in such a fashion as not to interrupt the access to onsite/offsite parking. Should a driveway be excavated at the end of a workday, the Contractor shall provide a temporary access ramp to properties. The Contractor shall remove the temporary access ramp on the following day so that driveway construction can be completed. The Contractor shall submit to the City the proposed method (routing of traffic, use of temp. access ramps) of maintaining continuous access to the adjacent properties for approval. The cost for the use of any such method including the placement/removal of ramps shall be included in the unit cost bid for the AC Paveouts and no additional compensation will be allowed therefore.
3. Where existing building drains and grate basins occur along the line of the work, the Contractor shall furnish and install new cast iron drain pipes and reconstruct/replace grate basins as necessary to match the size of existing drain pipes and grate basins, prior to construction of AC Paveouts. Curb drains shall be constructed in accordance with SPPWC Standard Plan No. 150-3. Payment for replacement of curb drains and grate basins shall be included in the unit price bid for AC Paveouts and no additional compensation will be allowed therefore.
3.07 PAVEMENT MARKINGS
A. Replace existing striping and pavement markings that are removed or damaged by the construction.
B. Apply pavement markings in accordance with Section 07200 of these special provisions.
3.08 RECONSTRUCT PORTLAND CEMENT CONCRETE (PCC) PAVEMENT All work shall be in accordance with the applicable provisions of Subsection 300-1.3, "Removal and Disposal of Materials," Section 300-2, "Unclassified Excavation," and Subsection 302-6, "Portland Cement Concrete Pavement," of the SSPWC and SPPWC Standard Plan No. 132-3. This item shall include reconstruction of PCC pavement as marked in the field together with excavation, root removal if applicable, subgrade preparation, backfill, compaction and cleanup, and as supplemented below.
A. Existing PCC pavement shall be replaced with PCC pavement of existing thickness plus 1-inch.
B. PCC pavement shall be class 520-A-2500, in accordance with Section 201-1 of the SSPWC.
Admixtures (or some combination of admixtures and steel plating/ramping) may need to be added to the P.C.C. mixture to obtain high-early design strengths as necessary to comply with the traffic control and property access requirements specified in Section 01570 of these Special Conditions at no additional cost to the City.
C. Weakened plane and expansion joints shall be installed in accordance with Section 302 -6.5 of the SSPWC.
D. Prior to construction of new PCC pavement, the Contractor shall remove AC ramping from existing PCC to be left in place and joined. Damage to the improvements to be left in place shall be remedied by sawcutting, removal, and reconstruction at the Contractor's expense and to the satisfaction of the City. Section 14104, Sewer - Clearing, Grubbing, and Restoration, should be referenced for further requirements regarding final sawcutting.
E. The Contractor shall sawcut all PCC pavement within the limits of the work area prior to commencing work. The Contractor shall remove and properly dispose of all PCC pavement from within the work area upon sawcutting.
F. Reinforcement dowels shall be installed as directed by the City.
G. Steel plating and temporary ramping shall be installed as directed by the City as necessary to comply with the traffic control and to allow for the curing of PCC pavement.
PART 4 - PAYMENT
4.01 PAYMENT
There will be no separate measurement and payment for the requirements as specified in Special Conditions Section 02750 – ASPHALT CONCRETE AND PORTLAND CEMENT CONCRETE PAVEMENT as related to all sewer improvements on this project. Full compensation for conforming to the requirements as specified in Special Conditions Section 02750 - ASPHALT CONCRETE AND PORTLAND CEMENT CONCRETE PAVEMENT including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work involved and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 02763 - TRAFFIC STRIPING
PART 1 - GENERAL
This item of work shall include the furnishing and application of two coats of reflectorized paint traffic striping and pavement markers, as shown on the plan or as directed by the City. The work shall include surface preparation, temporary striping, temporary markings, beading, and clean up.
1.01 SCOPE
A. The scope of the work included in this section shall include installation of traffic striping in accordance with Section 84, “Traffic Stripes and Pavement Markings” of the Caltrans Standard Specifications, California Sign Specifications dated September 28, 2006, and Caltrans Standard Plan Nos. A20A through A20D and A24A through A24E.
B. The work shall also include obliteration of painted striping and pavement markings and raised pavement markers which conflict with the proposed striping, as shown on the Plan, in accordance with Subsection 310-5.6, “Painting Traffic Striping, Pavement Markings and Curb Markings,” and Section 312, “Pavement Marker Placement and Removal,” of the Standard Specifications, and Subsection 15-2, “Miscellaneous Highway Facilities,” of the Caltrans Standard Specifications, except as modified and supplemented herein.:
C. The striping layout shall be approved by the Deputy Director of Public Works prior to installation of permanent striping. The layout shall be subject to minor changes and variations from the Plans, as required by existing field conditions. The Contractor shall contact the Deputy Director of Public Works, Mr. Ed Norris at (562) 904-7109, at least two working days prior to commencing work, for approval of proposed striping layout.
D. The Contractor is required to restore all the existing striping and pavement markings to the original condition that were disturbed during the construction of project improvements.
E. The Contractor is required to complete permanent traffic striping within five (5) working days after application of final pavement surfacing has been completed.
1.02 SUBMITTALS
A. The Contractor, without additional cost to the City, shall submit to the City for approval, three (3) copies of all construction materials including manufacturer’s names and catalog numbers to be furnished and installed under this contract within thirty (30) days after award of the c ontract. All materials furnished and all work performed shall be subject to rigid inspection by the City.
B. The Contractor shall submit a signed verification from each source of supply for each construction material employed on this project indicating that the materials meet the Specification requirements.
C. If required by the City, the Contractor shall submit manufacturer’s certification of the actual volatile organic compounds (VOC) content for pavement paints and bituminous pavement sealers proposed for use on this project. Submit certification of the actual VOC content and date of manufacture. VOC content shall be measure in grams per liter by weight of coating as applied excluding water and color added to the tint base.
1.03 EQUIPMENT
All machines, tools and equipment used in the performance of the work shall be approved and maintained in satisfactory operating condition. Equipment operating on roads shall display low speed traffic markings and traffic warning lights.
A. Paint Application Equipment
1. Equipment used for application of traffic striping and pavement markings shall be in accordance with Section 84-3.04, “Application Equipment” of the Caltrans Standard Specifications.
2. The equipment to apply paint to pavements shall be a self-propelled or mobile-drawn pneumatic spraying machine with suitable arrangements of atomizing nozzles and
controls to obtain the specified results.
3. The machine shall have a speed during application not less than 5 mph, and shall be capable of applying the stripe widths indicated, at the paint coverage rate specified, and of even uniform thickness with clear-cut edges.
4. Equipment used for marking streets and highways shall be capable of placing the prescribed number of lines at a single pass as solid lines, intermittent lines or a combination of solid and intermittent lines using a maximum of two different colors of paint as specified.
5. The paint applicator shall have paint reservoirs or tanks of sufficient capacity and suitable gauges to apply paint in accordance with requirements spec ified. Tanks shall be equipped with suitable air-driven mechanical agitators. The spray mechanism shall be equipped with quick-action valves conveniently located, and shall include necessary pressure regulators and gauges in full view and reach of the operator.
6. Paint strainers shall be installed in paint supply lines to ensure freedom from residue and foreign matter that may cause malfunction of the spray guns. The paint applicator shall be readily adaptable for attachment of an air-actuated dispenser for the reflective media approved for use.
7. Pneumatic spray guns shall be provided for hand application of paint in areas where the mobile paint applicator cannot be used.
B. Reflective Media Dispenser
1. The dispenser for applying the reflective media shall be attached to the paint dispenser and shall operate automatically and simultaneously with the applicator through the same control mechanism.
2. The dispenser shall be capable of adjustment and designed to provide uniform flow of reflective media over the full length and width of the stripe at the rate of coverage specified, at all operating speeds of the applicator to which it is attached.
C. Sandblasting Equipment
1. Sandblasting equipment shall include an air compressor, hoses, and nozzles of proper size and capacity as required for cleaning surfaces to be painted. The compressor shall be capable of furnishing not less than 150 cfm of air at a pressure of not less than 90 psi at each nozzle used, and shall be equipped with traps that will maintain the compressed air free of oil and water.
D. Pavement Marking Removal Equipment
1. Equipment shall be mounted on rubber tires and shall be capable of removing markings from the pavement without damaging the pavement surface or joint sealant.
2. Waterblasting equipment shall be capable of producing an adjustable, pressurized stream of water.
PART 2 - PRODUCTS
2.01 PAINT
Traffic striping paint and glass spheres shall conform to Section 84-3.02, “Materials” of the Caltrans Standard Specifications.
2.02 TEMPORARY STRIPING AND PAVEMENT MARKINGS
Short-term expendable pavement markings shall include reflectorized pressure-sensitive traffic marking tape and approved day/night reflectorized raised pavement markers.
PART 3 - EXECUTION
3.01 SURFACE PREPARATION
A. Surfaces to be marked shall be thoroughly cleaned before application of the pavement marking material. Dust, dirt, and other granular surface deposits shall be removed by sweeping, blowing with compressed air, rinsing with water or a combination of these methods as required.
B. Rubber deposits, surface laitance, existing paint markings, and other coatings adhering to the pavement shall be completely removed with scrapers, wire brushes, sandblasting, approved chemicals, or mechanical abrasion as directed.
C. Areas of old pavement affected with oil or grease shall be scrubbed with several applications of trisodium phosphate solution or other approved detergent or degreaser, and rinsed thoroughly after each application. After cleaning, oil-soaked areas shall be sealed with cut shellac to prevent bleeding through the new paint. Pavement surfaces shall be allowed to dry, when water is used for cleaning, prior to striping or marking. Surfaces shall be recleaned, when work has been stopped due to rain.
3.02 APPLICATION
A. General
1. Installation of traffic striping and pavement marking installation shall be in accordance with Section 84-3, “Painted Traffic Stripes and Pavement Markings” of the Caltrans Standard Specifications.
2. The Contractor shall complete permanent traffic striping within five (5) working days after application of final pavement surfacing has been completed.
3. Permanent traffic striping and pavement markings shall be placed as shown on the plan, in accordance with applicable Caltrans Standard Plans.
B. Paint
1. Traffic striping and pavement markings shall be applied in two (2) coats in accordance with Section 84-3.05, “Application” of the Caltrans Standard Specifications.
C. Reflective Pavement Markers
1. Reflective Pavement Markers shall be installed, in accordance with Section 85, “Pavement Markers” of the Caltrans Standard Specifications. Pavement markers shall be aligned carefully at the required spacing and permanently fixed in place by means of hot melt bituminous adhesive or rapid set type epoxy adhesive.
2. To ensure a good bond, pavement in areas where markers will be set shall be thoroughly cleaned prior to applying adhesive.
3.03 TRAFFIC STRIPING AND PAVEMENT MARKING REMOVAL
Obliteration of existing traffic striping and pavement markings in conflict with the proposed work shall be in accordance with Section 15-2, “Miscellaneous Highway Facilities,” of the Caltrans Standard Specifications.
Pavement marking, including plastic tape, shall be removed in the areas shown on the Plans.
A. Obliteration of Existing Traffic Striping and Pavement Markings
1. In general, markings shall not be placed over existing pavement marking patterns.
Existing pavement markings, which are in good condition but interfere or conflict with the newly applied marking patterns, shall be removed. Deteriorated or obscured markings that are not misleading or confusing or interfere with the adhesion of the new marking material do not require removal.
2. Traffic stripes and pavement markings shall be removed to the fullest extent possible from the pavement by grinding, scraping, wet sandblasting or any method that does not materially damage the surface or texture of the pavement or surfacing, as approved by the City. Aggregate shall not be exposed by the removal process.
3. Pavement markers shall be removed by such methods that will cause the least possible damage to the pavement or surfacing.
B. All temporary pavement marking shall be removed when installation of permanent traffic striping and pavement markings has been completed.
C. After the markings are removed, the cleaned pavement surfaces shall exhibit adequate texture for remarking as specified in paragraph SURFACE PREPARATION.
D. Contractor shall demonstrate removal of pavement marking in an area designated by the City. The demonstration area will become the standard for the remainder of the work.
3.04 EQUIPMENT OPERATION
Equipment shall be controlled and operated to remove markings from the pavement surface, prevent dilution or removal of binder from underlying pavement, and prevent emission of blue smoke from asphalt surfaces.
3.05 CLEANUP AND WASTE DISPOSAL
The worksite shall be kept clean of debris and waste from the removal operations. Cleanup shall immediately follow removal operations. Debris shall be disposed of at approved sites. Sand or other material deposited on the pavement, as a result of removing traffic stripes and markings, shall be removed as the work progresses. Accumulations of sand or other material, which might interfere with drainage, or might constitute a hazard to traffic, will not be permitted.
PART 4 - PAYMENT
4.01 PAYMENT
There will be no separate measurement and payment for the requirements as specified in Special Conditions Section 02763 – TRAFFIC STRIPING as related to all sewer improvements on the project. Full compensation for conforming to the requirements for TRAFFIC STRIPING (2 coats), shall be included in the various items of work. Compensation shall include furnishing all labor, tools, equipment, materials and incidentals necessary for doing the work. No additional compensation will be allowed therefore.
END OF SECTION
DIVISION 3 – CONCRETE
SECTION 03000 - CONCRETE
PART 1 - GENERAL
1.01 SCOPE
The work shall consist of furnishing all labor, materials, tools, equipment and incidentals necessary for furnishing and placing concrete to the locations, lines, grades, dimensions, thickness, compressive strengths, as shown on the Plan, in accordance with Section 303, “Concrete and Masonry Construction” of the SSPWC, and as specified herein.
The work shall include but not be limited to furnishing, installing or constructing the following improvements:
A. Cast-in-place concrete curb, gutter, sidewalk, wheelchair ramps, driveway approaches, driveway transitions, concrete flatwork, cabinet foundations, concrete pavement, etc.
B. Expansion joints and weakened plane joints, including joint fillers and joint sealer materials C. Form work for cast-in-place concrete, with shoring, bracing, and anchorage D. Steel reinforcement, wire mesh and accessories.
1.02 RELATED SECTIONS
A. Contract Specifications General Conditions
B. Section 02750 - Asphalt Concrete and Portland Cement Concrete Pavement C. Section 14104 – Sewer - Clearing, Grubbing, and Restoration D. Section 14105 – Sewer - Trenching, Backfilling, and Compacting E. Section 14113 – Sewer - Quality Control and Testing Laboratory Services
1.03 REFERENCES
A. Standard Specifications for Public Works Construction (SSPWC), Latest Edition
1. Section 200-1: Rock Products.
2. Section 201-1: Portland Cement Concrete.
3. Section 201-2: Steel Reinforcement for Concrete.
4. Section 201-3: Expansion Joint Filler and Joint Sealants
5. Section 201-4: Concrete Curing Compound
6. Section 201-5: Cement Mortar
7. Section 204-1: Lumber and Plywood
8. Section 301-1: Subgrade Preparation
B. Standard Plans for Public Works Construction, SPPWC, Latest Edition C. Los Angeles County Department of Public Works Standard Plans, Latest Edition.
1.04 SUBMITTALS
A. Test Reports: Submit to the City the proposed concrete mix designs and the results of all concrete tests. Testing is to be performed under the provisions of Section 01010 1.09 and 14113 - Sewer - Quality Control and Testing Laboratory Services.
B. Concrete: Concrete Mix Design submittals shall be as follows:
1. Submit the proposed concrete design mixes to the City for approval and provide required testing at least 30 days before scheduled use on the project. All available test data for the proposed mix shall be included with the submittal.
1.05 CONFORMANCE REQUIREMENTS
A. Unless specifically noted otherwise in this section, all work shall conform to Section 201-1, “Portland Cement Concrete”, and Section 302-6, “Portland Cement Concrete Pavement” of the SSPWC.
B. Design, engineer, and construct formwork, shoring and bracing to conform to design and code requirements. Resultant concrete shall conform to required shape, line and dimension.
C. Under no circumstances shall the Contractor place concrete forms with the intent of leaving the forms in place for more than 24 hours, aside from curing freshly poured concrete. Access to all residences and businesses shall be maintained to an acceptable condition unless approved otherwise by the City or necessary to facilitate or protect work.
1.06 TESTS
The City will determine and provide for materials testing and/or special (deputy) inspection as required for proper execution of the work. The contractor shall provide a minimum 48-hour advanced notification to the City for coordination of testing services provided by the City and/or its authorized testing representatives. In addition, the contractor shall plan the work operations with sufficient opportunity for testing and processing of material that will not adversely impact the project schedule. Materials testing alone will not be cause for delay or damage claims against the City or its representatives. Testing shall be in accordance with all required specifications provided herein.
A. General: The Testing Laboratory is to be provided by the City. Where a Testing Laboratory is referred to in this Specification, it is understood to mean the approved testing laboratory. Testing and analysis of concrete will be performed under provisions of Section 01010 1.09 and 14113 - Sewer - Quality Control and Testing Laboratory Services.
B. Testing Services: The testing laboratory shall perform the following services:
1. Perform the following tests for concrete conforming to SSPWC Section 201-1.1.4 with these additions and modifications:
a. Compressive Strength Test – Make one set of cylinders for every 50 cubic yards of concrete on every cast-in-place concrete pour.
b. Slump Test - Make one slump test for each strength test. c. Test Results - shall be reported to the City on same day that tests are made.
C. Authority and Duties of Testing Laboratory: Laboratory shall monitor the work in progress. When the material furnished or work performed by the Contractor is not in conformance with the Specifications, promptly notify the City and Contractor. Failure to identify defective work or materials initially shall not prevent later rejection when such defects are discovered, nor shall it be construed as obligating the City to make final acceptance. The testing laboratory is not author ized to change any requirement of the Specification or to approve any portion of the work. The testing laboratory will be required to technically advise the City in order to maintain the quality of the mix.
1. For every day of cast-in-place pour, a minimum of six 6" x 12" sample cylinders shall be prepared and tested at the City's discretion.
D. Evaluation of Strength Tests, conforming to SSPWC Section 201-1.1.4.
E. Responsibilities and Duties of the Contractor: To facilitate testing services the Contractor shall comply with the following:
1. Samples: Secure preliminary representative samples to the testing laboratory of materials that are proposed to be used and require testing.
2. Design Mix: Submit proposed concrete design mix to the City for review.
3. Labor and Tools: Furnish the labor and tools as necessary to assist testing laboratory to obtain and handle samples at the site or at other sources of materials.
4. Advance Notice: Advise the testing laboratory sufficiently in advance of the beginning of operations to allow time for completion of quality tests and for assignment of laboratory personnel. It is also the Contractor's responsibility to notify the City 48 hours prior to any concrete pours, pre-cast or otherwise.
5. Facilities: Provide and maintain, for the sole use of the testing laboratory, facilities for safe storage and proper curing of concrete test cylinders at the Project site as required by ASTM C 31.
6. Test Reports: Furnish copies of test reports of all shipments of cement to the City and testing laboratory when requested.
7. Records: Maintain a complete record of specimens taken, giving detailed location of each pour represented.
8. Coordination: Advise the testing laboratory of its authority and duties by furnishing them with a copy of this section of these Specifications.
9. Specimen Identification: Contractor shall coordinate the removal of concrete specimens from the forms the morning following the day of their casting. Samples shall be marked for identification with a serial number. A record shall be kept of the date of the sampling, the class and mix proportions of the concrete, and the location in work from which sets of samples are taken.
PART 2 - PRODUCTS
2.01 CONCRETE MATERIALS:
Standard Specifications for Public Works Construction (SSPWC), Latest Edition A. Section 200-1: Rock Products.
B. Section 201-1: Portland Cement Concrete.
C. Section 201-2: Steel Reinforcement for Concrete.
D. Section 201-3: Expansion Joint Filler and Joint Sealants E. Section 201-4: Concrete Curing Compound
F. Section 201-5: Cement Mortar
G. Section 204-1: Lumber and Plywood
2.02 ADMIXTURES
A. Admixtures (or some combination of admixtures and plating/ramping) may need to be added to the P.C.C. mixture to obtain high-early design strengths as necessary to comply with the traffic control and property access requirements specified in Section 01570 of these Special Conditions at no additional cost to the City.
B. “Fly Ash” supplementary material will not be allowed in any of the concrete mix designs and concrete material delivered to the project.
2.03 JOINT DEVICES AND FILLER MATERIALS
A. Expansion Joints: pre-molded joint filler conforming to the requirements of Section 201-3.2 of the SSPWC.
B. Weakened Plane Joints: Use of plastic control joint materials, “Zip Strip” or similar products shall be prohibited on this project.
2.04 CONCRETE MIX
Concrete mix shall conform to Section 201-1, “Portland Cement Concrete” of the SSPWC.
2.05 REINFORCEMENT
A. Reinforcing Steel shall conform to Section 201-2, “Steel Reinforcement for Concrete” of the SSPWC.
B. Reinforcing Steel: ASTM A615, 60 ksi yield grade; deformed billet steel bars, epoxy coated in accordance with ASTM D3963 finish.
2.06 ACCESSORY MATERIALS FOR CONCRETE REINFORCEMENT
A. Tie Wire: Minimum 16 gage annealed type; plastic coated.
B. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for strength and support of reinforcement during concrete placement conditions.
2.07 FORM MATERIALS
Form materials for concrete curbs, walks, driveways and ramps shall be in accordance with Section 303 -5.2 of the SSPWC.
2.08 FORMWORK ACCESSORIES
A. Form Ties: Snap-off type, galvanized metal, adjustable length, cone type, free of defects that could leave holes larger than one inch in concrete surface.
B. Form Release Agent: Colorless mineral oil that will not stain concrete, or absorb moisture, or impair natural bonding or color characteristics of coating intended for use on concrete.
C. Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Sized as required, of sufficient strength and character to maintain formwork in place while placing concrete.
PART 3 - EXECUTION
3.01 SCORE JOINTS
Form in fresh concrete using a jointer to cut the groove to a smooth, uniform impression. Finish joints shall be no wider than 1/8-inch.
3.02 FINISHING
A. Curbs, swales, and gutters: light broom
B. Sidewalk and other flatwork: medium broom
C. Place curing compound on exposed concrete surfaces immediately after finishing. Apply in accordance with manufacturer’s instructions.
D. Finishes
1. General: Compact and stamp concrete as specified herein (unless retardant finish is specified), to bring 3/8-inch of mortar to surface, float with wood screeds and floats only, and apply finishes after surface by floating. Do not use steel or any plastic screeds, floats, or “Fresno” for initial floating and screeding operations.
2. All concrete finishes shall be as listed in Specification or on Plans.
3. Broom Finish: Immediately after slab has been screeded and floated, the surface shall be broomed in the direction and depth as indicated on Plans or Specifications, or as instructed by City with a stiff bristle broom.
3.03 PCC REMOVAL
All PCC improvements to be removed shall be sawcut at join lines prior to removal. Damage to the improvements to be left in place shall be remedied by sawcutting, removal and reconstruction at the contractor’s expense, and to the satisfaction of the City. Residue from sawcutting operations shall be picked up by means of a vacuum or other method approved by the City and shall not be allowed to flow into the street or enter any drainage structure. The residue shall be removed from the project site and properly
disposed of at the Contractor’s expense.
3.04 WORK INVOLVED
Construction of PCC improvements shall include all labor, materials, and equipment necessary including but not limited to PCC removal, excavation and subgrade preparation, sawcutting, root removal, forms, reinforcement, PCC improvements, steel plating, temporary and final paving, backfilling around PCC improvements, parkway and onsite restoration and reseeding, irrigation, and sprinkler system repair and/or relocation and all other work as required to complete the work.
3.05 CURB AND GUTTER
Shall be constructed in accordance with Section 303-5, “Concrete Curbs, Walks, Gutters, Cross Gutters, Alley Intersections, Access Ramps, and Driveways” of the SSPWC and SPPWC Standard Plan No. 120-2, and as supplemented below.
A. New curb and gutter shall be constructed to provide a proper, functional flow line with existing improvements. Curb height shall vary as necessary to join existing and proposed improvements per Plans and Specifications. Construct curb monolithically with curb ramps and driveways per Plans.
B. Portland cement concrete shall be class 520-C-2500, in accordance with Section 201-1 of the SSPWC.
C. Weakened plane and expansion joints shall be installed in accordance with SPPWC Standard Plan No. 112-2.
D. Where existing building drains occur along the line of the work, the new curb shall be suitably sleeved or core cut to provide for such drains. Curb drains shall be re-constructed as directed by the City in accordance with SPPWC Standard Plan No. 150-3. The Contractor shall furnish and install new cast iron drainpipe to match the size of existing drainpipes, prior to construction of new curb. The cost for replacement of curb drains and reconstruction of curb shall be included in the various items of work and no additional compensation will be made.
E. Construction of A.C. pave outs shall be included in the appropriate bid items, in accordance with Section 02750.
F. The Contractor shall pour new curbs and gutters in such a fashion as not to interrupt the access to onsite/offsite parking. Should curb and gutter adjacent to or within a driveway be excavated at the end of a workday, the Contractor shall provide a temporary access ramp to properties. The Contractor shall remove the temporary access ramp on the following day so that driveway construction can be completed. The Contractor shall submit to the City the proposed method (i.e. use of admixtures to obtain high-early design strengths, use of temp. access ramps) of maintaining continuous access to the adjacent properties for approval. The cost for the use of any admixtures or some combination of admixtures and steel plating/ramping to comply with the traffic control and property access requirements specified in Section 01570 of these Special Conditions shall be at no additional cost to the City and no additional compensation will be made.
G. All concrete flow lines shall be water-tested upon completion of finishing and all irregularities causing water ponding shall be corrected and refinished.
3.06 DRIVEWAY APPROACH AND TRASH ENCLOSURE PAD
Shall be constructed in accordance with Section 303-5, “Concrete Curbs, Walks, Gutters, Cross Gutters, Alley Intersections, Access Ramps, and Driveways” of the SSPWC and SPPWC Standard Plan No. 110-2, modified per details, Plans, and as supplemented below.
A. Concrete thickness shall be 4-inches thick for residential driveway approaches and 6-inches thick for commercial driveway approaches and trash enclosure pads.
B. Portland cement concrete shall be class 520-C-2500, in accordance with Section 201-1 of the SSPWC.
C. Weakened plane and expansion joints shall be installed in accordance with SPPWC Standard Plan No. 112-2.
D. Longitudinal and transverse scoring lines shall be constructed as necessary per City.
E. The Contractor shall maintain safe access to adjacent properties at all times throughout the duration of the contract, in accordance with Section 01570 of these Special Conditions.
1. The only permitted interruption to access will be during placement of concrete.
2. The Contractor shall pour new driveways/trash pads in such a fashion as not to interrupt the access to onsite/offsite parking. Should a driveway/trash pad be excavated at the end of a workday, the Contractor shall provide a temporary access ramp to properties. The Contractor shall remove the temporary access ramp on the following day so that driveway/trash pad construction can be completed. The Contractor shall submit to the City the proposed method (i.e. use of admixtures to obtain high-early design strengths, use of temp. access ramps, paving new driveway/trash pad approach in two separate pours (1/2 at a time)) of maintaining continuous access to the adjacent properties for approval. The cost for the use of any admixtures or some combination of admixtures, steel plating/ramping, or phasing construction to comply with the traffic control and property access requirements specified in Section 01570 of these Special Conditions shall be at no additional cost to the City and no additional compensation will be made.
F. Where existing building drains occur along the line of the work, the new curb shall be suitably sleeved or core cut to provide for such drains. Curb drains shall be re-constructed as directed by the City in accordance with SPPWC Standard Plan No. 150-3. The Contractor shall furnish and install new cast iron drainpipe to match the size of existing drainpipes, prior to construction of new curb. The cost for replacement of curb drains and reconstruction of curb shall be included in the various items of work and no additional compensation will be made.
3.07 PCC DRIVEWAY TRANSITION
Shall be constructed in accordance with Section 303-5, “Concrete Curbs, Walks, Gutters, Cross Gutters, Alley Intersections, Access Ramps, and Driveways” of the SSPWC and SPPWC Standards, modified per details, Plans, and as supplemented below.
A. Concrete thickness shall be 4-inches thick for residential PCC driveway transitions and 6-inches thick for commercial PCC driveway transitions.
B. Portland cement concrete shall be class 520-C-2500, in accordance with Section 201-1 of the SSPWC.
C. Weakened plane and expansion joints shall be installed in accordance with SPPWC Standard Plan No. 112-2.
D. The Contractor shall maintain safe access to adjacent properties at all times throughout the duration of the contract, in accordance with Section 01570 of these Special Conditions.
1. The only permitted interruption to access will be during placement of concrete.
2. The Contractor shall pour new driveway transitions in such a fashion as not to interrupt the access to onsite/offsite parking. Should a driveway be excavated at the end of a workday, the Contractor shall provide a temporary access ramp to properties. The Contractor shall remove the temporary access ramp on the following day so that driveway construction can be completed. The Contractor shall submit to the City the proposed method (i.e. use of admixtures to obtain high-early design strengths, use of temp. access ramps, paving new driveway approach in two separate pours (1/2 at a time)) of maintaining continuous access to the adjacent properties for approval. The cost for the use of any admixtures or some combination of admixtures, steel plating/ramping, or phasing construction to comply with the traffic control and property access requirements specified in Section 01570 of these Special Conditions shall be at no additional cost to the City and no additional compensation will be made.
E. Where existing building drains occur along the line of the work, the new curb shall be suitably sleeved or core cut to provide for such drains. Curb drains shall be re-constructed as directed by the City in accordance with SPPWC Standard Plan No. 150-3. The Contractor shall furnish and install new cast iron drainpipe to match the size of existing drainpipes, prior to construction of new curb. The cost for replacement of curb drains and reconstruction of curb shall be included in the various items of work and no additional compensation will be made.
3.08 SIDEWALK
Shall be constructed in accordance with Section 303-5, “Concrete Curbs, Walks, Gutters, Cross Gutters, Alley Intersections, Access Ramps, and Driveways” of the SSPWC, and as supplemented below.
A. Concrete thickness for sidewalk shall be 4-inches thick.
B. Portland cement concrete shall be class 520-C-2500, in accordance with Section 201-1 of the SSPWC.
C. Weakened plane and expansion joints shall be installed in accordance with SPPWC Standard Plan No. 112-2.
D. Longitudinal and transverse score joint locations and spacing shall match scoring in the field or as directed by the City.
E. Sidewalk replacement shall be made from scoreline to scoreline or as directed by the City.
F. Where existing building drains occur along the line of the work, the new curb shall be suitably sleeved or core cut to provide for such drains. Curb drains shall be re-constructed as directed by the City in accordance with SPPWC Standard Plan No. 150-3. The Contractor shall furnish and install new cast iron drainpipe to match the size of existing drainpipes, prior to construction of new curb. The cost for replacement of curb drains and reconstruction of curb shall be included in the various items of work and no additional compensation will be made.
G. Wherever a vault, manhole, utility box, meter box, valve box, or other structure is existing or to be installed in the new sidewalk, that item shall be adjusted to the side walk grade and the adjustment shall be included in the various items of work and no additional compensation will be allowed therefore.
H. When joining, new construction shall match existing improvements with proper grade to form a safe and smooth surface.
I. Access to properties over the newly placed walk shall be provided the day following the placement of walk except for that portion of the walk within driveways, access to which shall be continuously maintained. New walk shall be protected by the Contractor with the use of materials such as roofing paper, plywood, or other means approved by the City.
3.09 CURB RAMPS
Shall be constructed in accordance with Section 303-5, “Concrete Curbs, Walks, Gutters, Cross Gutters, Alley Intersections, Access Ramps, and Driveways” of the SSPWC, and as supplemented below.
A. Curb ramps shall conform to SPPWC Standard Plan 111-5, Type and Case modified per details, Plans, and Specifications including retaining curbs, and the local City requirements with widths, lines, and grades as shown on the Plans.
B. Portland cement concrete shall be class 520-C-2500, in accordance with Section 201-1 of the SSPWC.
C. Construction of AC pave outs and PCC transitions shall be included in the appropriate bid items, in accordance with Section 02750 and this Section.
D. Wherever a vault, manhole, utility box, meter box, valve box, or other structure is existing or to be installed in the new curb ramp, that item shall be adjusted to the curb ramp grade and the adjustment shall be included in the various items of work and no additional compensation will be allowed therefore.
E. When joining, new construction shall match existing improvements with proper grade to form a safe and smooth surface. Where necessary due to grade differential and only with the approval of t he City, construct variable height retaining curb adjacent to the back of curb ramp in accordance with SPPWC No. 111-5. Compensation for variable height retaining curb shall be included in the curb ramp. No additional compensation shall be provided for variable height retaining curb.
F. The cast-in-place 36”x48” Detectable Warning Devices shall consist of a surface of truncated domes aligned in a square grid pattern. Detectable Warning Devices shall be dark gray color (Federal No. 36118) per Armor-Tile, or approved equal. Detectable Warning surface shall be extend 36-inches minimum (from the back of the curb face) in the direction of travel and the full width of the curb ramp, landing, or blended transition. Compensation for Detectable Warning Devices shall be included in the curb ramp.
G. New ramp shall be protected by the Contractor with the use of materials such as roofing paper, plywood, or other means necessary as approved by the City.
3.10 RESTROOM FLOOR
Shall be constructed in accordance with Plans, and as supplemented below.
J. Concrete thickness for restroom flooring shall be 4-inches thick with reinforcement and dowels.
K. Portland cement concrete shall be class 520-C-2500, in accordance with Section 201-1 of the SSPWC.
L. Weakened plane and expansion joints shall be installed in accordance with SPPWC Standard Plan No. 112-2.
M. Longitudinal and transverse score joint locations and spacing shall match scoring in the field or as directed by the City.
N. Flooring replacement shall be made from scoreline to scoreline or as directed by the City.
O. Where existing building drains occur along the line of the work, the new floor shall be suitably sleeved or core cut to provide for such drains. Drains shall be re-constructed as directed by the City in accordance with SPPWC Standard Plan No. 150-3. The Contractor shall furnish and install new cast iron drainpipe to match the size of existing drainpipes, prior to construction of new curb.
The cost for replacement of curb drains and reconstruction of curb shall be included in the vari ous items of work and no additional compensation will be made.
P. Wherever a cleanout, floor drain, or other structure is existing or to be installed in the new flooring, that item shall be adjusted to the floor grade and the adjustment shall be included in the various items of work and no additional compensation will be allowed therefore.
Q. When joining, new construction shall match existing improvements with proper grade to form a safe and smooth surface.
3.11 FIELD QUALITY CONTROL
A. Field inspection and testing will be performed in accordance with ACI 301 and under provisions of Section 01010 1.09 and 14113 - Sewer - Quality Control and Testing Laboratory Services.
B. Submit proposed mix design of each class of concrete to the City and the Independent inspection and testing firm for review prior to commencement of Work.
C. Tests of cement and aggregates may be performed to ensure conformance with specified requirements.
D. Three concrete test cylinders will be taken for every 50 or less cubic yards of each class of concrete placed.
E. One additional test cylinder will be taken during cold weather concreting, cured on job site under same conditions as concrete it represents.
F. One slump test will be taken for each set of test cylinders taken.
3.12 PATCHING
A. Allow the City to inspect concrete surfaces immediately upon removal of forms.
B. Excessive honeycomb or embedded debris in concrete is not acceptable. Notify the City upon discovery.
C. Patch imperfections in accordance with ACI 301.
3.13 DEFECTIVE CONCRETE
A. Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or specified requirements.
B. Repair or replacement of defective concrete will be determined by the City.
C. Do not patch, fill, touch-up, repair, or replace exposed concrete except upon express direction of the City for each individual area.
PART 4 – PAYMENT
4.01 PAYMENT
Full compensation for conforming to the requirements as specified in Special Conditions Section 03000 - CONCRETE including PCC removal, excavation, subgrade preparation, sawcutting, root removal, reinforcement, forms, PCC improvements, steel plating, temporary and final paving, backfill and furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work involved and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 03201 - CONCRETE REINFORCEMENT
PART 1 - GENERAL
1.01 DESCRIPTION
This section describes materials, testing, and installation of reinforcing steel for concrete.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Concrete: 03000.
B. Below Grade Concrete Structures: 03300
1.03 SUBMITTALS
Shop drawings shall be submitted in accordance with the following.
A. Submit mill test certificates identifying chemical and physical analyses of each load of reinforcing steel delivered. If mill test reports are unavailable and the quantity of steel for a structure exceeds 5 tons, then provide a laboratory test to prove yield strength and bending.
B. Submit bending lists and placing drawings for all reinforcing steel. Each bending list submitted shall be complete, including corner bars as required. Furnishing such lists shall not be construed that the lists will be reviewed for accuracy. The Contractor shall be wholly and completely responsible for the accuracy of the lists and for furnishing and placing reinforcing steel in accordance with the details shown on the Plans and as may be specified elsewhere in the contract documents.
1.04 DELIVERY, STORAGE AND HANDLING
A. Deliver reinforcement to Project site bundled, tagged and marked. Use metal tags indicating bar size, lengths, and other information.
B. Store materials to prevent damage and accumulation of dirt or excessive rust.
PART 2 - MATERIALS
2.01 REINFORCING STEEL
A. Reinforcement shall conform to ASTM A 615, Grade 60.
B. Bars to be Welded: ASTM A706, low-alloy steel.
C. Steel Wire: ASTM A82.
D. Deformed Wire: ASTM A496.
E. Welded Smooth Wire Fabric: ASTM A185.
F. Supports for Reinforcement: Bolsters, chairs, spacers and other devices for spacing, supporting and fastening reinforcement in place.
1. Use wire bar type supports complying with CRSI recommendations, unless otherwise indicated. Do not use wood, brick, and other unacceptable materials.
2. For slabs on grade, use supports with sand plates or horizontal runners where base material will not support chair legs.
3. For exposed to view concrete surfaces, where legs of supports are in contact with forms, provide supports with either plastic protected or stainless steel protected legs, at Contractor's option
2.02 FABRICATION
A. General:
1. Fabricate reinforcing bars to conform to required shapes and dimensions, with fabrication tolerances complying with CBC Section 1907.5.
2. In case of fabricating errors, do not re-bend or straighten reinforcing in a manner that will weaken the material.
3. Unacceptable Materials: Reinforcement with one of the following defects will not be permitted in the work:
a. Bar lengths, depths and bends exceeding CRSI fabrication tolerances. b. Bends or kinks not indicated.
c. Bars with reduced cross-section due to excessive rusting.
PART 3 - EXECUTION
3.01 PLACING
A. Reinforcing steel shall be placed in accordance with the current edition of Recommended Practice for Placing Reinforcing Bars, published by the Concrete Reinforcing Steel Institute.
B. Reinforcing steel, before being positioned, shall be free from loose mill and rust scale and from any coatings that may destroy or reduce the bond. Where there is delay in depositing concrete, reinforcement steel shall be cleaned by abrasive sandblasting to remove mortar, oil, dirt, excessive mill scale, scabby rust, and coating of any character that would destroy or reduce the bonding capability.
C. Reinforcing steel shall not be straightened or reshaped in a manner that will injure the material.
Bars with bend not shown on the Plans shall not be used.
D. Reinforcing steel shall be positioned in accordance with the Plans and secured by using annealed wire ties or clips at intersections and supported by concrete or metal supports, spacers, or metal hangers.
E. Metal clips or supports shall not come in contact with the forms. Tie wires shall be bent away from the forms in order to provide the specified concrete coverage. Bars in addition to those shown on the Plans, which may be found necessary or desirable for the purpose of securing reinforcement in position, shall be provided, at no additional expense to the City.
F. Reinforcing steel shall be placed a minimum of 2 inches clear of any metal pipe or fittings.
3.02 SPLICES
Unless otherwise shown, splices in adjacent horizontal bars shall be staggered 48 bar diameters.
3.03 PAYMENT
Full compensation for conforming to the requirements of CONCRETE REINFORCEMENT including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 03260 - CONCRETE JOINTS AND WATERSTOPS
PART 1 - GENERAL
1.01 DESCRIPTION
This section describes materials, testing and installation of construction and expansion joints, PVC water- stops, pre-molded joint filter, joint sealant, bond breaker tape, pre-formed control joints, backing rod, steel expansion joint dowels, and joint sealants.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Concrete Reinforcement: 03201.
B. Concrete: 03000.
C. Below Grade Concrete Structures: 03300
D. Concrete Finishing, Curing and Waterproofing: 03345.
1.03 SUBMITTALS
Shop drawings shall be submitted in accordance with the following:
A. Submit manufacturer's literature, catalog data, and statement of compliance with referenced standards and specifications.
B. Submit material samples of PVC water-stops.
PART 2 - MATERIALS
2.01 PVC WATER-STOP
A. Water-stops shall be extruded from a PVC compound and shall be flat-strip ribbed type as manufactured by B. F. Goodrich Company, Firkhill Rubber Company, or approved equal. Water- stops shall comply with Corps of Engineers Specification CRD-C-572-74.
B. Water-stops shall be supplied and installed in accordance with the dimensions shown on the Plans.
C. The basic resin of the material shall be a PVC resin plastic, containing nonmigrating type plasticizers, and shall not be appreciably affected by alkali, acids, or saltwater. All material shall be virgin material; the use of reworked PVC or approved other substitute will not be permitted.
2.02 JOINT SEALANT FOR CONCRETE STRUCTURES
The joint sealant shall be a two part, gray, non-staining, non-sagging, polyurethane sealant, which cures at ambient temperature to a firm, flexible, tear resistant rubber. The sealer shall be resilient and have excellent recovery characteristics after extended periods of compression or elongation. Sealant shall be PRC 270, Vulkem 227, or approved equal.
Technical Requirements
Consistency Gun Grade
Tack free time 24 hours at 75 degrees F and 50% relative humidity.
Pot life 1 to 3 hours
Hardness 30 Shore A, +/-5
Elongation 750%
Tensile Strength, ASTM D 412 325 psi
Peel strength on concrete 18 psi cohesive
Temperature service range -40 degrees F to +175 degrees F Immersion in water Continuous
2.03 NEOPRENE RODS FOR PRECAST SLAB JOINTS
Neoprene rods shall be of the indicated diameter, 50 durometer.
2.04 PREMOLDED JOINT FILLER
Joint filler shall be preformed, non extruded type, constructed of closed cell neoprene conforming to Section 201 – 3.2 of the SSPWC, ASTM D 1752, Type I, as manufactured by W. R. Grace Company of Cambridge, Massachusetts; W. R. Meadows, Inc., Elgin, Illinois; or approved equal.
2.05 NEOPRENE BEARING PADS
Neoprene bearing pads for pre-cast concrete slabs shall be of the indicated size, thickness, and length, 60 durometer.
PART 3 - EXECUTION
3.01 PVC WATER-STOPS
A. Waterstops shall be installed in construction and expansion joints in hydraulic structures or where shown on the Plans. Forms for construction joints shall be constructed in such a manner as to prevent damage to waterstops. Waterstops shall be held securely in position in the construction joints by wire ties, continuous bars, and rings as indicated. Water-stops shall be properly heat spliced at ends and intersections to ensure continuity.
B. Field splices shall be made with a thermostatically controlled heating iron in conformance with the manufacturer's recommendations. At least 10 minutes shall be allowed before pulling or straining the new splice in any way. The finished splices shall provide a cross section that is dense and free of porosity with tensile strength of not less than 80% of the un-spliced materials.
3.02 CONSTRUCTION JOINTS
A. Construction joints shall be provided where shown on the Plans. In case of emergency, additional construction joints shall be placed. An interval of 45 minutes between two consecutive batches of concrete shall constitute cause for an emergency construction joint.
B. Construction joints shall be keyed, if indicated on the Plans. Keyways shall be formed by beveled strips or boards placed at right angles to the direction of shear. Except where otherwise shown on the Plans or specified, keyways shall be at least 1-1/2 inches in depth over at least 25% of the area of the section.
C. When an emergency joint is necessary, reinforcing dowels shall be furnished and placed across the joint. These dowels shall be embedded 48 bar diameters into each side of the joint. Size and number of dowels shall match reinforcing in the member. Furnishing and placing such reinforcing steel shall be done at no additional expense to the City.
D. After the pour has been completed to the construction joint and the concrete has hardened, the entire surface of the joint shall be thoroughly cleaned of surface laitance, loose or defective concrete, and foreign material, and clean aggregate shall be exposed by sandblasting the surface of construction joints before placing the new concrete. Horizontal construction joints shall be covered with mortar. Mortar shall be spread uniformly and worked thoroughly into all irregularities of the surface. The mortar shall be flowable and shall consist of sand, water, and a minimum of 12 sacks of cement per cubic yard. A positive measuring device, such as a bucket, or other device shall be provided that will contain only enough mortar for depositing in one place in the wall or column to ensure that portion of the form does not receive too much mortar. Mortar shall not be deposited from pump hoses or large concrete buckets unless inspection windows close to the joint are available to allow visual measurement of mortar thickness, and a means for mortar removal is available for removal of any excess. The water-cement ratio of the mortar in place shall not
exceed that of the concrete to be placed upon it. The consistency of the mortar shall be suitable for placing and working.
3.03 INSTALLATION OF PREMOLDED JOINT FILLER
Pre-molded joint filler shall be installed in joints accurately as shown. Joint filler shall be attached to concrete with a bonding agent recommended by the joint sealant and joint filler manufacturer for compatibility.
3.04 INSTALLATION OF JOINT SEALANTS
A. Immediately before installing the joint sealant, the joint cavity shall be cleaned by sandblasting or power wire brushing. Bond breaker tape shall be installed per manufacturer's instructions.
B. After the joints have been prepared as described above, the joint sealant shall be applied. Primer, if required, and joint sealant shall be applied only with the equipment and methods recommended by the joint sealant manufacturer.
C. Application criteria for the sealant materials, such as temperature and moisture requirements and primer cure time, shall be in accordance with the recommendations of the sealant manufacturer.
D. Masking tape shall be applied along the edges of the exposed surface of the exposed joints. Joints shall be troweled smooth with a tuck pointing tool wiped with a solvent as recommended by the sealant manufacturer.
E. After the sealant has been applied, masking tape and any sealant spillage shall be removed.
3.05 INSTALLATION OF NEOPRENE RODS IN PRECAST SLAB JOINTS Neoprene rods shall be forced down to the bottom of the shaped joint prior to placing drypack in the joint.
3.06 INSTALLATION OF NEOPRENE BEARING PADS
Neoprene bearing pads shall be placed in the indicated position on the concrete walls and glued to the wall with suitable adhesive.
3.07 PAYMENT
Full compensation for conforming to the requirements of CONCRETE JOINTS AND WATERSTOPS including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 03300- BELOW GRADE CONCRETE STRUCTURES
PART 1 - GENERAL
1.01 DESCRIPTION
This section describes materials, mixing, and placing of concrete and grout for below grade concrete structures.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Concrete Reinforcement: 03201.
B. Concrete Joints and Waterstops: 03260.
C. Concrete Finishing, Curing, and Waterproofing: 03345.
1.03 SUBMITTALS
Shop drawings shall be submitted in accordance with the following.
A. Contractor shall submit Certificates of Compliance, signed by the manufacturer for concrete mix design, including aggregate, admixture, cement, fly ash and reinforcing steel.
B. Contractor shall submit additional supporting data upon request of the City.
PART 2 - MATERIALS
2.01 CEMENT
Cement shall conform to ASTM C 150, Type II, with maximum tricalcium aluminate not to exceed 6%. The maximum percent alkalies shall not exceed 0.6%.
2.02 AGGREGATES
Aggregates shall comply with ASTM C 33 and shall be free from any substances that will react with the cement alkalies.
2.03 WATER AND ICE
Water and ice that is clean and free from objectionable quantities of organic matter, alkali, salts, and any other impurities which might reduce the strength, durability, and quality of the concrete shall be used in the concrete mix.
2.04 COLOR ADDITIVE
For exterior and below grade electrical duct concrete and slurry encasements, if called out on Plans, a color additive shall be used for identification purposes: Color additive shall be brick red "Colorfull", as manufactured by Owl Manufacturing Company, Arcadia, California; coral red "Chromix C-22", as manufactured by L.M. Scofield Company, Los Angeles, California; or approved equal. The color additive shall be added while the concrete or slurry is being mixed using the quantity per cubic yard of concrete recommended by the manufacturer for the class of concrete/slurry indicated.
2.05 CONCRETE ADMIXTURES
A. Concrete shall contain an air-entraining admixture, which shall conform to ASTM C 260, except it shall be nontoxic after 30 days and shall contain no chlorides. Admixtures shall be Master Builders MB-VR, Sika AER (Sikamix 104), or equal.
B. Concrete shall contain a water reducing admixture which shall conform to ASTM C 494, Type A or Type D, except it shall contain no chlorides, shall be nontoxic after 30 days, and shall be compatible with the air entraining admixture. The amount of admixture added to the concrete shall be in accordance with the manufacturer's recommendations. Admixture shall be Master Builders Pozzolith polymer type normal setting, Plastocrete (Sikamix 160) Norma Set, Sika Chemical Corporation, or equal.
C. Accelerating water reducing admixtures or any other type of admixture that contains chlorides or other corrosive elements shall not be used in any concrete.
2.06 NON-SHRINK GROUT
Non-shrink grout shall conform to the Corps of Engineers Specification for Non-shrink Grout, CRD-C588-78, and to these specifications. Use a non gas liberating type, cement base, premixed product requiring onl y the addition of water for the required consistency. Grout shall be UPCON High Flow, Master Flow 713, or equal. All components shall be inorganic.
2.07 ORDINARY TYPE GROUT (DRY PACK)
Ordinary type grout shall consist of one part portland cement to two parts sand (100% passing a No. 8 sieve). Sufficient water shall be added to produce damp formable consistency.
2.08 EPOXY BONDING COMPOUND
Manufacturer's certifications as to suitability of product to meet job requirements with regard to surface, pot life, set time, vertical or horizontal application, and forming restrictions shall be provided. Bonding compound shall be Concresive 1001 LPL, Adhesive Engineering Company, San Carlos, California; Sikadur Hi-Mod (Sikastix 370), Sika Chemical Corporation, Lyndhurst, New Jersey; or approved equal.
2.09 CONCRETE MIX DESIGN
A. Concrete mix design shall conform to ASTM C 94, except as modified by these specifications.
B. Fly ash shall not be used in the mix as a partial substitute for cement.
C. Air content as determined by ASTM C 231 shall be 4 percent plus or minus 1 percent.
D. Maximum water-cement ratio for Class A concrete shall not exceed 0.44 by weight.
E. Classes of concrete shall be used as described in Table 1.
TABLE 1
Minimum
Class
Type of Work 28-Day Compressive
Strength
Cement Content
(psi) (lbs per C.Y.)
A Structures (all) Unspecified by Plans 3,500 564 = 6 sacks B Where shown on Plans 2,500 470 = 5 sacks.
C Fill for structure foundations,
cradles, supports across pipe
trenches, and miscellaneous
unreinforced concrete.
2,000 376 = 4 sacks
F. Slump shall be measured in accordance with ASTM C 143. Slump shall be as follows:
Slab on grade or heavy sections wider (in
plan view) than 3 feet
3 inches maximum
Footings, walls, suspended slabs, beams,
and columns
4 inches maximum
Concrete shall be proportioned and produced to have a maximum slump as shown. A tolerance of up to 1 inch above the indicated maximum shall be allowed for individual batches provided the average for all batches or the most recent 10 batches tested, whichever is fewer, does not exceed the maximum limit. Concrete of lower than usual slump may be used provided it is properly placed and consolidated.
G. Aggregate size shall be 1 inch maximum for slabs and sections 8 inches thick and less. Aggregate size shall be 1-1/2 inches maximum for all larger slabs and sections.
H. Combined aggregate grading shall be as shown in Table 2.
I. Mix design for pumped concrete shall produce a plastic and workable mix. The percentage of sand in the mix shall be based on the void volume of the coarse aggregate.
TABLE 2
Maximum Allowable
Sieve
Sizes
1-1/2" 1" 3/8"
Percentage Passing
2" 100 ---- ---
1-1/2" 90 - 100 ---
1" 50 - 86 90 - 100 100
¾" 45 - 75 55 - 100 90 - 100
3/8" 38 - 55 45 - 75 60 - 80
No. 4 30 - 45 35 - 60 40 - 60
No. 8 23 - 38 27 - 45 30 - 45
No. 16 17 - 33 20 - 35 20 - 35
No. 30 10 - 22 12 - 25 13 - 23
No. 50 4 - 10 5 - 10 5 - 15
No. 100 1 - 3 1 - 5 0 - 5
No. 200 0 - 2 0 - 2 0 - 2
2.10 WORKABILITY
A. Concrete shall be of such consistency and composition that it can be worked readily into the forms and around the reinforcement without excessive spading and without permitting the materials to segregate or free water to collect on the surface.
B. The proportions shall be adjusted to secure a plastic, cohesive mixture, and one which is within the specified slump range.
C. To avoid unnecessary changes in consistency, aggregate shall be obtained from a source with uniform quality, moisture content, and grading. Materials shall be handled in such a manner that variations in moisture content will not interfere with production of concrete of the specified degree of uniformity and slump.
2.11 CONCRETE TESTS
A. Strength tests may be performed on the concrete by the City as follows:
1. Mold and cure three concrete test cylinders from each 50 cubic yards, or fraction thereof, of each class of concrete placed in any one day. Mold and cure the cylinders in accordance with ASTM C 31.
2. Test cylinders in accordance with ASTM C 39. Test two cylinders at 28 days for acceptance, and test one at 7 days for information. The test results shall be the average of the strengths of the two cylinders tested at 28 days. If one cylinder in a test manifests evidence of improper sampling, molding, or testing, other than low strength, discard it and use the strength of the remaining cylinder for the test result. Should both cylinders in a test show any of the above defects, discard the entire test.
3. Determine slump of the concrete using ASTM C 143 for each strength test sample and as
required to establish consistency.
4. Determine air content of the concrete using ASTM C 231 for each strength test sample and as required to establish consistency.
B. To facilitate testing and inspection:
1. The City shall be advised in advance of concrete placing operations to allow for completion of quality tests.
2. Labor necessary to assist the City in obtaining and handling samples at the project shall be furnished.
3. Facilities for safe storage and proper curing of concrete test specimens on the project site, as required by ASTM C 31 shall be provided and maintained for the sole use of the City.
C. Concrete specified by compressive strength shall attain the 28-day strength specified in Part 2, Table1 of this section. The average of any three consecutive strength tests shall be equal to or greater than the specified 28-day strength. Not more than 10 percent of the tests shall be less than specified 28-day strength. No test shall be less than 85 percent of the specified 28-day strength.
D. If the 28-day tests fail to meet the specified minimum compressive strength, the concrete will be assumed to be defective and one set of three cores from each area may be taken as selected by the City and in accordance with ASTM C 42. If the average compressive strength of the set of three concrete cores fails to equal 85 percent of the specified minimum compressive strength or if any single core is less than 75 percent of the minimum compressive strength, the concrete will be considered defective and shall be removed and replaced, all at no cost to the City. Costs of coring, testing of cores, and all required repairing pertaining thereto shall be the responsibility of the Contractor.
PART 3 - EXECUTION
3.01 SITE-MIXED CONCRETE
A. Site-mixed concrete shall conform to ACI 304 as modified by these specifications.
B. A batch-type mixer shall be used that is capable of combining the aggregates, cement, and water within the specified time into a thoroughly mixed and uniform mass and discharging the mixture without segregation.
C. Supporting equipment shall be used that can accurately proportion the cement, the coarse and fine aggregates, the admixtures, and the water that enters the mixing drum. Cement and aggregate shall be proportioned by weight.
D. Each entire batch shall be discharged before recharging. The volume of the mixed materials per batch shall not be allowed to exceed the manufacturer's rated capacity of the mixer.
E. Mixing time shall be as follows:
1. For mixer of a capacity of 1 cubic yard or less, one and one-half minutes after batching is completed.
2. For mixers of capacities larger than 1 cubic yard, one and one-half minutes plus one-half minute for each additional 1/2-cubic-yard capacity or fraction thereof in excess of 1 cubic yard.
3. The mixer shall revolve at a uniform rate as specified by the manufacturer for the mixing equipment.
3.02 READY-MIXED CONCRETE
A. Ready-mixed concrete shall conform to ASTM C 94 as modified by these specifications.
B. The haul time of ready mixed concrete shall be limited so that the specified slump is attained without the onsite addition of water, which may cause the mix design water cement ratio to be
exceeded.
C. When haul time is excessive, truck transported, dry batched concrete shall be used and mixed on the job site. Partially hardened concrete shall not be re-tempered.
3.03 PLACING CONCRETE
A. Concrete placement shall conform to ACI 304 as modified by these specifications.
B. The sequence of concrete placement shall be coordinated in advance of actual placement to assure that construction joints will occur only as designed. The City shall be furnished a copy of the sequence of placement in advance of actual placement.
C. Alternate sections of concrete walls and slabs shall be placed monolithically. Adjacent sections of walls and slabs shall not be placed until seven days after placement of first placed concrete.
D. The City shall be notified of readiness, not just intention, to place c oncrete in any portion of the work. This notification shall be such time (min 48 hrs) in advance of the operation as the City deems necessary to observe the preparations at the location of the proposed concrete placing. All forms, steel, screeds, anchors, ties, inserts, and other items to be embedded shall be in place before notification of readiness is given to the City.
E. Sufficient primary and backup equipment shall be scheduled for continuous concrete placement, and anticipate what actions will be taken during interruption. Extra concrete vibrators shall be provided. Concrete vibrators shall be tested the day before placing concrete.
F. Concrete shall not be placed until all water entering the space to be filled with concrete has been properly cut off or has been diverted by pipes or other means and carried out of the forms, clear of the work. Concrete shall not be placed underwater, nor shall still water be allowed to rise on any concrete until the concrete has attained its initial set. Water shal l not be permitted to flow over the newly deposited concrete in such manner and of such velocity that will damage the surface finish.
G. Where a moisture barrier is installed, the moisture barrier shall not be punctured by stakes or any other concrete accessories.
H. Concrete shall be deposited at or near its final position to avoid segregation caused by re -handling or flowing. Concrete shall not be deposited in large quantities in one place to be worked along the forms with a vibrator. Concrete shall not be dropped freely into place from a height greater than 6 feet in unexposed work and 4 feet in exposed work. Tremies shall be used where the drop exceeds these limits.
I. Mechanical vibrators shall be used while placing concrete to eliminate rock pockets and voids, to consolidate each layer with that previously placed, to completely embed reinforcing bars and fixtures, and to bring just enough fine material to exposed surfaces to produce a smooth, dense, and even texture. Vibrators shall be of the high-frequency internal type, and the number in use shall be able to consolidate the incoming concrete to a proper degree within 15 minutes after it is deposited in the forms. In all cases, at least two vibrators shall be available at the site. External vibrators shall be used for consolidating concrete only when the concrete is otherwise inaccessible for adequate internal consolidating; forms shall therefore be constructed to resist displacement or damage from external vibration.
J. Concrete shall not be placed during rainstorms. Concrete placed immediately before rain shall be protected to prevent rainwater from coming in contact with it. Sufficient protective covering shall be kept on hand at all times for this purpose.
3.04 MAXIMUM HEIGHT OF CONCRETE POURS AND FREE FALL
See Section 03100: Concrete Formwork.
3.05 PUMPING CONCRETE
A. Pump size shall be determined by the rate of concrete placement, length of delivery pipe or hose, aggregate size, mix proportions, vertical lift, and slump of concrete.
Minimum inside diameter of pipe or hose shall be based on the maximum aggregate size as follows:
Maximum Aggregate Minimum Inside
Diameter
3/4-inch 2 inches
1-1/2-inch 4 inches
B. Aluminum pipes shall not be used for delivery of concrete to the forms.
C. Before pumping is started, the delivery pipe or hose shall be primed by pumping mortar through the line using 5 gallons of mortar for each 50 feet of delivery line. Do not deposit mortar in the forms.
3.06 HOT WEATHER REQUIREMENTS
A. During hot weather, proper attention shall be given to ingredients, production methods, handling, placing, protection, and curing to prevent excessive concrete temperatures or water evaporation in accordance with ACI 305 and the following.
B. When the weather is such that the temperature of the concrete as placed would exceed 90 degrees F, ice or other effective means of cooling the concrete during mixing and transportation shall be used so that the temperature of the concrete as placed will not exceed 90 degrees F.
C. Precautions shall be taken when placing concrete during hot, dry weather to eliminate early setting of concrete. This includes protection of reinforcing from direct sunlight to prevent heating of reinforcing, placing concrete during cooler hours of the day, and the proper and timely application of specified curing methods.
D. There shall be no additional reimbursement for costs incurred for placing concrete in any weather.
3.07 COLD WEATHER REQUIREMENTS
A. Adequate equipment shall be provided for heating concrete materials and protecting concrete during freezing or near-freezing weather in accordance with ACI 306 and the following.
B. When the temperature of the surrounding atmosphere is 40 degrees F or is likely to fall below this temperature, the mixing water shall be heated to, but not exceed, 140 degrees F. The heated water shall not be allowed to come in contact with the cement before the cement is added to the batch.
C. When placed in the forms during cold weather, the concrete temperature shall be maintained at not less than 55 degrees F. All materials shall be free from ice, snow, and frozen lumps before entering the mixer.
D. The air and the forms in contact with the concrete shall be maintained at temperatures above 40 degrees F for the first five days after placing, and above 35 degrees F for the remainder to the curing period. Thermometers shall be provided to indicate the ambient temperature and the temperature 2 inches inside the concrete surface.
E. There shall be no additional reimbursement for costs incurred for placing concrete during cold weather.
3.08 BONDING TO OLD CONCRETE
Existing concrete to which new concrete is to be bonded shall have the contact surfaces coated with epoxy bonding compound. The method of preparation and application of the bonding compound shall conform to the manufacturer's printed instructions and recommendations for specific application for this project.
3.09 GROUTING MACHINERY FOUNDATIONS
The original concrete shall be clocked out or finished off a sufficient distance below the bottom of the machinery base to provide for the thickness of grout shown on the Plans. After the machinery has been set in position and wedged to the proper elevation by steel wedges, the space between the bottom of the
machinery base and the original pour of concrete shall be filled with a pourable non-shrink grout.
3.10 BACKFILL AGAINST WALLS
A. Backfill shall not be placed against walls until the concrete has obtained a compressive strength equal to the specified 28-day compressive strength. Where backfill is to be placed on both sides of the wall, the backfill shall be placed uniformly on both sides. Where backfill is to be placed around a structure, the backfill shall be placed at a uniform rate around the structure.
B. Backfill shall not be placed against the walls of structures that are laterally restrained or supported by suspended slabs or slabs on grade until the slab is poured and the concrete has reached the specified compressive strength.
3.11 PAYMENT
Full compensation for conforming to the requirements of BELOW GRADE CONCRETE STRUCTURES including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 03345 - CONCRETE FINISHING, CURING AND WATERPROOFING PART 1 - GENERAL
1.01 DESCRIPTION
This section describes materials and methods of concrete finishes, curing, repair of defects, surface protection, and waterproofing.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Below Grade Concrete Structures: 03300
1.03 SUBMITTALS
Shop drawings shall be submitted in accordance with the following.
A. Curing Compound: Submit manufacturer's statement of compliance with these specifications and the recommended coverage to meet or exceed the specified tests. Submit manufacturer's application instructions.
PART 2 - MATERIALS
2.01 EPOXY BONDING COMPOUND
See Section 03300, Below Grade Concrete Structures.
2.02 CURING COMPOUND
A. Curing compound shall conform to ASTM C 309, Type 2, Class B.
B. Curing compound shall be compatible with required finishes and coatings.
C. Curing compound shall be: Masterseal, manufactured by Master Builders, Cleveland, Ohio; Evco Floor Coat, manufactured by Euclid Chemical Co., Cleveland, Ohio; or approved equal.
2.03 MORTAR FOR REPAIR CONCRETE
Mortar used for repair of concrete shall be made of the same materials as used for concrete, except that the coarse aggregate shall be omitted and the mortar shall consist of not more than one part cement to two and one-half parts sand by damp loose volume. The quantity of mixing water shall be no more than necessary for handling and placing.
2.04 CRYSTALLINE WATERPROOFING
Waterproofing shall be "XYPEX" crystalline waterproofing, or approved equal.
PART 3 - EXECUTION
3.01 CONCRETE FINISHES
A. Concrete surfaces shall be completed in accordance with the following schedule:
Finish
Designation
Applicable Surface
F-1 Exterior walls exposed to water or groundwater.
F-2 Walls, structures, or building walls exposed to view. Underside of formed floors, and wall tops.
S-1 Slabs and floors not water bearing.
E-1 Exposed edges of slabs, floors, and wall tops.
Finish F-1: Defective concrete shall be repaired, fins removed, depressions 1/4-inch or deeper filled, and form-tie holes filled.
Finish F-2: In addition to repairs of Finish F-1, depressions and air holes shall be filled with mortar.
Surfaces shall be dampened and a slurry consisting of one part cement and one and one-half parts sand by damp loose volume shall be spread over the surface with clean burlap pads or sponge rubber floats. Any surplus shall be removed by scraping and then rubbing with clean burlap.
Finish S-1: Shall be smooth steel trowel finish.
Finish E-1: Exposed edges of slabs, floors, and tops of walls, shall be finished with a 1/4-inch radius edge, where a chamfer is not indicated.
3.02 FINISHING OF FORMED SURFACES
A. Surfaces shall be water cured until finishing and repairing are completed.
B. As soon as possible after forms are removed, fins and irregularities shall be removed by grinding or rubbing. Depressions deeper than specified shall be filled with mortar.
C. Form tie holes shall be reamed with toothed reamers until surface of hole is rough and clean.
Surface shall be coated with epoxy bonding compound and filled with mortar.
D. Tapered form tie holes shall be finished as follows:
1. Form ties holes shall be sandblasted and blown clean prior to filling.
2. A rubber plug, with one end open, shall be driven the diameter of the hole at the center of the wall
3. The entire annular surface of the hole shall be filled with epoxy prior to filling with mortar.
Epoxy shall be applied in accordance with manufacturer's instruction.
4. Each side of the hole shall be filled with mortar. Mortar shall be applied to the "wet" side of the wall first. Mortar shall be solidly consolidated into the hole.
5. The City shall be notified in advance of the form tie hole filling schedule.
3.03 REPAIR OF SURFACE DEFECTS
A. Honeycombed and other defective concrete shall be removed down to sound concrete. Edges shall be perpendicular to surface. Surfaces to receive repair shall be sandblasted.
B. Sandblasted surfaces shall be coated with epoxy bonding compound.
C. Mortar shall be placed in layers having a compacted thickness of 3/8 inch. The surface of each layer shall be scratched to promote bonding with next layer.
D. Finish repair shall match adjacent concrete and cure as specified.
E. Defective areas of more than 1 foot square and deeper than the reinforcing steel shall be repaired as above, with the exception that the area shall be filled with pneumatically applied concrete.
3.04 CURING
A. Concrete surface shall be cured in accordance with the following schedule:
Curing Method Area Permitted
Curing Compound All Surfaces
Where wooden forms are used, the forms shall be wet immediately before concreting and keep moist by sprinkling until removed. All exposed surfaces of formed concrete shall be kept moist until the curing method is applied.
B. Concrete shall be cured for not less than 14 days after placement, in accordance with the following method:
Curing Compound Method: The surface shall be sprayed with two coats of liquid curing compound. Curing compound shall be applied in accordance with the manufacturer's instructions to cover the surface with a uniform film which will seal thoroughly. A second coat shall be applied
at 90 degrees to the direction of spray for the first coat.
Curing compound shall be applied immediately after completion of the finish on unformed surfaces, and within two hours after removal of forms on formed surfaces. Formed surfaces shall be repaired within the said two hour period; provided, however, that any such repairs which cannot be made within the said two-hour period shall be delayed until after curing compound has been applied. When repairs are to be made to an area of which curing compound had been applied, the area shall first be sandblasted to remove the curing compound, then repaired.
Wherever curing compound may have been applied to surfaces against which concrete subsequently is to be placed and to which it is to adhere, the curing compound shall be removed entirely by sandblasting prior to the placing of new concrete.
Care shall be taken to avoid damaging the seal during the curing period. Damage or broken seals shall be repaired immediately by the application of additional curing compound.
3.05 CRYSTALLINE WATERPROOFING
A. Preparation of and application to concrete surface shall be in accordance with manufacturer's recommendations.
B. Waterproofing shall consist of one coat of XYPEX "Concentrate" applied at the rate of 1-1/2 pounds per square yard of concrete surface and one coat of XYPEX "Modified" applied at the rate of 1-1/2 pounds per square yard of concrete surface.
C. Waterproofing shall be applied to all walls from the top of the footing to top of walls.
3.06 PAYMENT
Full compensation for conforming to the requirements of CONCRETE FINISHING, CURING, AND WATERPROOFING including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 03393 - CONCRETE SEALER AND HARDENER
PART 1 - GENERAL
1.01 THE REQUIREMENT
The Contractor shall furnish and apply all materials for concrete sealer and concrete hardener in accordance with the provisions of this Section and the requirements of the Contract Documents.
PART 2 - PRODUCTS
2.01 Concrete sealer shall be Clear Seal EM180 as manufactured by A. C. Horn, Los Angeles, CA; Cem-Seal as manufactured by Hillyard Chemical Company, San Jose, CA; or equal.
2.02 Floor hardener – shall be a colorless aquaeous solution of zinc and/or magnesium fluosilicate or sodium silcate. Each gallon of fluosilicate solution shall contain minimum of 2 pounds of crystals. Apply where shown.
2.03 All sealents and hardeners shall be furnished by the contractor and shall be delivered ready-mixed in sealed original containers bearing the manufacturer's name and product identification.
PART 3 - EXECUTION
3.01 CONCRETE SEALER APPLICATION
A. Concrete sealer shall be applied at coverage not to exceed the recommendations of the manufacturer. The sealer shall be applied as soon as the slab or floor will bear weight. The entire surface to be sealed shall be swept clean with a very soft bristled brush that will not mark the finish.
The sealer shall be applied by means of a low, 20 to 30 pounds per square inch, pressure sprayer fitted with neoprene hose, gaskets, and washers, or shall be applied with a large, clean sheepskin mop-type applicator. The entire surface shall be covered as soon as the water curing has been completed.
B. Concrete sealer may be used as a curing compound in lieu of water or membrane curi ng upon approval of the City. Curing compound shall contain red dye.
3.02 CONCRETE HARDENER APPLICATION – NOT USED
3.03 PAYMENT
Full compensation for conforming to the requirements of CONCRETE SEALER AND HARDENER including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 03461 - PRECAST REINFORCED CONCRETE MANHOLES AND MANHOLE BASES PART 1 - GENERAL
1.01 DESCRIPTION
This section includes materials, testing, and installation of precast concrete manholes, manhole bases, manhole frames and covers.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Structure Earthwork: 02220.
B. Below Grade Concrete Structures: 03300.
C. Sewer - Leakage and Infiltration Testing of Non-Pressure Pipelines: 14043.
D. Sewer - Trenching, Backfilling, and Compacting: 14105.
1.03 SUBMITTALS
Shop drawings shall be submitted in accordance with the following:
A. Submit manufacturer's catalog and test data on precast concrete manholes, bases, frames, and covers along with installation recommendations for inlet and outlet seals and watertight caulking.
Show dimensions and materials of construction by ASTM reference and grade. Show manhole cover lettering and pattern.
PART 2 - MATERIALS
2.01 PRECAST CONCRETE MANHOLES
A. General: Precast reinforced concrete manhole shall comply with ASTM C 478, with a minimum wall thickness of 6-inches. Gravity main cleanout sewer manholes shall be per SSPWC Std. 200-3 per plan.
B. Design Load: Manhole components shall be designed for H-20 highway loads and site soil conditions.
C. Concrete: Precast reinforced concrete manhole risers and tops shall be constructed of Class A concrete with Type II or Type V cement per Section 03300, Below Grade Concrete Structures.
D. Manhole Section Configuration: Gravity and force main cleanout sewer manholes shall be precast concrete manhole units of the proper internal diameter as specified on the plans.
E. Wall Thicknesses: The minimum nominal shell thickness for formed and vibrated sections shall be 5-inches.
F. Steps: Manhole sections shall be cast with polypropylene steps.
G. Manufacturers: Precast reinforced concrete manholes shall be manufactured by Associated Concrete Products, Ameron, Southwest Concrete Products, Inland Concrete Products, Precon Products, or City, approved equal.
H. Warning Signs: Warning signs shall be stenciled onto the vertical wall of the uppermost cone of every manhole with the inscription: "CAUTION-VENTILATE BEFORE ENTERING" in clear large lettering.
2.02 MANHOLE FRAMES AND COVERS
A. General Requirements: Manhole frames and covers shall be made of ductile iron conforming to ASTM A 536, Class 400, or cast iron conforming to ASTM A 48, Class 30. Casting shall be smooth, clean, and free from blisters, blowholes, and shrinkage. Frames and covers shall be of the traffic type, designed for H-20 loading.
B. Fit and Matchmarking: Each manhole cover shall be ground or otherwise finished so that it will fit in its frame without rocking. Frames and covers shall be matchmarked in sets before shipping to the site.
C. Cover Inscription: Covers shall have the word ‘SEWER’ cast thereon. No other lettering on the top side shall be permitted.
D. Cast letters shall be 3-inches and the relief depth shall be at least 3/16-inch. Top surface of the letters and diamond tread pattern shall be flush with the outer ring edge and the frame top surface.
E. Inspection and Coating: Before leaving the foundry, castings shall be cleaned and subjected to a hammer inspection. Castings shall then be dipped twice in a preparation of asphalt or coal tar and oil applied at a temperature of not less than 290°F, not more than 310°F, and in such a manner as to form a firm and tenacious coating.
F. Manufacturers: Manhole frames and covers shall be locking type Alhambra Foundry, Model A- 1176.
2.03 IMPORTED SAND
Imported sand shall comply with Section 14105, Sewer - Trenching, Backfilling, and Compacting.
2.04 CRUSHED ROCK
Crushed rock shall comply with Section 14105, Sewer - Trenching, Backfilling, and Compacting. Crushed rock shall be the same material as the pipe bedding. If rock is not used for the pipe bedding, 3/4-inch crushed rock shall be used for the manhole. Crushed rock base material shall extend 1 foot beyond the outside edge of the concrete manhole base.
2.05 MANHOLE BASES
Concrete used in pouring the manhole base shall be Class A concrete, Type II or Type V cement per Section 03300, Below Grade Concrete Structures.
2.06 CEMENT-MORTAR GROUT
Grout for watertight joints between precast sections shall be composed of one part Portland cement to two parts of clean well-graded sand of such size that all pass a No. 8 sieve. Cement, aggregate, and water for mortar shall conform to the applicable provisions of Section 03300, Below Grade Concrete Structures.
2.07 EPOXY GROUT
Epoxy grout shall be used in repairing manholes and manhole base surfaces. Epoxy grout shall be made with epoxy and sand. The sand shall be clean, bagged, graded, and kiln dried silica sand. The prepared grout shall wet the contact surface and provide proper adhesion, or a coat of epoxy shall be applied prior to placing the epoxy grout. The epoxy bonding compound shall be as specified in Section 03300, Below Grade Concrete Structures.
2.08 PLASTIC JOINT SEALING COMPOUND
Preformed cold-applied ready-to-use plastic joint sealing compound shall be Quick-Seal as supplied by Associated Concrete Products, Santa Ana, California, or approved equal.
PART 3 - EXECUTION
3.01 WORK WITHIN EXISTING MANHOLES
Any proposed work inside an existing manhole that is part of a sewerage system in se rvice, shall not be undertaken until all the tests and safety provisions of Article 4, Section 1532 "Confined Spaces" State of California Construction Safety Orders have been made.
3.02 EXCAVATION
Excavation for the precast concrete manhole shall be in accordance with Section 14105, Sewer - Trenching, Backfilling, and Compacting.
3.03 MANHOLE BASE
A. General: Manhole bases shall be poured in place against undisturbed soil with Class A concrete having 3/4-inch-maximum size aggregate and a slump of not greater than 2-inches. The manhole base shall be poured as one monolithic pour. Limitations for site-mixed and ready-mixed concrete set forth in Section 03300, Below Grade Concrete Structures shall be observed. If soil conditions are not adequate as determined by the City, a 12-inch thick base of 3/4-inch crushed rock shall be placed prior to the placement of concrete.
B. Manhole Stub Placement: The manhole stubs and sewer main shall be set before the concrete is placed and shall be rechecked for alignment and grade before the concrete has set. The various sized inlets and outlets to the manhole shall be located as indicated on the Plans and as detailed in the detail drawings.
C. Matching Pipe Crown Elevations: Invert elevations of connecting sewers may vary depending upon sizes. The crown elevation of all pipes shall be the same as the crown elevation of the largest pipe unless otherwise indicated on the Plans.
D. Channel Configuration: The invert of the manhole base shall be formed so as to provide smooth channels conforming in size and shape to the lower portions of the inlet and outlet pipes. The channel shall vary uniformly in size and shape from inlet to outlet, and a shelf shall be constructed higher than the pipe as indicated on the Plans. The manhole base shall extend 12-inches below the bottom of the lowest pipe.
E. Transitions: All transitions shall be smooth and of the proper radius to give an uninterrupted transition of flow.
F. Finishing: The concrete base shall be shaped with a wood float and shall receiv e a hard steel trowel finish before the concrete sets.
G. Placement of Additional Mortar: In the event additional mortar is required after initial set has taken place, the surface to receive the mortar shall be primed, and the mortar mixed with "Willhold Concrete Adhesive" in the amounts and proportions recommended by the manufacturer and as directed by the City in order to secure as chip-proof a result as possible.
H. Curing Time Before Further Construction: Unless approved otherwise by the City, in advance, the bases shall set a minimum of 24 hours before the manhole construction is continued.
3.04 INSTALLING MANHOLES
A. General: Manholes for sewers of Diameter 10-inches or less shall be constructed as shown on the Plans, Sheets S-1 and S-2 and SSPWC. Manholes for larger diameter sewers shall be constructed as shown on the Plans.
B. Joints: Precast concrete manhole units shall be set in a bed of grout to make a watertight joint at least 1/2 inch thick with the concrete base or with the preceding unit. Manhole sec tions shall be set perfectly plumb. Inside joints shall be pointed and the excess grout wiped off. Preformed, cold- applied, ready-to-use, plastic joint sealing compound may be substituted for grout between units and must be used when groundwater is encountered.
C. Finish Elevation of Manhole Covers: Precast sections shall be assembled so that the cover conforms to the elevation determined by the manhole location as follows, but limited to a maximum of 18-inches of grade ring unless otherwise instructed by the City.
1. In Paved Area: Top of cover shall be flush with the paving surface.
2. In Unpaved Areas: Top of cover shall be flush with the existing surface where it is in the ‘travel way’ or shoulder and the concrete pad shall be 2-inches above the adjacent unpaved surface.
D. Manhole Frame and Cover: The manhole frame shall be bolted to grade ring and secured with grout and cement mortar fillet. After the frames are securely set, the frames and the covers shall be cleaned and scraped free of foreign materials, and shall be ground or otherwise finished as
needed so the cover fits in its frame without rocking. Any rocking and/or excessive sound as determined by the City shall be remedied by Contractor to City’s satisfaction.
E. Watertightness: It is the intent of these specifications that manholes and appurtenances be watertight and free from infiltration. All manholes are to be banded both inside and outside with cement-mortar grout. Manholes that are to be given a protective lining or coating shall be free of any seeping or surface moisture. The adequacy of manholes and appurtenances as to watertightness shall be determined by the City and shall be tested in accordance with Section 14043, Sewer - Leakage and Infiltration Testing of Non-Pressure Pipelines.
F. Stubs: Sewer pipe shall be furnished and installed in manholes at the locations shown and in conformance with the detail drawings and Plans. All stubs shall be plugged with stoppers as shown on the Plans for various sizes of pipe.
G. Sealing Before Completion: In order to prevent accidental use of the new sewer before completion and acceptance, the inlet to existing tie-in manholes shall be sealed with broken brick and mortar.
Installation of these plugs shall be approved by the City. Plugs shall be removed at the time of final inspection or as directed by City .
H. Bulkheads: Brick and mortar bulkheads shall be installed at the downstream end of all unused stub channels over 5 feet long to prevent the creation of a septic condition resulting from ponding of sewage and debris in the unused channels, and until such time as the manhole stub is connected and normal sewage flow can occur. A plug shall be required for all downstream stubs.
I. New Connections to Existing Manholes: New connections to existing manholes wherein stubs have not been provided shall be made by core drilling through the base, as approved by the City.
J. Backfill: Backfill around the precast concrete manholes shall be placed and compacted in accordance with Section 14105, Sewer - Trenching, Backfilling, and Compacting.
K. Concrete Collar: A 12-inch wide Class B concrete collar shall be cast around the exterior perimeter of the manhole frame and grade rings and shall be 2-inches below finished surface to allow for asphalt cap. The concrete collar shall extend down to the eccentric cone or flat-top.
L. Pavement Replacement: Replacement of bituminous or concrete pavement shall be in accordance with the requirements of the City.
3.05 PAYMENTS
Full compensation for conforming to the requirements of PRECAST REINFORCED CONCRETE MANHOLES AND MANHOLE BASES including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
DIVISION 8 – SEALANTS
SECTION 08300 - SEALANTS AND CAULKING
PART 1 - GENERAL
1.01 THE REQUIREMENT
The Contractor shall furnish and install all caulking, sealing, moisture protection, and appurtenant work, complete, all in accordance with the requirements of the Contract Documents.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Below Grade Concrete Structures: 03300
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Federal Specifications
TT-S-001543A Sealing Compound, Silicone Rubber Base (For Caulking, Sealing and Glazing in Buildings and Other Structures)
TT-S-00230C(2) Sealing Compound, Elastomeric Type, Single Component (For Caulking, Sealing, and Glazing in Buildings and Other Structures)
B. Manufacturer's Standards
In addition to the standards listed above, the sealants and caulking products and their application shall be in accordance with the manufacture’s published recommendations and specifications.
1.04 CONTRACTOR SUBMITTALS
A. Samples
The Contractor shall submit to the City for review, samples (including color samples) of all the caulking and sealant materials and other moisture protection materials proposed for use on the work. The samples shall be clearly marked with the manufacturer's name and product identification.
B. Technical Data
The Contractor shall submit a complete materials list along with the manufacturer's technical data and literature, specifications and installation instructions.
C. Certificates
The Contractor shall provide (if requested by the City) certificates from an independent testing laboratory approved by the City, certifying that the submitted materials meet all the requirements of the ASTM and Federal Specifications cited.
D. Warranty
The Contractor shall furnish a copy of the manufacturer's warranty covering all sealants, caulking materials, and other moisture protection materials against defects in materials.
1.05 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Delivery of Materials
Manufactured materials shall be delivered in original, unbroken packages, containers, or bundles bearing the name of the manufacturer.
B. Storage
All materials shall be carefully stored in a manner that will prevent damage and in an area that is protected from the elements.
PART 2 - PRODUCTS
2.01 SEALANTS AND CALKING MATERIALS
A. All caulking and sealing materials shall conform to the following requirements:
1. Sealant for exterior and/or interior of vaults and manholes shall be 2-part polyurethane, gun grade, as manufactured by Products Research Corp. 210, Progress Unlimited Iso- Flex 2000, or equal. Sealant for interior use may be 1-part acrylic trypolymer sealant, as manufactured by Tremco's Mono, Dap One-Part Acrylic, or equal.
2. Acoustic caulking compound shall be non-skinning synthetic polymer as manufactured by Presstite 579.64, Lowry Acoustical Sealer, or equal.
3. Acoustic sheet caulking shall be resilient synthetic polymer, self-adhesive, 1/8-inch thick sheet acoustic sealer, and shall be Lowry Electrical Box-Pad, Presstite 579.6, or equal.
4. Caulking tapes shall be of the butyl-base, vulcanized type.
5. Filler material shall be resilient, closed-cell polyethylene foam and/or bond breakers of proper size for joint widths. It shall be compatible with sealant manufacturer's product.
6. Primers shall be as recommended in the manufacturer's printed instructions for caulking and sealants.
2.02 SUB-SLAB MEMBRANE
Sub-slab membrane shall be 6-mil, odorless, nontoxic, polyethylene film without holes. It shall meet FHA requirements for below-slab moisture barrier, and shall be Sisalkraft Moisture-stop, Dampproof XX, or equal.
2.03 BELOW-GRADE WATERPROOFING
A. All waterproofing materials for use below grade shall conform to the following requirements:
1. Below grade waterproofing shall be a cold-applied waterproofing system for concrete block masonry or concrete walls. It shall consist of a primer coat covered with not less than 3 coats of fibrated asphalt emulsion, and not less than one layer of 15-lb asphalt- saturated fabric and protection board. The system shall be E-M-W Waterproofing System by Flintkote Company, Bird and Sons, or equal. The system shall include a 1/2-inch thick bituminous-impregnated protective fiber board for membrane protection during backfill.
The waterproofing system shall be designed to withstand a 25-foot hydrostatic head.
2. Expansion joint sheets shall be tough, pliable, waterproof sheets of high quality polyethylene coated on one side with a thick, factory-applied layer of adhesive- consistency, rubberized asphalt. Sheet shall be Flash-bend by Flintkote Co., Bituthene by W.R. Grace and Co., or equal.
PART 3 - EXECUTION
3.01 INSTALLATION REQUIREMENTS
A. Manufacturer's Recommendations
All work under this section and all testing, where applicable, shall be performed in accordance with manufacturer's printed recommendations, specifications, and installation instructions except where more stringent requirements are specified or shown herein; and, except where project conditions require extra precautions or provisions to assure performance of the waterproofing system.
B. Authorized Installers
Caulking, sealants, and moisture protection shall be complete systems, and installed only by installers authorized and approved by the respective manufacturers.
C. Below-Grade Waterproofing
All buried (below grade) planters, retaining walls, and exterior wall of buildings/structures shall be protected from moisture with below-grade waterproofing system. Waterproofing shall be applied, at hydraulic structures, to each wall that is located between earth backfill and a dry (non-hydraulic)
chamber and/or gallery. Below grade waterproofing shall also be provided on all other surfaces as shown.
D. Sub-Slab Membrane
A sub-slab membrane shall be installed under all new building floor slabs where a finish floori ng system is to be installed over it, and at other locations designated on the Plans.
E. Acoustic Partition Joints
Acoustic partition joints shall be made air and sound tight with acoustic caulking material.
3.02 SEALANT FILLED JOINTS
A. Manufacturer's Representative
The Contractor shall provide the on-site services of the sealant manufacturer's representative (prior to sealant work) for inspection of the joints to be sealed and for instructing the installer in the proper use of the materials if requested by the City.
B. Surface Preparation
Joints and spaces to be sealed shall be clean, dry, and free of dust, loose mortar, and other foreign materials. Ferrous metal surfaces shall be cleaned of all rust, mill scale, and other coatings by wire brush, grinding, or sandblasting. Oil and grease shall be removed by cleaning in accordance with sealant manufacturer's printed recommendations. Protective coatings shall be removed from all aluminum surfaces against which caulking or sealing compound is to be placed. Bituminous or resinous materials shall be removed from surfaces to receive caulking or sealants.
C. Sealant Depth
Sealant depth in joints shall be 1/2 the width of joint, but not less than 1/8 inch deep and 1/4 inch wide nor more than 1/2 inch deep and 1 inch wide. All joints shall have a rigid filler material installed to proper depth prior to application of sealant.
D. Joints in Porous Materials
Where required by the manufacturer, sides of joints of porous materials shall be primed immediately prior to caulking or sealing.
E. Applications
A full bead of sealant shall be applied into the joint under sufficient pressure, with the nozzle drawn across sealant, to completely fill the void space and to ensure complete wetting of contact area to obtain uniform adhesion. During application, the tip of the nozzle shall be kept at the bottom of the joint thereby forcing the sealant to fill from the bottom to the top. Sealants shall be tooled immediately after exposure with caulking tool or soft bristled brush moistened with solvent. The finished sealant filled joint shall be slightly concave unless otherwise shown.
F. Cleaning
After application of sealant and caulking materials, adjacent materials which have been soiled shall be cleaned and left in a neat, clean, undamaged or discolored condition. On porous surfaces, excess sealant shall be removed per sealant or caulking manufacturer's printed instructions.
3.03 SUB-SLAB MEMBRANE
Sub-slab membranes shall be installed over a 2-inch sand base within perimeter of foundation line in accordance with manufacturer's published directions. Seams shall be lapped minimum 4 inches and sealed with polyethylene tape or adhesive. Sub-slab membrane shall be extended at footings as shown. Two inches of sand shall be provided over membrane before concrete slab is installed. All membrane punctures, holes and pipe and conduit penetrations shall be sealed with tape.
3.04 BELOW-GRADE WALL WATERPROOFING
A. Substrate Construction
Waterproofing work shall be performed only after substrate construction and penetration work has been completed.
B. Substrate Examination
The installer shall examine the substrate and the conditions under which waterproofing work is to be performed, and shall notify the Contractor and the City in writing of any unsatisfactory conditions. Work shall not proceed until unsatisfactory conditions have been corrected.
C. Surface Preparation
Surfaces to receive waterproofing application shall be thoroughly cleaned of dust, dirt, or loose materials and shall be left smooth, dry, and broom-clean. Surface preparation shall include solidly filling all cracks, voids, holes, joints, and depressions, with cement or other approved material, and the removal of projections that may damage the waterproofing system.
D. Reinforcing
On all wall angles, at footings or offsets in a wall, and on surfaces subjected to additional strain, 2 extra layers of reinforcing material shall be applied in a manner conforming to the manufacturer's printed recommendations.
E. Expansion Joints
Expansion joints shall be waterproofed with 2 layers of expansion joint sheet materials.
F. Injury Protection
All moisture protection and waterproofing systems shall be protected from injury during installation and until finished work has been approved and accepted. The Contractor shall maintain all de- watering apparatus, day and night, to prevent any water contact with the walls until the membrane is accepted as finish work. The Contractor shall secure wall protection in place during backfill operations. Backfill shall be placed in such a manner as to prevent injury to the waterproofing system.
3.05 ACOUSTIC CAULKING
A. Preparation
Joints and surfaces to be sealed shall be clean, dry, and free of loose materials.
B. Concealed Joints
Concealed joints in acoustic partitions including perimeters and intersections of walls and ceilings and around electrical boxes, pipes and other penetrations through finish work and at conduit ends with electric boxes shall be sealed with acoustic sheet caulking, covering all holes and knockouts.
3.06 PAYMENT
Full compensation for conforming to the requirements of SEALANTS AND CAULKING including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
DIVISION 9 – LINERS AND COATINGS
SECTION 09880 - POLYVINYL CHLORIDE PLASTIC LINERS FOR WET WELL MANHOLE AND OVERFLOW
MANHOLE
PART 1 - GENERAL
1.01 DESCRIPTION
This section describes materials, installation, and testing of polyvinyl chloride (PVC) liners, for the 96 -inch diameter wet well manhole and overflow manhole only.
1.02 RELATED WORK SPECIFIED ELSEWHERE
Precast Reinforced Concrete Manholes and Manholes Bases: 03461.
1.03 SUBMITTALS
A. Shop drawings shall be submitted in accordance with Section 01300 - Submittals and the following.
B. Submit installation details showing how manholes will be lined. Show returns, corners, joints, and coverage. Show location and type of field welds.
C. Submit manufacturer's test data, catalog data, and descriptive literature of the plastic liner, adhesives, solvents, and activators.
D. Submit manufacturer's installation instructions.
PART 2 - MATERIALS
2.01 MANUFACTURERS
Plastic liner shall be Ameron Amer-Plate T-lock liner as manufactured by Ameron, Koroseal Lok-Rib as manufactured by B. F. Goodrich, or approved equal.
2.02 LINER COMPOSITION
A. Material: The materials used in all sheets of plastic liner and in joint, corner and welding strips for the liner shall be high molecular weight PVC resin and other necessary ingredients compounded to make permanently flexible sheets and strips for lining precast concrete manholes. PVC resin shall constitute not less than 99%, by weight, of the resin used in the formulation. Copolymer resins shall not be used. Changes in formulation may be permitted only after prior approval by the City and only if the manufacturer can demonstrate that the plastic liner meets or exceeds all requirements in this specification for chemical resistance and physical properties.
B. Color: Liner shall be white in color.
C. Joint Strips: The material used in joint strips and in plain sheets of plastic liner shall be identical to that used in sheets having locking extensions.
D. Impermeability: Plastic liner shall be impermeable to sewage gasses and liquids and shall be nonconductive to bacterial or fungus growth. Liner shall be factory checked electrically to ensure freedom from any porosity.
E. Physical Properties: The lining shall be flexible, shall have good impact resistance, and shall have an elongation sufficient to bridge up to a 1/8-inch settling crack without damage to the lining.
2.03 PHYSICAL PROPERTIES AND CHEMICAL RESISTANCE TESTING A. Samples for Testing: The City, at any time during manufacture or at any time prior to completion of the work, may direct sampling and testing of materials at the cost of the contractor. Holes left by coupon removal shall be repaired by the Contractor. The samples thus taken shall be subjected to the tests described below:
1. Specimens shall be prepared and tested for tensile strength and elongation in accordance with ASTM D 412, Dye B. Indentation hardness shall be determined in accordance with
ASTM D 2240 using a Type D durometer. Specimens shall be cut from sheets, joint strips and flat welding strips.
2. Weight change specimens shall be 1-inch by 3-inch sample of the sheet thickness.
B. Description of Factory Test: Test specimens shall be conditioned to a constant weight at 110°F before and after submersion in the following solutions for a period of 112 days at 77°F +/- 5°F. At 28-day intervals, tensile specimens and weight change specimens shall be removed from each of the chemical solutions and tested.
Concentration
Chemical Solution Percentage
Sulphuric Acid 20*
Sodium Hydroxide 5
Ammonium Hydroxide 5*
Sodium Hypochlorite 1*
Nitric Acid 1*
Ferric Chloride 1
Soap 0.1
Detergent (Linear Alkyl
Benzyl Sulfonate or LAS) 0.1
Bacteriological BOD not less than 700 mg/l
*Volumetric percentages of concentrated C.P. grade reagents.
Plastic liner sheets, joint, corner, and welding strips shall have the following physical properties when tested at 77°F +/- 5°F:
After 112 Days
Exposure in Above
Listed Chemical
Property Initial Solutions
Tensile Strength 2,200 psi min. 2,100 psi min.
Elongation at Break 200% min. 200% min.
Shore Durometer, Inst. 50-60 +/-5 (with respect Type D 10-sec. 35-50 +/-5 to initial Weight Change +/-1.5% test result) If any specimen fails to meet the 112-day requirements before completion of the 112-day exposure, the material shall be rejected.
C. Pull Test of Liner Embedded in Concrete: Liner locking extensions embedded in concrete shall withstand a test pull of at least 100 pounds per linear inch, applied perpendicularly to the concrete surface for a period of one minute, without rupture of the locking extensions or withdrawal from embedment. This manufacturer test shall be made at a temperature between 70°F to 80°F, inclusive.
D. Freedom from Physical Defects: Plastic liner sheets, including locking extensions and all joint, corner, and welding strips, shall be free of cracks, cleavages, or other defects adversely affecting the protective characteristics of the material.
E. Period During which Tests may be Conducted: Specimens taken from sheets and strips at any time prior to final acceptance of the work, when tested as specified, shall meet the requirements set forth above.
2.04 DIMENSIONS
A. Thickness of Material: Liner bonded to concrete by means of integral locking extensions embedded in the concrete shall have a minimum thickness of 0.065-inch. Liner which is to be bonded to concrete or steel surfaces by means of adhesive shall have a minimum thickness of
0.094-inch. Welding strips shall have a minimum thickness of 0.095 -inch and maximum thickness of 0.156-inch. Joint strips shall have a minimum thickness of 0.075-inch.
B. Sheet and Strip Size: Sheets of liner shall be as large as practicable to fit the intended use. Large sheets shall be formed in the shop by lapping basic size sheets a minimum of 0.50-inch and fusing the sheets together to produce a continuous welded joint. Specimens taken from shop-welded joints shall show no cracks or separation and shall be tested for tensile strength. Each specimen shall withstand a minimum load of 132 pounds per linear inch of weld or the product of 2,000 psi times the minimum thickness in inches of the material adjoining the weld, whichever is greater.
The thickness shall be taken within a 2-inch gage length.
C. Cause for Rejection: Sheets having tears, cracks or separation in the laps shall be rejected.
D. Joint Strips: Joint strips shall be 4-inches +/-0.25-inch in width and shall have each edge beveled prior to application.
E. Welding Strips: Welding strips shall be 1-inch +/-0.125-inch in width. Welding and outside corner strips shall have edges beveled at the time of manufacture.
2.05 LOCKING EXTENSIONS
A. General: Liners cast into concrete shall have integral locking extensions embedded in the concrete. Liner shall be bonded to concrete surfaces with an adhesive for the precast wetwell and overflow manholes per manufacturer’s recommendation.
B. Material: Locking extensions shall be of the same material as the liner and shall be integral with the sheets of liner.
C. Dimensions: Locking extensions shall have an approved cross section with a minimum height of
0.375-inch and a minimum web thickness of 0.085-inch. They shall be approximately 2-1/2-inches apart and shall be such that, when the extensions are embedded in concrete, the liner will be held permanently in place.
D. Orientation: Locking extensions shall be parallel and shall be continuous except where omitted for joint flaps, transverse weep channels, and strap channels. Weep channels which involve the omission of locking extensions may be made during the manufacture of liner.
2.06 WEEP CHANNELS
A. General: At 8-foot maximum intervals along liner longitudinally, a gap not less than 2-inches (3- 1/2-inches in the case of extruded sheets) nor more than 4-inches wide shall be left in all locking extensions for liners of cast-in-place structures to provide an unobstructed transverse weep channel. Any area behind liner that is not properly served by regular weep channels shall have additional weep channels 2-inches wide provided by cutting away locking extensions. Provisions shall be made to permit water behind the liner of concrete manhole shafts to drain into the weep channels of the lined structure. Weep channels shall be cut into the extruded sheet so that a maximum of 1/32-inch of the base locking extension is left on the sheet.
B. Weep Channels for Liners in Cast-in-Place Structures: At transverse joints in cast-in-place structures, a gap of not less than 2-inches nor greater than 4-inches shall be left in all locking
extensions to provide a transverse weep channel. If locking extensions are removed to provide a weep channel at joints, the base of the extension left on a sheet shall not exceed 1/32-inch.
C. Weep Channels in Liner where Lined-Surfaces Join Unlined Surfaces: A transverse weep channel shall be provided approximately 12-inches from each liner return where surfaces lined with plastic liner join surfaces that are not so lined.
D. Cleaning Weep Channel Outlets: As part of the work of installing the liner, all outlets of transverse weep channels shall be cleared of obstructions that would interfere with their proper function.
2.07 FLAPS
When transverse flaps are required, they shall be fabricated so that a maximum of 1/32-inch of base of the locking extensions is left on the sheet.
2.08 ADHESIVES AND CLEANERS
A. Adhesives: Adhesives, solvents and activators proposed for use for application to plain sheet shall be submitted to the CITY for approval. Adhesives used on the liner shall be limited to those products approved by the CITY. Adhesives which will deleteriously affect the liner or strip in any way shall not be applied to the liner or to any of the liner strips. Flammable adhesives and solvents shall not be used for any purpose in connection with plastic liner with locking extensions.
B. Cleaning Agents: Cleaning agents for use with plastic liner with locking extensions shall be a water soluble or dispersible nonflammable product not detrimental to the plastic liner.
2.09 FACTORY TESTING
The liner shall be shop tested for holes with a spark tester set to provide from 15,000 to 20,000 volts. Prior to shipment from the manufacturer's plant, sheets having holes shall be shop-repaired and retested.
Repairs shall be made by welders qualified as specified below. The City may have samples tested at the point of manufacture during production of sheet and strip material.
PART 3 - EXECUTION
3.01 QUALIFICATION OF INSTALLERS
A. Applicators: The application of plastic liner to forms and other surfaces shall be considered as highly specialized work, and personnel performing this type of work shall be trai ned in methods of installation.
B. Welders: Each welder shall pre-qualify by successfully passing a welding test before doing any welding. Pre-qualification may be required at any time deemed necessary by the City's Representative. All test welds shall be made in the presence of the City and shall consist of the following:
1. Two pieces of liner, at least 15-inches long and 9-inches wide, shall be lapped 1-1/2- inches and held in a vertical position.
2. A welding strip shall be positioned over the edge of the lap and welded to both pieces of liner. Each end of the welding strip shall extend at least 2-inches beyond the liner to provide tabs.
3. The weld specimen shall be submitted to the City and shall be tested as follows:
a. Each welding strip tab, tested separately, shall be subjected to a 10-pound pull normal to the face of the liner with the liner secured firmly in place. There shall be no separation between the welding strip and liner when the welding tabs are submitted to the test pulls.
b. Three test specimens shall be cut from the welded sample and tested in tension across the welds. If none of these specimens fail when tested as specified in Part 2, the weld will be considered as satisfactory in tension.
c. If one of the specimens fails to pass the tension test, a retest will be permitted.
The retest shall consist of testing three additional specimens cut from the original weld sample. If all three of the retest specimens pass the test, the weld will be considered satisfactory.
4. A disqualified welder may submit a new welding sample after receiving sufficient off-the- job training to warrant reexamination.
3.02 INSTALLATION OF PLASTIC LINER
A. General: The plastic liner shall be applied in accordance with the manufacturer's instructions, the Plans, and the following:
B. Attachment to Concrete Structures: As cast into the concrete of structures, the lining shall be attached permanently and physically to the concrete by embedment of the locking extension mechanism. For Precast Structures, an adhesive bond shall be used per manufacturer’s recommendation. The lining shall be attached to metal surfaces by applying the lining manufacturer's adhesive to the metal surface and then installing the liner. The lining shall withstand a 15-psi back hydrostatic pressure applied to the under surface of the lining without losing anchorage or without rupture or leakage.
C. Freedom from Defects: Liners shall be located and installed in accordance with the Plans and in such a manner as to be continuous and free from holes, defects, or other faults that may limit the liner's effectiveness as a corrosion-control barrier. Joint welding and sealing shall be equally as effective as the liner.
D. Orientation: Liners shall be installed in cast-in-place structures or pipe so that the locking extensions are parallel to the axis of the structure, and installed in other structures with locking extensions horizontal unless otherwise indicated on the Plans.
E. Fit: Liner sheets shall be closely fit to inner forms. Sheets shall be cut to fit curved and warped surfaces using a minimum number of separate pieces.
F. Joints: At transverse joints between regular size sheets of liner used in cast -in-place structures and at pipe joints, the space between ends of locking extensions, measured longitudinally, shall not exceed 4-inches. Where sheets are cut and joined for the purpose of fitting irregular surfaces, this space shall not exceed 2-inches.
G. Penetrations through Liner: Where form ties or form stabilizing rods pass through liner, the liner shall be maintained in close contact with the forms during concrete placement.
H. Liner Returns: Liner returns shall be installed where shown on the Plans and wherever surfaces lined with plastic liner join surfaces which are not so lined, such as brick, clay pipe, ductile -iron pipe, manhole frames and metal or plastic gate guides. Unless otherwise indicated, returns shall be made as follows:
1. Each liner return shall be a separate strip of liner at least 3-inches wide joined to main liner by means of corner strips.
2. Corner strips shall be welded continuously to the return and to the main liner and applied wherever possible from the back of the lining.
3. Locking extensions shall be provided on returns to lock the returns to the concrete of plastic-lined, cast-in-place structures.
I. Fastening Liner to Adjacent Construction: Each liner shall be sealed to adjacent construction with which it is in contact with adhesive or as shown on the Plans.
3.03 LINER FIELD JOINING
A. General: Field joints in the liner shall not be made until the structure has been backfilled and 30 days has elapsed. Where groundwater is encountered, joints shall not be made until pumping of the groundwater has been discontinued for at least 30 days and no visible leakage is evident at the
joint. Liner at joints shall be free of mortar and other foreign material and shall be clean and dry before joints are made.
B. Hot Joint Compound: Hot joint compound shall not be brought into contact with liner.
C. Coating Restriction: No coating of any kind shall be applied over any liner joint, corner, or welding strip except where non-skid coating is applied to liner surfaces.
D. Field Joints in Cast-in-Place Structures: Field joints in liner on cast-in-place structures shall be one of the following types:
1. Type C-1: A Type C-1 joint shall be made using a 4-inch joint strip, centered over the transverse joint and secured, along each edge to adjacent liner by means of a welding strip. The width of the space between adjacent sheets of liner in a Type C-1 joint shall not exceed 1/2-inch. This type of joint is the only type permitted at transverse contraction joints in concrete. Its only other use is for joints between pipes and cast-in-place structures.
2. Type C-2: A Type C-2 joint shall be made by overlapping sheets not less than 1-1/2- inches and securing the overlap to the adjacent liner by means of a welding strip. The upstream sheet shall overlap the downstream sheet. The length of that part of the overlapping sheet not having locking extensions shall not exceed 4 -inches. A welding strip shall be applied to the back of the joint. This type of joint may be used at any transverse liner joint other than those collateral with joints in concrete and shall be used for liner joints made at longitudinal joints in concrete.
3. Type C-3: A Type C-3 joint shall be made by butting sheets of liner together and applying a welding strip over the back of the joint before concrete is poured and applying a welding strip over the front of the joint after concrete is poured. A Type C-3 joint shall not be used at a transverse joint which extends to a lower terminal edge of liner or at any joint where the gap between adjoining sheets of liner exceeds 1/8-inch.
E. Field Joints in Pipe Installations: Field joints in liner at pipe joints shall be one of the following types:
1. Type P-1. A Type P-1 joint shall consist of a 4-inch joint strip, centered over the mortared pipe joint and secured along each edge to adjacent liner by means of a welding strip. The gap between ends of lock extensions shall not exceed 4-inches.
2. Type P-2. A Type P-2 joint shall be made with an integral part of the liner extending 4- inches, ±1/4-inch, beyond the spigot end of the pipe, overlapping the liner downstream from the pipe joint by at least 1/2-inch and secured to the downstream liner by means of a welding strip. The 4-inch liner flap extending beyond the spigot end of pipe shall be devoid of locking extensions and shall be protected from damage during pipe handling and jointing operations. Excessive tension and distortion in the flap caused by bending it back sharply at the end of the pipe will not be permitted. Transverse flaps on extruded sheet shall be as specified herein.
Any flap which has been bent and held back during pipe laying and jointing operations shall be allowed to return to its original shape and flatness well in advance of making the liner joint.
For beveled pipe, the liner extension at the spigot end of the pipe shall be trimmed to extend 4-inches beyond and parallel to the beveled end. Length between ends of locking extensions shall not exceed 4-inches.
Field joints in liner at pipe joints shall not be made until the mortar in the pipe has been allowed to cure for at least 48 hours.
All joints between lined pipe and lined cast-in-place structures shall be either Type C-1 or Type C-2 as specified herein.
F. Welding Strips: Welding strips shall be fusion welded to joint strips and liner by qualified welders.
The welding operation of any joint shall be continuous until that joint has been completed.
G. Joint Reinforcement: A 12-inch long welding strip shall be applied as reinforcement across each transverse joint and weep channel in liner which extends to the lower terminal edge of liner on each side of a pipe or structure. These reinforcement strips shall be centered over the joint being reinforced and located as close to the lower edge of liner as practicable. After the transverse welding strips have been tested and the test tabs removed, the welding strips shall be welded into place.
H. Special Terminations: Special terminations shall be provided at sluice and slide gate frames, manholes, pipe sleeves, and at other such locations in structures to receive plastic liner. Bonding agents shall be used to seal edges where plastic liner joins metal items which are cast in the concrete. Surfaces to be bonded shall be thoroughly cleaned. Mixing and application of bonding agents shall be in accordance with the manufacturer's instructions.
3.04 LINER PROTECTION AND REPAIR
A. General: Care shall be taken to prevent damage to liner from equipment and materials used in, or taken through, the work. Damage to the installed liner shall be repaired in accordance with the following:
B. Repair Methods: Nail and tie holes and cut, torn, and abraded areas in the liner shall be patched.
Patches made entirely with welding strip shall be fused to the liner over the entire patch. The use of this method is limited to patches which can be made with a single welding strip. Parallel, overlapping, or adjoining welding strips shall not be used. Larger patches may consist of smooth liner over the damaged area with edges covered with welding strips fused to the patch and to the liner adjoining the damaged area. The size of a single patch of the latter type shall be limited only as to its width, which shall not exceed 4-inches.
3.05 CONCRETE OPERATIONS
A. Concrete Vibration: Concrete placed against liner shall be vibrated in a manner so as to avoid damage to the liner and to produce a dense, homogeneous concrete securely anchoring the locking extensions in the concrete. External vibrators may be used in addition to internal vibrators, particularly along the lower edge of plastic liner.
B. Stiffeners: If stiffeners are used along locking extensions of liner installed in forms for pipe, the stiffeners shall be completely withdrawn during the placement of concrete in the forms. The concrete shall be revibrated to consolidate the concrete in the void spaces caused by the withdrawal of the stiffeners.
C. Form Removal: The liner shall be protected from damage during form removal. Sharp instruments shall not be used to pry forms from lined surfaces. When forms are removed, any nails that remain in the liner shall be removed without tearing the liner, and the resulting holes shall be clearly marked. Form tie holes shall be marked before ties are broken off. Areas of serious abrasion of the liner shall be marked. Marked areas and holes shall be repaired in accordance with Part D of this Section.
D. Banding Strap Removal: Banding straps used in securing liner to forms for pipe and cast-in-place structures within the limits of the unlined invert shall be removed. Voids left in the invert at the edge of the liner shall be filled with cement mortar.
3.06 NON-SKID SURFACES
The Base of both Wetwell and Overflow Manholes shall be non-skid and shall be treated as follows:
A. Surface Cleaning and Adhesive Application: After corner and welding strips have been installed, the surface of the liner shall be cleaned, dried, and sprayed with an adhesive coating recommended by the manufacturer of the liner.
B. Sand Application: The surface shall be liberally sprinkled with clean, dry, well-graded sand which will pass a No. 30 sieve but be retained on a No. 70 sieve.
C. Cleanup: After the sanded surface has thoroughly dried, all excess sand shall be brushed away and a seal coat applied to bond the sand to the liner. The seal coat shall be compatible with the plastic liner. The coated sand surface shall be allowed to dry thoroughly before walking thereon is permitted.
3.07 FIELD TESTING
A. Spark Testing: Upon completion of the installation, the surface of the liner shall be cleaned to permit visual inspection and spark testing by the Contractor, using a spark-type detector, supplied by the Contractor, complying with the requirements of factory testing herein. Areas of liner plate failing to meet the field test shall be repaired and retested. To assist with the inspection and spark testing of the liner, ventilation, confined space requirements ladders for access, barricades, or other traffic control devices shall be provided, and entrances and exits shall be opened and closed.
B. Pull Testing: Each transverse welding strip which extends to a lower edge of the liner shall be tested. The welding strips shall extend below the liner providing a tab. A 10-pound pull shall be applied normal to the face of the structure by means of a spring balance. Liner adjoining the welding strip shall be held against the concrete during application of the force. The 10-pound pull shall be maintained if a weld failure develops or until no further separation occurs. Defective welds shall be retested after repairs have been made. Tabs shall be trimmed away neatly after the welding strip has passed inspection. Equipment shall be provided to test liner in the manner recommended by the manufacturer and as described above. Personnel qualified to perform the testing shall be provided by the Contractor. Testing shall be performed in the presence of the City.
3.08 APPLICATION OF PLASTIC LINERS WITH ADHESIVES
A. Concrete Surfaces
1. The concrete surface shall be etched by sandblasting to develop a slightly granular surface. Permits for the equipment and allowable methods from the SCAQMD shall be posted on or near sandblasting equipment as required. When permitted by the City, the concrete surface may be acid etched in lieu of being sandblasted.
2. After the sandblasting, the concrete surface shall be thoroughly cleaned of dust. Surfaces etched with acid shall be thoroughly dried before applying primer.
3. The concrete surface shall then receive two brush coats of an approved primer.
Coverage shall not exceed 250 square feet per gallon for each coat of primer. The first coat of primer shall be thinned with an equal amount of approved thinner. The first primer coat shall be permitted to dry for at least 2 hours before the application of the second primer coat. The second coat of primer shall be applied unthinned and permitted to dry for at least 4 hours.
4. The concrete surface and the back surface of the liner shall each be given two coats of an approved adhesive. Two hours drying time shall be allowed between application of these coats. Coverage shall not exceed 250 square feet per gallon for each coat of adhesive.
5. One coat of an approved activator shall be applied to both the adhesive coat on the liner and the adhesive coated concrete. Application of activator shall be limited to the extent that the application of coated liner can be completed within a 20-minute period. The activator shall be applied evenly by brushing. Coverage of the activator shall not exceed 500 square feet per gallon.
6. When the surface of the adhesive is barely tacky to the touch, the liner shall be positioned with one edge firmly pressed down. The liner shall then be rolled into place, care being taken to avoid the formation of air pockets. All joints shall be tight fitting butt joints. The surface of the liner shall be rubbed vigorously to secure the liner firmly in place.
7. Corner and welding strips shall be positioned over all joints and welded in place.
3.09 CLEAN-UP
Before City acceptance of the installed liner, the liner shall be cleaned to the satisfaction of the City.
3.10 PAYMENT
Full compensation for conforming to the requirements of POLYVINYL CHLORIDE PLASTIC LINERS FOR WET WELL MANHOLE AND OVERFLOW MANHOLE including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
DIVISION 11 – EQUIPMENT AND ASSOCIATED MATERIALS
SECTION 11000 - EQUIPMENT GENERAL PROVISIONS
PART 1 - GENERAL
1.01 DESCRIPTION
A. The Contractor shall provide all tools, supplies, materials, equipment, and all labor necessary for the furnishing, construction, installation, testing, and operation of all equipment and appurtenant work, complete and operable, all in accordance with the requirements of the Contract Documents.
B. The provisions of this Section shall apply to all equipmen t necessary to comply with the Contract Plans and Specifications.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Contractor Submittals: 01300
B. Painting and Coating: 09900
C. Structural Steel and Miscellaneous Metalwork: 11200 D. Hangers and Supports: 11400
E. Piping, Fittings, and Valves: Division 14 as applicable F. Commercial Standards: All equipment, products, and their installation shall be in accordance with the following standards, as applicable, and as specified in each Section of these specifications:
1. American Society for Testing and Materials (ASTM)
2. American Public Health Association (APHA)
3. American National Standards Institute (ANSI)
4. American Society of Mechanical Engineers (ASME)
5. American Water Works Association (AWWA)
6. American Welding Society (AWS)
7. National Fire Protection Association (NFPA)
8. Federal Specifications (FS)
9. National Electrical Manufacturers Association (NEMA)
10. National Clay Pipe Institute (NCPI)
11. Manufacturer's published recommendations and specifications
12. General Industry Safety Orders (OSHA)
13. Standard Plans for Public Works Construction (SPPWC)
1.03 CONTRACTOR SUBMITTALS
A. Shop Drawings: The Contractor shall furnish complete shop drawings for all equipment specified in the various Sections, together with all piping, valves, and controls for review by the City in accordance with Section 01300, "Submittals."
B. Spare Parts: The Contractor shall obtain and submit from the manufacturer a list of suggested spare parts for each piece of equipment. Upon City approval, Contractor shall furnish such spare parts to City suitably packaged, identified with the equipment number, and labeled. Contractor shall also furnish the name, address, and telephone number of the nearest distributor for each piece of equipment. All spare parts are intended for use by the City, only, after expiration of the guaranty period.
1.04 QUALITY ASSURANCE
A. Inspection, Startup, and Field Adjustment: The Contractor shall demonstrate that all equipment meets the specified performance requirements. Contractor shall provide the services of an experienced, competent, and authorized, factory trained service representative of the manufacturer of each item of major equipment who shall visit the site of Work to perform the following tasks:
1. Assist the Contractor in the installation of the equipment.
2. To inspect, check, adjust if necessary and approve the equipment installation.
3. To start-up and field-test the equipment for proper operation, efficiency, and capacity.
4. To perform necessary field adjustment during the test period until the equipment installation and operation are satisfactory to the City.
5. To instruct the City's personnel in the operation and maintenance of the equipment.
Instruction shall include step-by-step trouble shooting procedures with all necessary test equipment.
B. Costs: The costs of all inspection, startup, testing, adjustment, and instruction work performed by said factory-trained representatives shall be borne by the Contractor. The Contractor will pay for costs of power and water.
C. Public Inspection: It shall be the responsibility of the Contractor to inform the local authorities, such as building and Public Works inspectors, fire marshal, OSHA inspectors, and others, to witness all required tests for piping, electrical, pumps/motors, pressure vessels, safety systems, etc., to obtain all required permits and certificates, and pay all fees.
D. Tolerances: Tolerances and clearances shall be as shown on the shop drawings and shall be closely adhered to. Machine work shall in all cases be of high -grade workmanship and finish, with due consideration to the special nature or function of the parts. Members without milled ends and which are to be framed to the steel parts of the structure may have a variation in the detailed length of not greater than 1/16-inch for members 30 feet or less in length, and not greater than 1/8-inch for members over 30 feet in length.
E. Machine Finish: The type of finish shall be the most suitable for the application and shall be shown in micro-inches in accordance with ANSI B46.1. The following finishes shall be used:
1. Surface roughness not greater than 63 micro-inches shall be required for all surfaces in sliding contact.
2. Surface roughness not greater than 250 micro-inches shall be required for surfaces in contact where a tight joint is not required.
3. Rough finish not greater than 500 micro-inches shall be required for other machined surfaces.
4. Contact surfaces of shafts and stems which pass through stuffing boxes and contact surfaces of bearings shall be finished to not greater than 32 micro-inches.
PART 2 - PRODUCTS
2.01 GENERAL REQUIREMENTS
A. Welding: Unless otherwise specified or shown, all welding shall conform to the following:
1. Latest revision of AWWA C206.
2. Latest revision of AWS D1.1
3. All composite fabricated steel assemblies which are to be erected or installed inside a hydraulic structure, including any fixed or movable structural components of mechanical equipment, shall have continuous seal welds to prevent entrance of air or moisture.
4. All welding shall be by the metal-arc method or gas-shielded arc method as described in the American Welding Society's "Welding Handbook" as supplemented by other pertinent
standards of the AWS. Qualification of welders shall be in accordance with the AWS Standards governing same.
5. In assembly and during welding, the component parts shall be adequately clamped, supported, and restrained to minimize distortion and for control of dimensions. Weld reinforcement shall be as specified by the AWS code. Upon completion of welding, all weld splatter, flux, slag, and burrs left by attachments shall be removed. Welds shall be repaired to produce a workmanlike appearance, with uniform weld contours and dimensions. All sharp corners of material which is to be painted or coated shall be ground to a minimum of 1/32-inch on the flat.
B. Protection Coating: All equipment shall be painted or coated in accordance with Section 09900, "Painting and Coating," unless otherwise approved by the City. Non-ferrous metal and corrosion- resisting steel surfaces shall be coated with grease or lubricating oil. Coated surfaces shall be protected from abrasion or other damage during handling, testing, storing, assembly, and shipping.
C. Protection of Equipment: All equipment shall be boxed, crated, or otherwise protected from damage and moisture during shipment, handling, and storage. All equipment shall be protected from exposure to corrosive fumes and shall be kept thoroughly dry at all times. Pumps, motors, drives, electrical equipment, and other equipment having anti-friction or sleeve bearings shall be stored in weather tight storage facilities prior to installation. For extended storage periods, plastic equipment wrappers should be avoided, to prevent accumulation of condensate in gears and bearings.
D. Identification of Equipment Items: Each item of equipment shipped shall have a legible identifying mark corresponding to the equipment number shown or specified for the particular item.
E. Shop Fabrication: Shop fabrication shall be performed in accordance with the Contract Documents and the City approved shop drawings.
2.02 EQUIPMENT SUPPORTS AND FOUNDATIONS
A. Equipment Supports: All equipment supports, anchors, and restrainers shall be adequately designed for static, dynamic, wind, and seismic loads. The design horizontal seismic force shall be the greater of: that noted in the general structure notes or as required by the governing building code, or 10 percent of gravity. Submitted design calculations for equipment supports must bear the signature and seal of an engineer registered in the State wherein the project is to be built, unless otherwise directed.
B. Shop Drawings: Shop drawings shall be submitted to the City for review in accordance with the requirements of Section 01300, "Submittals." Shop drawings will be considered incomplete unless clear, concise calculations are presented showing equipment anchorage forces and the capacities of the anchorage elements provided by the Contractor.
2.03 PIPE SUPPORTS AND GUIDES
All pipe connections to equipment shall be supported, anchored, and guided to avoid stresses and loads on equipment flanges and equipment. Supports and hangers shall be in accordance with the requirements of Section 15090, "Hangers and Supports."
2.04 FLANGES AND PIPE THREADS
A. All flanges on equipment and appurtenances provided under this Section shall conform to ANSI B16.1, Class 125; or B16.5, Class 150, unless otherwise shown. All pipe threads shall be in accordance with ANSI/AASME B1.20.1.
B. Where universal type couplings are shown, they shall be of the needle bearing type construction, equipped with commercial type grease fittings.
2.05 GASKETS AND PACKINGS
A. Gaskets shall be in accordance with the requirements of the manufacturer.
B. Packing around valve stems and reciprocating shafts shall be of compressible material, compatible with the fluid being used. Chevron-type "V" packing shall be Garlock No. 432, John Crane "Everseal," or equal.
2.06 NAMEPLATES
A. Equipment nameplates of stainless steel shall be engraved or stamped and fastened to the equipment in an accessible location with No. 4 or larger oval head stainless steel screws or drive pins.
B. Nameplates shall contain the manufacturer's name, model, serial number, size, characteristics, and appropriate data describing the machine performance ratings.
2.07 SAFETY REQUIREMENTS
Where work areas are located within a flammable or toxic gas environment, suitable gas detection, ventilating, and oxygen deficiency equipment shall be provided. Workers shall be equipped with an approved breathing apparatus.
PART 3 - EXECUTION
3.01 PIPE SUPPORTS AND GUIDES
Supports and guides shall be spaced in accordance with ANSI/ASME B.31.1 standards, and with tables in Section 15090, "Hangers and Supports."
3.02 PACKAGED EQUIPMENT
A. When any system is furnished as pre-packaged equipment, the Contractor shall coordinate all necessary space and structural requirements, clearances, utility connections, signals, and outputs with his subcontractors, to avoid later change orders.
B. If the packaged system has any additional features (as safety interlocks, etc.), other than specified, the Contractor shall coordinate such features with the City and furnish all material and labor necessary for a complete installation as required by the manufacturer, at no additional cost to the City
3.03 PAYMENT
Full compensation for conforming to the requirements of EQUIPMENT GENERAL PROVISIONS including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 11060 - PUMPING EQUIPMENT
PART 1 - GENERAL
1.01 WORK INCLUDED
The Contractor shall furnish and install all pumping equipment as shown on the Project Plans and as specified herein. Each equipment unit shall include the pump, electric motor and all necessary accessories to function as a complete and operable system.
The pumping equipment specified herein includes two (2) Cornell submersible Delta sewage pumps with electric motors.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Below Grade Concrete Structures: 03300
B. Painting and Coating: 09900
C. Testing and Startup: 11100
D. Structural Steel and Miscellaneous Metalwork: 11200 E. Electrical: Division 16
1.03 CODES AND STANDARDS
A. Qualification of Manufacturer
The manufacturer of each type of pump shall have a minimum of ten years of experience in the design and manufacturer of that type of pump. The manufacturer shall have furnished at least 100 units of the same type, including at least fifty units utilized for the same application specified in the last five years. The manufacturers shall have references available when required by the City.
1.04 SUBMITTALS
The following submittals shall also be supplied to the City:
A. Manufacturer's catalog data with descriptions and illustrations.
B. Manufacturer's specifications and engineering data for:
1. Materials
2. Parts
3. Devices
4. Accessories
5. Performance data including operating head, capacity, efficiency and horsepower of operable range.
6. Details and dimensions of factory-built equipment and appurtenant components.
7. Details, design criteria couplings and standards used for fabrication of pumps, connections, supporting members and anchor devices.
8. Details and dimensions of associated items such as piping, guide rails, concrete structures, and appurtenances to incorporate the manufacturer's supplied items.
9. Deviations from the proposed arrangement and specifications based on the factory-built equipment and any prefabricated items.
10. Wiring diagrams for electrical and instrumentation.
C. Test reports for pumps, motors, instruments, components, and package system tested in the factory as required.
D. Manufacturer's warranty.
E. Parts list.
F. Spare parts list.
Above items A through F shall be submitted prior to equipment fabrication.
G. Instructions for installations including assembly, wiring, alignment, adjustment and checking.
H. Operation and Maintenance Manuals:
1. General
- Equipment function
- Normal operation characteristics
- Limiting conditions
2. Operation Instructions
- Start-up
- Routing and normal operation
- Regulation and control
- Shut-down
- Emergency
3. Maintenance Instruction
- Maintenance instructions and schedule
- Parts identification and assembly illustrations
- Parts list and predicted list of parts subject to wear I. Manufacturers' guarantee certificates.
1.05 PRODUCT HANDLING
A. Delivery and Storage
Each pump shall have a permanent tag engraved with equipment name and number furnished by the manufacturer firmly attached to the pump.
B. Replacements and Repairs
It is the Contractor's responsibility to protect the equipment from damage during shipment, storage and construction. Prior to acceptance of the complete work by the City, any damaged equipment or work shall be replaced or repaired by the Contractor at his expense and such replacement or repair shall be reviewed and approved by the City.
1.06 GUARANTEE
The equipment and appurtenance supplied shall be of new unused materials guaranteed against any and all defects in materials, workmanship and design for at least one year from the date of final acceptance. This guarantee is in addition to, and not a substitution for, any warranty that the City may have.
PART 2 - PRODUCTS
2.01 GENERAL
A. All pumps shall be new and of current manufacture to be installed by the Contractor. All pumps shall be supplied with electric motors. Pumps and motors shall be supplied by one supplier.
B. Each pump shall be tested at the manufacturer's plant over a range from shut off to 150% of design capacity unless noted otherwise. Each fully assembled pumping unit rated 7.5 HP or more shall be tested in accordance with the Test Code for Submersible Pumps of the Standards of the Hydraulic Institute, Inc.
C. Motor horsepower shown is estimated for selection guide only. In the case the estimated horsepower is not adequate to conform to the above requirements, a larger motor shall be supplied at no additional cost to the City. Any and all changes necessitated by a change of the motor horsepower shall be made by the Contractor at no additional cost to the City.
2.02 PUMPS
A. General Pump Design Criteria
1. Each pump shall be designed as follows:
Design Capacity 175 gpm
Pumpage Temperature 60 Deg. F
Design Total Head 42 Ft TDH
Max. NPSHR @ Design Pt 11.6 Ft
Maximum Speed 1800 RPM
Horsepower 7.5
Minimum Solids Capacity 3.0 in
Discharge Size 4.0 in
Suction Size 4.0 in
Number Vanes 2
2. Pumps shall be submersible delta type directly coupled to the motor.
3. Pumps shall be Cornell 4NLDL as manufactured by the CORNELL PUMP COMPANY of Portland, Oregon, USA or approved equal.
B. Pump Construction
1. Shaft: shall be of high strength 416 Stainless Steel. The shaft shall be accurately machined and polished and of sufficient size to transmit full driver output without excessive flexure or stressing. All steps in the shaft shall be radiused to reduce stress concentrations. Shaft deflection shall not exceed 0.002 inch measured at end of shaft when operating at specified design condition.
2. Casing: The pump casing shall be centerline discharge of back pullout design allowing for removal of rotating element without disturbing piping connections. The casing shall be constructed of Ductile Iron. All casing sections shall have heavy wall thickness to provide long life under abrasive and corrosive operating conditions. All mating surfaces shall have register fits to ensure proper alignment. Piping connections shall be ANSI 125# flat face drilled flange. Flange face surface finish shall be a minimum of 250 micro -inch finish. The casing shall have an access handhole.
Casing shall be capable of withstanding a hydrostatic pressure test of 150 percent of the maximum working pressure. Casing shall be free of all defects.
3. Impellers: The impeller shall be of heavy section, Ductile Iron double vortex delta design. Attachment shall be by straight non-tapered bore and key. No impeller adjustment shall be required to compensate for wear. Impeller shall be dynamically balanced after final diameter selection and keyed to the shaft and further secured with a Stainless Steel washer and a Stainless Steel impeller lockscrew. The impeller shall be fixed at location with no expected or required adjustment.
4. Wear Rings: No wear rings are required.
5. Bearings: Minimum B-10 life of 20,000 hours.
6. Base: An auto coupling assembly shall be employed to eliminate the need for entering the wet well to service the pumps. The system shall allow the lowering of the pump units into the well along rigid guide pipes/rails, resulting in a self-engaging, firm, leakproof coupling of the volute outlet to a receiving base anchored to the floor which forms the discharge pipe connection. To assure a leakproof junction between movable and stationary components, a resilient seal ring shall be employed which is easily replaceable as part of the pump assembly and is axially and evenly compressed upon contact. Metal to metal contacts shall not be allowed. Once seated the pump shall be entirely supported by the Auto Coupling Base, without any reliance on additional supports. The guide bracket and mounting flange shall be spark proof.
7. All nuts, washers, bolts and miscellaneous hardware shall be stainless steel per Section 05120.
8. Pumps shall be Cornell 4NLDL or City approved equal.
2.03 MOTORS
The motors shall be premium high efficiency motors as specified herein. They shal l be suitable for operation at 480 volts, and shall be of the low starting current type suitable for variable frequency drive application. The unit shall meet applicable requirements of the latest National Electrical Manufacturers' Association standards. The horsepower rating shall be such that the motor will not be overloaded beyond the service factor under the maximum pumping load possible to develop the range of pumping heads specified.
The motor shall be of United States manufacture Baldor-Reliance, Submersible type with minimum of 25’ cable and an epoxy sealed butt spliced connecting system. It shall be not less than 7.5 hp at 1800 rpm.
Motor supply power is 480 volt, 60 hertz, 3 phase, 4 wire. The motor bearings shall be selected to withstand thrust loads and have a minimum B-10 life of 50,000 hours. The motor bearings shall be prepacked and sealed for life with special high temperature grease. The motor shaft shall be high strength 416 Stainless Steel. The maximum allowable no-load shaft run out shall be .003". Special treated Class AF@ non- hydroscopic insulation with multiple dips and bakes shall be provided. Rotor shall be die cast aluminum and dynamically balanced to exceed NEMA limits per MG1 - 12.06. Each motor shall have its own two wire / two probe moisture monitoring system. It is designed to constantly monitor oil chambers and stator housing for moisture. The pump motor seal must be a Tandem Mechanical shaft seal designed to work independent of each other and withstand up to 200 PSI. The seal material shall be Tungsten vs. Silicon.
The motor will be of standard efficient design and have a 1.15 Service Factor available. Motors shall also be U.L. and CSA listed for Class I Groups C & D hazardous locations. Motor suitable for 15 minutes in air. No Sewage jackets allowed for cooling purposes.
Substitutions must be approved by the City a minimum of five (5) working days prior to bid opening.
Special Painting and Coating: The pump wet end which includes the backplate, the impeller, the volute, and suction plate shall be coated inside and outside with fusion bonded epoxy (ScotchKote 134). Also to be coated inside/outside with the same process is the pump discharge stationary base assembly. Both to be coated a minimum thickness of 12 Mils.
The close-coupled submersible motor is to be painted a min. thickness of 16 mils with a high solids epoxy for immersion service such as Tnemec N69.
PART 3 - EXECUTION
3.01 GENERAL
The Contractor shall include with his bid for the service of the pumpi ng equipment, the manufacturer's experienced, competent service representative for at least two trips, each as long as necessary to inspect and supervise the installation and start-up of each pumping unit; to advise the Contractor of any adjustment, if necessary; to demonstrate operation, and to instruct City operations personnel in maintenance and
operation.
3.02 INSTALLATION
The Contractor shall follow instructions of the manufacturer of all items covered in this section to perform installation, alignment and lubrication.
The manufacturer's representative shall visit the work site during the installation and at completion of the work. A written report covering the manufacturer's representative's findings, and approval of the installation shall be submitted in triplicate to the City covering all inspection and stating in detail any deficiencies noted.
The Contractor shall perform all necessary adjustments and maintenance in accordance with the instruction of the manufacturer's representative. The equipment shall be maintained clean prior to City’s acceptance.
3.03 START-UP
The manufacturer's representative shall inspect, check and adjust, if necessary, before his approval of the installation. The Contractor shall be present when the equipment is placed in operation and thereafter as often as necessary until the equipment installation and operation is satisfactory to the City. Demonstration and instruction of operation shall be provided to City operating personnel. The representative shall furnish to the City, a written report certifying that (1) the equipment has been properly installed, aligned, lubricated and (2) the equipment operates satisfactorily at full load condition.
3.04 TESTS
A laboratory test to be non-witnessed and certification of pump curves by the Manufacturer’s Registered Engineer will be required on each pump. Tests shall be performed on the actual pump and motor supplied.
Readings shall be taken for at least five points from shut-off head.
A field performance test will be required to check the operation of the entire installation. Failure to meet test requirements will be cause for the City to reject the pump.
3.05 PAYMENT
Full compensation for conforming to the requirements of PUMPING EQUIPMENT including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 11100 – TESTING AND STARTUP
PART 1 – GENERAL
1.01 SUMMARY
A. Section Includes:
2. Procedures and actions, required of the Contractor, which are necessary to achieve and demonstrate Substantial Completion.
3. Equipment and system testing and start-up, services of manufacturer's representatives, training the City’s personnel, and final testing requirements for the complete facility.
B. Related Sections include but are not necessarily limited to:
2. Division 1 — General Requirements.
3. Division 11 — Equipment and Associated Materials: All product-specific testing and startup procedures.
4. Section 16000 — Electrical
1.02 CONTRACT REQUIRMENTS
A. Testing, training, and start-up are requisite to the satisfactory completion of the Contract.
B. Complete testing, training, and start-up within the Contract Time.
C. Allow realistic durations in the Progress Schedule for testing, training, and start-up activities.
D. Furnish labor, power, chemicals, tools, equipment, instruments, and services required for and incidental to completing functional testing, performance testing, and operational testing.
E. Provide competent, experienced technical representatives of equipment manufacturers for assembly, installation and testing guidance, and City operator training.
F. Contractor/vendor supplied training and operational testing or start-up of equipment shall not be scheduled for Mondays, Fridays, City observed holidays, or the day immediately before or after City observed holidays, unless otherwise approved in advance by City.
1.03 DEFINITIONS
A. Start-up Plan: A complete outline and schedule of the work that will be performed to meet the requirements of this specification.
B. Factory/Source Performance Testing: Testing which takes place at the supplier's facility to test equipment performance prior to shipment of the equipment to the job site. Factory pump test, or a control panel test, for example.
C. Project Classified System (PCS): A defined part of the Project, consisting of an arrangement of items, such as equipment, structures, components, piping, wiring, materials, or incidentals, so related or connected to form an identifiable, unified, functional, operational, safe, and independent system.
D. General Start-up and Testing: Initial adjustments, alignments, inspections, testing, etc., which are performed to confirm equipment is installed correctly and ready to be operated. Line flush, lubrication check, electrical integrity tests, instrument calibrations, for example.
E. Pre-Demonstration Period/Operational Readiness Testing: The period of time, of unspecified duration after initial construction and installation activities during which Contractor, with assistance from manufacturer's representatives, performs in the following sequence:
1. Finishing type construction work to ensure the Project has reached a state of Substantial Completion.
2. Equipment start-up.
3. Personnel training.
F. Individual Equipment Functional Testing: Individual equipment operating tests which verify proper operation of the equipment. An individual pump functional test would include testing flow, pressure, amps, vibration, motor controls, associated instrument loops, and remote controls, for example.
G. Certification of Proper Installation: A written report from the equipment supplier and the equipment installer which certifies that the equipment tests are complete and the equipment performs satisfactorily.
H. Demonstration Period/System Operational Testing: A period of time, of specified duration, following the Pre-Demonstration Period, during which the Contractor initiates process flow through the facility and starts up and operates the facility, without exceeding specified downtime limitations, to prove the functional integrity of the mechanical and electrical equipment and components and the control interfaces of the respective equipment and components comprising the facility as evidence of Substantial Completion.
1.04 SUBMITTALS
A. See Section 01300 for requirements for the mechanics and administration of the submittal process.
B. Start-up Plan:
1. Submit start-up plan for each piece of equipment and each system not less than 3 weeks prior to planned initial equipment or system start-up. Plan shall address all operating requirements set forth in the Specifications.
2. Provide a Schedule with the Following Activities Identified:
a. Manufacturer's services
b. Installation certifications
c. Operator training
d. Submission of Operation and Maintenance Manual
e. Performance Testing
f. Functional Testing
g. Operational Testing
3. Provide testing plan with test logs for each item of equipment and each system when specified. Include testing of alarms, control circuits, capacities, speeds, flows, pressures, vibrations, sound levels, and other parameters.
5. Provide summary of shutdown requirements for existing systems, which are necessary to complete start-up of new equipment, and systems.
6. Revise and update start-up plan based upon review comments, actual progress, or to accommodate changes in the sequence of activities.
C. Substantial Completion Submittal:
1. File Contractor's Notice of Substantial Completion and Request for Inspection.
2. Approved Operation and Maintenance manuals received by City minimum 1 week prior to scheduled training
3. Written request for City to witness each system pre-demonstration start-up. Request to be received by City minimum 1 week before scheduled training of City’s personnel on that system
4. Equipment installation and pre-demonstration start-up certifications
5. Letter verifying completion of all pre-demonstration start-up activities including receipt of all specified items from manufacturers or suppliers as final item prior to initiation of
Demonstration Period
1.05 FACTORY/SOURCE PERFORMANCE TESTING
A. Test equipment for proper performance at point of manufacture or assembly when specified.
B. Equipment that is to be tested includes, but is not limited to: All pumps 5 HP and larger, all blowers, all mechanical screens, and any equipment specified to be tested elsewhere in these Contract Documents.
1. Demonstrate equipment meets specified performance requirements.
2. Provide certified copies of test results.
3. Do not ship equipment until certified copies have received written acceptance from the City. Written acceptance does not constitute final acceptance.
1.06 COST OF START-UP
A. Contractor to pay all costs associated with Facility start-up.
PART 2 - PRODUCTS - (not applicable to this section)
PART 3 - EXECUTION
3.01 GENERAL
A. Facility Start-up Divided into Two Periods:
1. Pre-Demonstration Period including:
a. Completion of construction work
b. Start-up of Equipment.
c. Training of Personnel.
d. Completion of the filing of all required submittals. e. Filing of Contractor's Notice of Substantial Completion and Request for Inspection.
2. Demonstration Period including:
a. Demonstration of functional integrity of facility or PCS.
3.02 PRE-DEMONSTRATION PERIOD / OPERATIONAL READINESS TESTING A. Completion of Construction Work:
1. Complete the work to bring the Project to a state of substantial completion.
2. Mechanical Systems:
a. Remove rust preventatives and oils applied to protect equipment during construction.
b. Flush lubrication systems and dispose of flushing oils. Recharge lubrication system with lubricant recommended by manufacturer.
c. Flush fuel system (if applicable) and provide fuel for testing and start-up. At completion of test, fill fuel tank.
d. Install and adjust packing, mechanical seals, 0-rings, and other seals.
Replace defective seals.
e. Remove temporary supports, bracing, or other foreign objects installed to prevent damage during shipping, storage, and erection.
f. Check rotating machinery for correct direction of rotation and for freedom of moving parts before connecting driver.
g. Perform cold alignment and hot alignment to manufacturer's tolerances. h. Adjust V-belt tension and variable pitch sheaves.
i. Inspect hand and motorized valves for proper adjustment. Tighten packing glands to insure no leakage, but permit valve stems to rotate without galling.
Verify valve seats are positioned for proper flow direction. j. Tighten leaking flanges or replace flange gaskets. Inspect screwed joints for leakage.
k. Install gratings, safety chains, handrails, shaft guards, and sidewalks prior to operational testing.
3. Electrical Systems:
a. Perform insulation resistance tests on all wiring except 120-volt lighting, wiring, and control wiring inside electrical panels.
b. Perform continuity tests on grounding systems.
c. Test and set switchgear and circuit breaker relays for proper operation. d. Perform direct current high potential tests on all cables that will operate at more than 2,000 volts. Obtain services of an approved, certified independent testing lab to perform tests.
e. Check motors for actual full load amperage draw. Compare to nameplate value.
4. Instrumentation Systems:
a. Bench or field calibrate instruments and make required adjustments and control point settings.
b. Leak test pneumatic controls and instrument air piping. c. Energize transmitting and control signal systems, verify proper operation, ranges and settings.
B. Equipment Start-up:
1. Requirements for individual items of equipment are included in the Plans and Divisions 1 through 16 of these Specifications.
2. Certificate of Proper Installation:
a. At Completion of Functional Testing, Furnish Written Report Prepared and Signed by Manufacturer's Authorized Representative, Certifying Equipment:
1) Has been properly installed, adjusted, aligned, and lubricated. 2) Is free of any stresses imposed by connecting piping or anchor bolts. 3) Is suitable for satisfactory full-time operation under full load conditions. 4) Operates within the allowable limits for vibration.
5) Controls, protective devices, instrumentation, and control panels furnished as part of the equipment package are properly installed, calibrated, and functioning.
6) Control logic for start-up, shutdown, sequencing, interlocks, emergency shutdown, and all other controls have been tested and are properly functioning.
b. Furnish Written Report Prepared and Signed by Electrical and/or Instrumentation Subcontractor Certifying:
1) Motor control logic that resides in motor control centers, control panels,
and circuit boards furnished by the electrical and/or instrumentation subcontractor has been calibrated and tested and is properly operating. 2) Control logic for equipment start-up, shutdown, sequencing, interlocks, emergency shutdown, and all other controls has been tested and is properly operating.
c. Co-sign the reports along with the manufacturer's representative and subcontractors.
3. Prepare the equipment so it will operate properly and safely and be ready to demonstrate functional integrity during the Demonstration Period.
4. Perform Equipment Start-up to extent possible without introducing product flow.
5. Introduce product flow to complete Equipment Start-up for the equipment
6. Procedures include but are not necessarily limited to the following:
a. Test or check and correct deficiencies of:
1) Power, control, and monitoring circuits for continuity prior to connection to power source.
2) Voltage of all circuits.
3) Phase sequence.
4) Cleanliness of connecting piping systems.
5) Alignment of connected machinery.
6) Vacuum and pressure of all closed systems.
7) Lubrication.
8) Valve orientation and position status for manual operating mode. 9) Tankage for integrity using clean water..
10) Pumping equipment using clean water.
11) Instrumentation and control signal generation, transmission, reception, and response.
12) Tagging and identification systems.
13) All equipment: Proper connections, alignment, calibration and adjustment.
b. Calibrate all safety equipment.
c. Manually rotate or move moving parts to assure freedom of movement. d. "Bump" start electric motors to verify proper rotation. e. Perform other tests, checks, and activities required to make the equipment ready for Demonstration Period.
f. Documentation:
1) Prepare a log showing each equipment item subject to this paragraph and listing what is to be accomplished during Equipment Start-up. Provide a place for the Contractor to record date and person accomplishing required work. Submit completed document before requesting inspection for Substantial Completion certification.
7. Obtain certifications, without restrictions or qualifications, and deliver to City:
a. Manufacturer's equipment installation check letters.
b. Instrumentation Supplier's Instrumentation Installation Certificate.
C. Personnel Training.
1. See individual equipment specification sections.
2. Provide operations and maintenance training for items of mechanical, electrical and instrumentation equipment. Utilize manufacturer's representatives that are appropriately trained as instructors, to conduct training sessions. Coordinate with City to develop content for training sessions.
3. Coordinate training sessions to prevent overlapping sessions. Arrange sessions so that individual operators and maintenance technicians do not attend more than 2 sessions per week.
4. Contractor shall coordinate the training periods with City personnel and manufacturer's representatives, and shall submit a training schedule for each piece of equipment or system for which training is to be provided. Such training schedules shall be submitted not less than 21 calendar days prior to the time that the associated training is to be provided and shall be based on the current plan of operation.
5. Conduct all personnel training after satisfactory completion of functional testing for the equipment for which training is being conducted.
a. Personnel training on individual equipment or systems will not be considered completed unless:
1) All pre-training deliverables are received and approved before commencement of training on the individual equipment or system. 2) No system malfunctions occur during training.
3) All provisions of field and classroom training specifications are met. b. Training not in compliance with the above will be performed again in its entirety by the manufacturer at no additional cost to City.
6. Field and classroom training requirements:
a. Hold classroom training on-site or at other City approved location within the City. b. Notify each manufacturer specified for on-site training that training sessions will be video recorded. Organize each training session in a format compatible with video recording. Contractor shall record the training. c. Training instructor: Factory trained and familiar with giving both classroom and "hands-on" instructions.
d. Training instructors: Be at classes on time. Session beginning and ending times to be coordinated with the City and indicated on the master schedule. Normal time lengths for class periods can vary, but brief rest breaks should be scheduled and taken.
e. Organize training sessions into maintenance verses operation topics and identify on schedule.
f. Plan for minimum class attendance of 10 people at each session and provide sufficient classroom materials, samples, and handouts for those in attendance.
g. Instructors to have a typed agenda and well prepared instructional material.
The use of visual aids, e.g., films, pictures, and slides is recommended for use during the classroom training programs. Deliver agendas to the City a minimum of 7 days prior to the classroom training. Provide equipment required for presentation of films, slides, and other visual aids.
h. In the on-site training sessions, cover the information required in the Operation and Maintenance manuals submitted according to Section 01300 and the following areas as applicable to PCS's.
1) Operation of equipment.
2) Lubrication of equipment.
3) Maintenance and repair of equipment.
4) Troubleshooting of equipment.
5) Preventive maintenance procedures.
6) Adjustments to equipment.
7) Inventory of spare parts.
8) Optimizing equipment performance.
9) Capabilities.
10) Operational safety.
11) Emergency situation response.
12) Takedown procedures (disassembly and assembly).
i. Address above Paragraphs 1), 2), 8), 9), 10), and 11) in the operation sessions. Address above Paragraphs 3), 4), 5), 6), 7), and 12) in the maintenance sessions.
j. Maintain a log of classroom training provided including: Instructors, topics, dates, time, and attendance.
D. Complete the filing of all required submittals:
1. Shop Drawings.
2. Operation and Maintenance Manuals.
3. Training material.
E. Filing of CONTRACTOR's Notice of Substantial Completion and Request for Inspection of Project or PCS:
1. File the notice when the following have been completed:
a. Construction work (brought to state of Substantial Completion). b. Equipment Start-up.
c. Personnel Training.
d. Submittal of required documents.
2. City will review required submittals for completeness within 5 calendar days of Contractor's notice. If complete, City will complete inspection of the Work, within 10 calendar days of Contractor's notice.
3. City will inform Contractor in writing of the status of the Work reviewed, within 14 calendar days of Contractor's notice.
a. Work determined not meeting state of Substantial Completion:
1) Contractor: Correct deficiencies noted or submit plan of action for correction within 5 days of City's determination.
2) Engineer: Reinspect work within 5 days of Contractor's notice of correction of deficiencies.
3) Reinspection costs incurred by Engineer will be billed to City who will deduct them from final payment due Contractor.
b. Work determined to be in state of tentative Substantial Completion: Engineer to prepare tentative "Engineer's Certificate of Substantial Completion." c. Engineer's Certificate of Substantial Completion:
1) Certificate tentatively issued subject to successful Demonstration of functional integrity.
2) Issued for Project as a whole or for one or more PCS. 3) Issued subject to completion or correction of items cited in the certificate (punch list).
4) Issued with responsibilities of City and Contractor cited. 5) Executed by Engineer.
6) Accepted by City.
7) Accepted by Contractor.
d. Upon successful completion of Demonstration Period, Engineer will endorse certificate attesting to the successful demonstration, and citing the hour and date of ending the successful Demonstration Period of functional integrity as the effective date of Substantial Completion.
3.03 DEMONSTRATION PERIOD / SYSTEM OPERATIONAL TESTING
A. General:
1. Contractor and City shall jointly develop and coordinate equipment system operational testing. Operation shall comply with the requirements set forth in the Specifications.
2. Conduct operational test of the entire facility after completion of operator training.
Demonstrate the functional integrity of the mechanical, electrical, and control interfaces of the respective equipment and components comprising the facility and satisfactory operation of equipment and systems in actual operation as evidence of Substantial Completion.
3. Duration of Demonstration Period: 7 consecutive days, unless longer duration is specified elsewhere for particular processes
4. Contractor will provide power, fuel, and other consumables for duration of test.
5. Immediately correct defects in material, workmanship, or equipment which became evident during the operational test.
6. Repeat operational test when malfunctions or deficiencies cause shutdown or partial operation of the facility or results in performance that is less than specified.
7. In the event an item of equipment cannot be tested continuously for seven (7) days, provide information for an alternative test, or modify the seven (7) day test pe riod with approval from the City. For high horsepower equipment where testing will impact Time of Use (TOU) energy limitations, describe an intermittent test procedure. Identify TOU constraints.
8. City will provide operational personnel to provide process decisions affecting plant performance. City’s assistance will be available only for process decisions. Contractor will perform all other functions including but not limited to equipment operation and maintenance until successful completion of the Demonstration Period.
9. City reserves the right to simulate operational variables, equipment failures, routine maintenance scenarios, etc., to verify the functional integrity of automatic and manual
backup systems and alternate operating modes.
10. Time of beginning and ending any Demonstration Period shall be agreed upon by Contractor, City, and Engineer in advance of initiating Demonstration Period.
11. Throughout the Demonstration Period, provide knowledgeable personnel to answer City’s questions, provide final field instruction on the systems and to respond to any system problems or failures which may occur.
12. Provide all labor, supervision, utilities, chemicals, maintenance, equipment, vehicles or any other item necessary to operate and demonstrate all systems being demonstrated.
3.04 RECORD KEEPING
A. Maintain and Submit Following Records Generated During Start-up and Testing Phase of Project:
1. Daily logs of equipment testing identifying all tests conducted and outcome.
2. Logs of time spent by manufacturer's representatives performing services on the job site.
3. Equipment lubrication records.
4. Electrical phase, voltage, and amperage measurements.
5. Insulation resistance measurements.
6. Data sheets of control loop testing including testing and calibration of instrumentation devices and setpoints.
3.05 PAYMENT
There will be no separate measurement and payment for TESTING AND STARTUP. Full compensation for conforming to the requirements of TESTING AND STARTUP shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 11200 - STRUCTURAL STEEL AND MISCELLANEOUS METALWORK PART 1 - GENERAL
1.01 DESCRIPTION
This section describes materials and installation of structural steel, connecting bolts and stainless steel fasteners.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Below Grade Concrete Structures: 03300.
B. Painting and Coating: 09900.
1.03 SUBMITTALS
Shop drawings shall be submitted in accordance with Section 01300 and the following.
A. Submit drawings of fabricated items, such as pipe supports, bolts and concrete anchors. Show dimensions and reference materials of construction by ASTM designation and grade.
PART 2 - MATERIALS
2.01 STRUCTURAL STEEL
Material for all purpose bolted or welded construction shall conform to ASTM A 36.
2.02 ALUMINUM
Structural shapes, plates, and grating shall conform to ASTM B 308, Alloy 6061-T6. Plates and sheets shall conform to ASTM B 209. Tubing shall conform to ASTM B 241.
2.03 STEEL BOLTS
Steel anchor and connection bolts shall conform to ASTM A 307, Grade A 4 and shall be fitted with self-locking nuts or lock washers and plain nuts and shall be galvanized.
2.04 BEVELED WASHERS
Washers for American Standard beams and channels shall be square or rectangular, tapered in thickness, smooth, and hot-dipped galvanized conforming to ASTM A 436.
2.05 GALVANIZING
Zinc coating for all plates, bolts, anchor bolts, and threaded parts shall be hot-dipped coated in accordance with ASTM A 153. Structural steel and pipe shall be zinc coated in accordance with ASTM A 123.
2.06 STAINLESS STEEL MATERIALS
Except where otherwise specified, stainless steel plate, members, and washers shall be Type 316, ASTM A 167. Bolts shall be ASTM A 193, Grade B8M. Nuts shall be ASTM A 194, Grade 8M.
2.07 WELDING ELECTRODES
Welding electrodes for structural steel shall conform to AWS A5.5. Use electrodes in the E-70 series. Welding electrode for aluminum shall be 4043 filler metal and Type 347 electrode for stainless steel.
2.08 LADDERS
A. General: Ladders shall be fabricated as shown on the Plans and shall comply with OSHA Safety Standards. Ladders shall be of aluminum alloy or stainless steel where indicated on the Plans.
Ladder hardware shall be stainless steel.
B. Safety Devices: When indicated on the Plans, a safety climb device (ladder fall prevention device) shall be provided, consisting of a SAF-T-NOTCH rail, standard attaching parts, SAF-T-LOK sleeve, SAF-T-CLIMB removable extension, and two complete safety belt assemblies. The device shall comply with OSHA requirements and shall be SAF-T-CLIMB as manufactured by Air Space Devices Norton Co., Bilco Safety Ladder-up (LU-3), or approved equal. All safety climb device
assemblies and parts shall be fabricated of Type 304 stainless steel.
2.09 CONCRETE ANCHORS
Drilled anchors shall be Type 316, stainless steel wedge anchors, unless otherwise indicated, as manufactured by Phillips Drill Company or approved equal. Where steel anchors are indicated, they shall be a one-piece design with expander ring consisting of steel zinc coated and chrome plated as manufactured by McCullough Industries, Inc., Kwik Bolt, Hilti or approved equal.
2.10 ACCESS HATCHES
Steel access hatches of the size and type indicated on the Plans, and equipped with recessed staple for padlock with bolted lid, shall be provided as manufactured by U.S.F. FABRICATION INC. or approved equal.
2.11 GRATING
Grating shall be steel. Main bars shall be of the size and thickness indicated on the Plans.
PART 3 - EXECUTION
3.01 FABRICATION AND ERECTION
A. Miscellaneous metal items shall be fabricated to straight lines and true curves. Drilling and punching shall not leave burrs or deformations. Permanent connections shall be welded continuously along the entire area of contact. Exposed work shall have a smooth finish with welds ground smooth. Joints shall have a close fit with corner joints coped or mitered and shall be in true alignment. Unless specifically indicated, there shall be no bends, twists, or open joints in any finished member nor any projecting edges or corners at intersections. Fastenings shall be concealed wherever possible. Built- up parts shall be free of wrap. Exposed ends and edges of metal shall be slightly rounded. All boltholes shall be 1/16 inch in diameter larger than bolt size. Cast-in-place bolt locations shall be measured in the field before drilling companion holes in structural steel beam or assembly.
B. Surfaces of metalwork to be in contact with concrete shall be cleaned of rust, dirt, grease, and other foreign substances before placing concrete.
C. Embedded metalwork shall be set accurately in position when concrete is placed and supported rigidly to prevent displacement or undue vibration during or after the placement of concrete. Unless otherwise specified, where metalwork is to be installed in recesses in formed concrete, said recesses shall be made, metalwork installed, and recesses filled with dry-pack mortar in conformance with Section 03300.
3.02 LADDERS
Ladder rungs shall have a minimum diameter of 3/4-inch. The distance between rungs, cleats, and steps shall not exceed 12-inches and shall be uniform throughout the length of the ladder. The minimum clear length of rungs or cleats shall be 16-inches. Ladders shall be mounted to provide clearance in back of ladder so that the distance from the centerline of rungs, cleats, or steps to the nearest permanent object in back of the ladder shall be not less than 7-inches.
3.03 COMMON MACHINE BOLTS
A. Bolts shall be inserted accurately into the boltholes without damaging the thread. Boltheads shall be protected from damage during driving. Boltheads and nuts shall rest squarely against the metal.
Where bolts are to be used on beveled surfaces having slopes greater than 1 to 20 with a plane normal to the bolt axis, beveled washers shall be provided to give full bearing to the head or nut.
Where self-locking nuts are not furnished, bolt threads shall be upset to prevent the nuts from backing off.
B. Bolts shall be of the length that will extend entirely through but not more than 1/4 inch beyond the nuts.
Boltheads and nuts shall be drawn tight against the work. Boltheads shall be tapped with a hammer while the nut is being tightened. After having been finally tightened, the nuts shall be locked.
3.04 ANCHOR BOLTS AND ANCHORS
A. Bolts and anchors shall be preset by the use of templates. Concrete anchors shall not be used where cast-in-place anchor bolts are called for.
B. After anchor bolts have been embedded, bolt threads shall be protected by applying grease and by having the nuts screwed on until the time of installation of the equipment or metalwork.
3.05 CONTROL OF FLAME CUTTING
The use of a gas-cutting torch in the field for correcting fabrication errors on any member in structural framing shall not be permitted. A flame-cutting torch shall be used only on minor members, when the member is not under stress.
3.06 REPAIR OF GALVANIZED SURFACES
Damaged galvanized metal surfaces shall be repaired or replaced at no additional cost to the City. Repair of galvanized surfaces shall be accomplished by use of DRYGALV as manufactured by the American Solder and Flux Company; Cold Galvanizing Repair Compound as manufactured by Rust-Oleum, applied in accordance with the manufacturer's instructions; or approved equal.
3.07 STORAGE OF MATERIALS
Structural material, either plain or fabricated, shall be stored above ground on platforms, skids, or other supports. Material shall be kept free from dirt, grease, and other foreign matter and protected from corrosion.
3.08 WELDING
A. Welding on steel shall be performed by the Shielded Metal Arc Welding (SMAW) process. Welding procedures shall comply with AWS B3.0.
B. Welding on aluminum shall be performed by the Gas Metal Arc (MIG) or Gas Tungsten Arc (TIG) process, per the AWS Welding Handbook.
3.09 CORROSION PROTECTION
Aluminum surfaces that are in contact with or embedded in concrete shall be coated in accordance with Section 09900, Painting and Coating. Coating shall be allowed to dry before placing in or against concrete.
3.10 PAYMENT
Full compensation for conforming to the requirements of STRUCTURAL STEEL AND MISCELLANEOUS METALWORK including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 11300 - BASIC MATERIALS AND METHODS
PART 1 - GENERAL
1.01 SUBSEQUENT SECTIONS
All work specified under this section of the specifications applies to all following sections of this division. All work shall be in accordance with applicable SSPWC, ASTM/ANSI, and AWWA standards.
PART 2 - PRODUCTS
2.01 PIPING, FITTINGS, AND JOINTS
Refer to subsequent sections for materials used.
2.02 EQUIPMENT IDENTIFICATIONS
A. Materials
Bakelite engraved plates or tags and chains or stencils.
A. Dimensions
Letter 1/4-inch minimum height.
PART 3 - EXECUTION
3.01 PIPING IN GENERAL
Follow arrangement shown on Plans, but with necessary modifications to make a neat appearance and to coordinate with other work.
Verify dimensions of all valves, fittings, and equipment, and coordinate with measurements made at the site so that the piping system will fit together properly.
If pipe size is not clearly evident on Plans, request clarification in writing from City.
Run piping concealed in finished areas and exposed in unfinished areas unless otherwise noted.
Allow at least 1-½” inch between finish covering and adjacent lines and between finish covering and other work.
Do not locate fittings or joints above electrical panels or switch gear.
3.02 HANGARS AND SUPPORTS
Drilling of holes for anchors, supports, hangars, piping, etc. in the structure in general will be permitted only where approved by the City. The Contractor shall secure permission from the City Representative prior to starting the drilling at each location. Install inserts as required to minimize drilling.
Install hangars so as not to interfere with free expansion and contraction of piping. Hang pipe with its weight properly distributed between hangars so as to prevent excessive deflection and stress in either pipe or the supporting member.
3.03 VIBRATION ISOLATION
Select and install all equipment, duct work and piping to avoid noise transmi ssion to structure, ducts, or piping. Alter or replace any installation giving an unacceptable noise level at no additional charge.
3.04 PIPE AND DUCT SLEEVES
Furnish and properly set in forms all sleeves and boxes required for ducts and piping passing t hrough concrete slabs. Determine proper location and locate all sleeves, boxes, recesses, chases, bases, inserts and openings in advance of construction, or obtain permission and pay for approved cutting, patching and restoring to prior condition.
3.05 PIPING SPECIALISTS
Install according to manufacturer's instructions.
3.06 STRAINERS
Clean all baskets of strainers after initial system fill and cleaning.
3.07 VALVES
All valves will have type ends and stems specified or indicated on the project Plans or as required by the equipment connections.
Provide shutoff valves where shown on the Plans and on each piece of equipment or appliance so that the supply and return services can be shut off to remove the equipment of appliance without disturbing the piping systems. Locate valves easily accessible to operator or equipment.
3.08 CONCRETE BASES
Be responsible for proper size and location of all equipment bases and furnish all required materials.
Furnish approved anchor bolts. Bolts securely embedded. Shim, level and align equipment bedplates using approved non-shrink grout.
3.09 EXPANSION COMPENSATION
Expansion joints or loops are required in piping in length where bends and turns do not take up the expansion without abnormal stress to the piping. Install guides and anchors as recommended by manufacturer to give complete system.
Install all pipes to allow for expansion using offsets, swing joints, expansion joints or loops, as shown or as necessary to prevent undue strain on piping or damage to adjacent construction.
Locate guides in accordance with expansion joint manufacturer's instructions. As a minimum, locate one guide 4 diameters and a second guide 14 diameters from each side of expansion joint or loop except where the joint is located close to an anchor which would eliminate the need for one of the guides.
Install anchors at both ends of pipe lengths served by expansion joints or loops so the pipe will expand toward the expansion joint without damaging the building construction.
Piping shall have sufficient flexibility to absorb all thermal expansion without cold springing. Do not cold spring piping without specific instructions from the City.
3.10 GAUGES, TEST PLUGS
Provide gauges and test plugs where called for.
3.11 CUTTING AND PATCHING
Locate and verify all openings required in new construction for installation of the work and arrange with other trades for provision of same in the correct sizes and at proper locations. Failure to make such arrangements will cause the cost of cutting and patching to be borne by the Contractor, with all cutting and drilling to be performed by trades skilled in the work and in a manner approved by the City.
3.12 PAINTING
Thoroughly clean and prepare for painting the surfaces of all equipment and materials. Painting will be performed under another division of these specifications except as otherwise indicated.
Where equipment, specialists, and apparatus is provided with factory finish either as the manufacturer's standard or as may be specified in this division, protect such factory finish throughout the construction period. Repair or touch up the blemishes to match original finish.
3.13 INSERTS, ANCHORS AND SUPPORTS
Provide all required inserts, hangers, fasteners and fixtures needed for support and installation of the work.
Embedded inserts, individual rod type or continuous channel with flanges or other provisions designed to provide secure anchorage, shall be provided for concrete construction where possible.
3.14 PAYMENT
Full compensation for conforming to the requirements of BASIC MATERIALS AND METHODS including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 11400 - HANGERS AND SUPPORTS
PART 1 - GENERAL
1.01 DESCRIPTION
This section describes the installation of hangers and supports. Install hangers and supports at locations as shown on the Plans and all other locations where piping may require additional support. Where not shown on Plans, install in accordance with the following specifications. Install hangers so as not to interfere with free expansion and contraction of piping. Hang pipe with its weight properly distributed between hangers so as to prevent excessive deflection and stress in either pipe or the supporting member. Piping hangers shall be standard manufactured items, manufactured in accordance with Manufacturers Standardization Society MSS SP-58 Pipe Hangers and Supports - Materials and Design.
PART 2 - MATERIALS
2.01 PIPE SUPPORTS AND PIPE HANGERS
Pipe supports and pipe hangers shall be of standard manufacture and provided as shown on the Plans or otherwise required. All hanger inserts shall be stainless steel unless otherwise indicated on the Plans.
Hangers shall be as indicated on the Plans, or if not indicated on the Plans, shall be as follows:
Hangers shall be Grinnel Figure 260 or Bergen-Paterson Pipe Support Corp., Figure 100 clevis hangers, or equal with threaded rods sized according to the hanger manufacturer's recommendations and stainless steel concrete inserts, such as Grinnel Figure 152. All bolts, nuts, washers and miscellaneous hardware shall be stainless steel.
Steel pipe supports shall be Grinnel Pipe Support, Figure 264, PTP Figure 46, Elcen Figure 50 or equal, adjustable pipe supports on pipe standards with base.
PART 3 - EXECUTION
3.01 PIPE SUPPORT SPACINGS
Exposed piping shall be provided with supports as indicated on the Plans. In addition to supports indicated on the Plans, exposed piping shall be supported at intervals not to exceed 4 feet on all horizontal/vertical runs.
3.02 CONCRETE SUPPORTS
Where concrete supports are used under piping, the supports shall be placed one inch low; then the next day or later the piping grouted in place with non-shrink grout. Non-shrink grout shall be used under the floor flanges to give level bearing, and floor flanges shall be bolted to the floor with two bolts, cast in the concrete, if possible, or using Phillips Flush Shells, or equal.
3.03 VALVES AND FITTING SUPPORTS
A support shall be provided for each pipe at or near the point where it is connected to machinery or valves.
3.04 PIPE SUPPORTS - WALL BRACKET
Unless otherwise specified on the Plans, pipe shall be supported on a wall by bracket. Bracket must be stainless steel, Grinnel Products, Figure 213 for flange brackets, or Figure 194 or 195 or equal for wall support of proper size and type for load, or equal.
3.05 VERTICAL LINES
Support at bases using either a suitable hanger in a horizontal line near the riser or a base type fitting set on a pedestal foundation or support.
3.06 PAYMENT
Full compensation for conforming to the requirements of HANGERS AND SUPPORTS including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 11500 - WELLWASHERUSA SYSTEM
PART 1 - GENERAL
1.01 DESCRIPTION
This section describes the materials and installation of WellWasherUSA Assembly.
1.02 GENERAL
The WellWasherUSA assembly shall be connected to a source of clean potable water and have an approved backflow prevention device and a solenoid valve wired to pump station controls as shown on the Plans.
1.03 APPROVED MANUFACTURER
WellWasherUSA, 1241 Lakeview St., Suite T, Anaheim, CA 92807 PART 2 – MATERIALS
2.01 GENERAL
The WellWashserUSA Assembly shall be new and of current manufacture design.
2.02 ROTATING HEAD
The rotating head assembly shall be AustLon C100/Nylon Polymer.
2.03 SPRAY NOZZLE
The spray nozzle shall be 316 Stainless Steel.
2.04 MOUNTING ARM
The extendable mounting arm shall be 316 Stainless Steel.
2.05 MOUNTING BRACKETS
The guide rail mounting brackets shall be 316 Stainless Steel.
2.06 LIFTING CHAINS
The Lifting chains and retainers shall be 316 Stainless Steel.
2.07 BOLTS
All bolts shall be 316 Stainless Steel.
2.08 FLEXIBLE HOSING
3/4-inch flexible hosing shall be Gates Adaptaflex
2.09 SOLENOID
Solenoid shall be 24V AC
PART 3 - EXECUTION
3.01 INSTALLATION OF WELLWASHERUSA SYSTEM
WellWasher Assembly shall be guide rail mounted. The well washing arm shall be 3-feet above the High Water Level and centered inside the wet well. A removable 14-inch long extension bar shall be used as required to center the wellwasher assembly in the wet well manhole to the satisfaction of the City. As part of the Well Washer System, an Electronic Water Saver shall be provided with the Assembly and integrated with the pump control board. The contractor shall program the Electronic Water Saver per the direction of the City.
The Contractor shall be responsible for the complete supply and installation of the WellWasherUSA System.
The Contractor shall supply and install all other items related to the WellWasher Assembly including but not limited to Guide Rail Mounting Brackets, bolts, S.S. chains, pipe work, Electronic Water Saver flexible hosing, solenoid, wiring/conduit, and connections to the WellWasher Assembly and water source.
The Contractor shall manually adjust the water spray jets in the field until the City is satisfied with the trajectories and speed of rotation of the WellWasher System.
3.02 OPERATION
The WellWasherUSA assembly shall be capable of being programmed to use the timer via the Electronic Water Saver or to come on with each pump cycle.. When operated during each pump cycle, the solenoid valve shall be operated via a relay in the pump control board, so that is opens when the pumps turn on, and the solenoid valve shuts off when the pumps turn off.
3.03 PAYMENT
Full compensation for conforming to the requirements as specified in Special Conditions Section 11500 - WELLWASHERUSA SYSTEM including all labor, tools, equipment, and materials necessary for doing the work, shall be considered as included in the contract unit price bid for the various items of work involved and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 11600 - HATCH DOORS
PART 1 - GENERAL
1.01 DESCRIPTION
The Contractor shall furnish and install wet well and valve vault doors and hatches and associated appurtenances as shown on the Project Plans with full warranty for the service herein specified.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Section 01300 - Submittals
B. Section 11200 – Structural Steel and Miscellaneous Metalwork
1.03 QUALITY ASSURANCE
Manufacturer shall provide a full warranty for service and shall guarantee against defects in material or workmanship for a period of five years.
1.04 SUBMITTALS
The Contractor shall submit shop drawings with the following information included:
A. Layout Plans and sections, dimensions, size and locations of all appurtenances; list of materials, finishes and protective coating systems; design criteria and bearing conditions; connection and anchorage details.
PART 2 - PRODUCTS
2.01 WET WELL AND VALVE VAULT HATCH DOORS
Wet well and valve vault hatch doors shall be U.S.F. FABRICATION INC “DT-AHD"-type doors (or City approved equal) of double leaf construction in sizes shown on the Plans. Covers shall be steel diamond pattern plate reinforced to withstand AASHTO H20-44 wheel load.
2.02 COVER
Covers shall be bolted to frame with 316 stainless steel allen-head bolts to allow for direct traffic loading.
The allen-head bolts shall be tightened to 25 foot pounds of torque and securely fastened using Loctite 242 whenever the cover is closed. The cover shall be equipped with a steel flush lifting handle and 316 stainless steel hold-open arm with red vinyl grip that automatically keeps the cover in its open/upright position.
Covers shall be fitted with the required number and size of open, stainless steel, bolt-on vertical compression springs for easy opening.
2.03 SAFETY CHAIN
A safety barrier shall be provided on three accessible sides of the hatch. The barriers shall consist of three lengths of 3/16-inch diameter stainless steel welded loop chain which shall be attached by stainless steel S- hooks to two removable aluminum post in the front corners of the hatch frame as well as the outward corners of the door leaf as manufactured by U.S.F. Fabrication Inc. or approved equal.
2.04 HATCH SAFETY NET
A safety net made of super strong polyester netting shall be provided. The safety netting shall attach to aluminum angle anchors that are on the frame by stainless steel hardware that resist corrosion. Installation shall be per manufacturer recommendations. Safety net shall be manufactured by U.S. F. Fabrication Inc. or approved equal.
2.05 NUT RAIL
A nut rail shall be installed on the hatch frame per manufacture recommendations.
2.06 HARDWARE
All hardware shall be #316 stainless steel, including all fasteners, recessed pins and lugs, tamper resistant hinges, springs, lifting mechanism, supports, safety chains, snap lock and lock strike, and all appurtenances.
PART 3 - EXECUTION
3.01 HATCH DOORS AND ASSEMBLY
The hatch doors, assembly, and appurtenances shall be delivered complete and ready for installation into the wet well and valve vault top slab prior to pouring of the concrete.
Installation shall conform to manufacturer's recommendations and these specifications. A manufacturer's representative shall inspect door installation prior to pouring of the concrete and shall submit in writing to the City a letter of certification of proper installation.
Hatch doors will be installed in a corrosive environment. Finishes and protective coatings should be included to guard against corrosion. Included in protective coatings are bituminous and enamel coating systems.
3.02 COORDINATION
Coordination between manufacturers and suppliers shall be the responsibility of the Contractor. All installations shall be in accordance with these specifications.
3.03 PAYMENT
Full compensation for conforming to the requirements of HATCH DOORS including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
DIVISION 14 – SEWER
SECTION 14043 – SEWER - LEAKAGE AND INFILTRATION TESTING OF NON-PRESSURE PIPELINES PART - 1 GENERAL
1.01 DESCRIPTION
This section describes the requirements and procedures for leakage and infiltration testing of gravity sewer systems, in accordance with the Standard Specifications for Public Works Construction (SSPWC) latest edition and NCPI air test tables, ANSI/ASTM C828, Standard Test Methods for Low Pressure Air Test of Vitrified Clay Pipelines, and as otherwise specified herein.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Sewer - Pressure Testing of Gravity Main: 14107.
B. Sewer - Vitrified Clay Pipe and Associated Materials: 14059 C. Sewer – Polyvinyl Chloride (PVC) Pipe: 14050
1.03 TESTING
A. General: All tests shall be made in the presence of the City.
B. Leakage: Each section of sewer main and associated house laterals between two successive manholes shall be tested for leakage and the leakage test shall be made on all sections of sewer.
C. Infiltration: The infiltration test shall be made where excessive groundwater is encountered.
D. Retesting: Even though a section may have previously passed the leakage or infiltration test, each section of sewer shall be tested subsequent to the last backfill compacting operation if, in the opinion of the City, heavy compaction equipment or any of the operations of the Contractor or others may have damaged or affected the structural integrity or watertightness of the pipe, structure, and appurtenances.
E. Other Utilities: Official tests will not be made until after all the other utilities have been installed and their trench compaction verified.
F. Excessive Leakage or Infiltration: If the leakage or infiltration rate is greater than the amount specified, the pipe joints shall be repaired or, if necessary, the pipe shall be removed and relaid and/or replaced by the Contractor.
G. Acceptance: The sewer will not be accepted until the leakage or infiltration rate, as determined by test, is less than the maximum allowable.
H. House Laterals: When house laterals are added after the sewer main has been constructed by connecting to a previously installed wye fitting or to a new saddle fitting, the new house lateral shall be plugged at the sewer main by use of a wye fitting and water tested to the satisfaction of the City.
PART 2 - MATERIALS
The Contractor shall furnish all equipment and materials required for testing.
PART 3 - EXECUTION
3.01 AIR TEST FOR VCP GRAVITY SEWERS
A. Test Section: Each section of sewer main and laterals between two successive manholes shall be tested by plugging all pipe outlets with suitable test plugs. All test plugs shall be secured in place to prevent movement or slippage.
B. Addition of Air: Air shall be slowly added until the internal pressure is raised to 4.0 pounds per square inch gage (psig). The compressor used to add air to the pipe shall have a blowoff valve set at 5 psig to ensure that at no time the internal pressure in the pipe exceeds 5 psig.
C. Internal Pressure: The internal pressure of 4 psig shall be maintained for at least two minutes to allow the air temperature to stabilize, after which the air supply shall be disconnected and the pressure allowed to decrease to 3.5 psig.
D. Minimum Time for Allowable Pressure Drop: The time in seconds that is required for the internal air pressure to drop from 3.5 psig to 2.5 psig shall be measured and the results compared with the minimum permissible pressure holding times indicated in the following tables.
E. Retest: If the pressure drop from 3.5 psig to 2.5 psig occurs in less time than specified, the pipe shall be repaired and, if necessary, replaced and/or relaid until the joints and pipe shall hold satisfactorily under this test.
AIR TEST TABLES
(courtesy of NATIONAL CLAY PIPE INSTITUTE )
MINIMUM HOLDING TIME IN SECONDS REQUIRED FOR PRESSURE TO DROP FROM 3 1/2 TO 2 1/2 PSIG
PIPE DIAMETER
(FOR USE WHEN TESTING ONE DIAMETER ONLY)
_____________________________________________________________________________________________
LENGTH 4" 6" 8" 10" 12" 15" 18" 21" 24" 27" 30" 33" 36" 39" _____________________________________________________________________________________________
25 4 10 18 28 40 62 89 121 158 200 248 299 356 418
50 9 20 35 55 79 124 178 243 317 401 495 599 713 837
75 13 30 53 83 119 186 267 364 475 601 743 898 1020 1105 100 18 40 70 110 158 248 356 485 634 765 851 935 1020 1105 125 22 50 88 138 198 309 446 595 680 765 851 935 1020 1105 150 26 59 106 165 238 371 510 595 680 765 851 935 1020 1105 175 31 69 123 193 277 425 510 595 680 765 851 935 1020 1105 200 35 79 141 220 317 425 510 595 680 765 851 935 1020 1105 225 40 89 158 248 340 425 510 595 680 765 851 935 1020 1105 250 44 99 176 275 340 425 510 595 680 765 851 935 1020 1105 275 48 109 194 283 340 425 510 595 680 765 851 935 1020 1105 300 53 119 211 283 340 425 510 595 680 765 851 935 1020 1105 350 62 139 227 283 340 425 510 595 680 765 851 935 1020 1105 400 70 158 227 283 340 425 510 595 680 765 851 935 1020 1105 450 79 170 227 283 340 425 510 595 680 765 851 935 1020 1105 500 88 170 227 283 340 425 510 595 680 765 851 935 1020 1105 550 97 170 227 283 340 425 510 595 680 765 851 935 1020 1105 600 104 170 227 283 340 425 510 595 680 765 851 935 1020 1105 650 113 170 227 283 340 425 510 595 680 765 851 935 1020 1105 _____________________________________________________________________________________________ _
LENGTH OF 6” DIAMETER MAIN LINE IN FEET
LENGTH 25 50 75 100 125 150 175 200 225 250 275 300 400 500 OF 4”
LATERAL
25 14 24 34 44 54 64 74 84 94 103 113 123 163 168
50 19 29 39 48 58 68 78 88 98 108 118 128 166 167
75 23 33 43 53 63 73 83 92 102 112 122 132 164 165 100 28 37 47 57 67 77 87 97 107 117 127 136 162 163 125 32 42 52 62 72 81 91 101 111 121 131 141 160 162 150 36 46 56 66 76 86 96 106 116 125 135 145 159 161 175 41 51 61 70 80 90 100 110 120 130 140 150 157 159 200 45 55 65 75 85 95 105 114 124 134 144 153 156 158 225 50 59 69 79 89 99 109 119 129 139 149 151 154 157 250 54 64 74 84 94 103 113 123 133 143 149 150 153 156 275 58 68 78 88 98 108 118 128 138 146 147 149 152 155 300 63 73 83 92 102 112 122 132 142 145 146 147 151 154 350 72 81 91 101 111 121 131 140 141 143 144 145 149 152 400 80 90 100 110 120 130 136 138 139 141 142 143 147 150 450 89 99 109 119 129 132 134 136 138 139 141 142 145 149 500 98 108 118 126 129 131 133 135 136 138 139 140 144 147
LENGTH OF 8" DIAMETER MAIN LINE IN FEET
LENGTH 25 50 75 100 125 150 175 200 225 250 275 300 400 500 OF 4"
LATERAL
25 22 40 57 75 92 110 128 145 163 180 198 216 223 224 50 26 44 62 79 97 114 132 150 167 185 202 218 220 221 75 31 48 66 84 101 119 136 154 172 189 207 214 217 219 100 35 53 70 88 106 123 141 158 176 194 209 211 214 216 125 40 57 75 92 110 128 145 163 180 198 206 207 211 214 150 44 62 79 97 114 132 150 167 185 201 202 204 209 212 175 48 66 84 101 119 136 154 172 189 197 199 201 206 210 200 53 70 88 106 123 141 158 176 192 194 197 199 204 208 225 57 75 92 110 128 145 163 180 189 192 194 196 202 206 250 62 79 97 114 132 150 167 183 186 189 191 193 200 204 275 66 84 101 119 136 154 172 181 184 187 189 191 198 202 300 70 88 106 123 141 158 174 178 181 184 187 189 196 200 350 79 97 114 132 150 166 170 174 177 180 183 185 192 197 400 88 106 123 141 157 162 166 170 174 176 179 181 189 194 450 97 114 132 148 154 159 163 167 170 173 176 178 186 191 500 106 123 140 146 151 156 160 164 167 170 173 175 183 189
LENGTH OF 8" DIAMETER MAIN LINE IN FEET
LENGTH 25 50 75 100 125 150 175 200 225 250 275 300 400 500 OF 6"
LATERAL
_____________________________________________________________________________________________ 25 28 45 63 80 98 116 133 151 168 186 204 221 224 225 50 37 55 73 90 108 126 143 161 178 196 214 220 222 223 75 47 65 83 100 118 135 153 171 188 206 217 217 220 221 100 57 75 93 110 128 145 163 181 198 214 214 215 218 220 125 67 85 102 120 138 155 173 190 208 211 212 213 216 218 150 77 95 112 130 148 165 182 200 207 209 210 211 214 217 175 87 105 122 140 157 175 192 204 206 207 208 209 213 215 200 97 114 132 150 167 185 201 202 204 205 206 207 211 214 225 107 124 142 160 177 195 199 201 203 204 205 206 210 213 250 117 134 152 169 187 195 198 199 201 202 203 204 209 212 275 127 144 162 179 192 194 196 198 200 201 202 204 208 210 300 136 154 172 187 190 192 195 196 198 200 201 202 207 209 350 156 174 181 185 187 190 193 194 196 198 199 200 205 208 400 173 178 181 184 186 189 191 192 194 196 197 198 203 206 450 173 177 180 183 185 187 189 190 192 194 195 196 201 204 500 173 177 180 182 184 186 188 189 191 192 193 194 200 203 ────────────────────────────────────────────────────────────
3.02 AIR TEST FOR VCP GRAVITY SEWERS
A. Test Section: Each section of sewer between two successive manholes shall be tested by plugging all pipe outlets with suitable test plugs. All test plugs shall be secured in place to prevent movement or slippage.
B. Addition of Air: Air shall be slowly added until the internal pressure is raised to 4.0 pounds per square inch gage (psig). The compressor used to add air to the pipe shall have a blowoff valve set at 5 psig to ensure that at no time the internal pressure in the pipe exceeds 5 psig.
C. Internal Pressure: The internal pressure of 4 psig shall be maintained for at least two minutes to allow the air temperature to stabilize, after which the air supply shall be disconnected and the pressure allowed to decrease to 3.5 psig.
D. Minimum Duration for Allowable Pressure Drop: The time in minutes that is required for the internal air pressure to drop from 3.5 psig to 3.0 psig shall be measured. The results shall not be less than the minimum permissible duration for air test pressure drop shown in Table I.
TABLE I
MININUM DURATION FOR AIR
TEST PRESSURE DROP
Pipe Size Time
(Inches) (Minutes)
4 2½
6 4
8 5
10 6½
12 7½
15 9½
E. Retest: If the pressure drop from 3.5 psig to 3.0 psig occurs in less time than the above -tabulated or calculated values, the pipe shall be overhauled and, if necessary, replaced and /or relaid until the joints and pipe shall hold satisfactorily under this test.
3.03 INFILTRATION TEST
A. Preparation of Test Section: The end of the sewer at the upper structure shall be closed to prevent the entrance of water, and pumping of groundwater shall be discontinued for at least three days, after which the section shall be tested for infiltration.
B. Allowable Infiltration Rate: The infiltration shall not exceed 0.025 gpm per inch of diameter per 1,000 feet of main line sewer being tested, not including the length of laterals entering that section.
C. Excessive Infiltration: Where infiltration in excess of the allowable amount is discovered before completion and acceptance of the sewer, the sewer shall be immediately uncovered and the amount of the infiltration reduced to a quantity within the specified amount of infiltration, before the sewer is accepted.
D. Individual Leaks: Even if the infiltration is less than the allowable amount, any individual leaks that may be observed shall be stopped and corrected as ordered by the City.
E. Completion of Tests: All tests must be completed before the street or trench is resurfaced, unless otherwise directed by the City.
3.04 DEFLECTION TEST
A. General: All flexible and semi-rigid main line pipe shall be tested for deflection, joint displacement, or other obstruction by passing a rigid mandrel through the pipe by hand, not less than 30 days after completion of the trench backfill, but prior to permanent resurfacing. The mandrel shall be a full circle, solid cylinder, or a cylinder, approved by the CITY as to design and manufacture. The circular cross section of the mandrel shall have a diameter of at least 95 percent of the specified average inside pipe diameter of the pipe.
3.05 MANHOLE TEST
A. General: Water tightness of manholes shall be tested in connectio n with the testing of sanitary sewer pipelines, or at the time the manhole is completed and backfilled.
B. Plugs: All manhole inlets and outlets shall be plugged with approved stoppers or plugs.
C. Fill Level: The manhole shall be filled with water to 2-inches below the bottom of the tapered cone section, with a minimum depth of 4 feet and a maximum depth of 20 feet. The water shall stand in
the manhole for a minimum of one hour to allow the manhole material to reach maximum absorption. Before the test is begun, the manhole shall be refilled to the original depth as needed.
D. Test Requirements: The drop in water surface shall be recorded after a period of from 15 minutes to one hour. The time of the test shall be determined by the City and may be varied to fit the various field conditions. The maximum allowable drop in the water surface shall be 1/2 inch for each 15-minute period of testing.
E. Visible Leaks: Even though the leakage is less than the specified amount, the Contractor shall stop and correct any leaks that may be observed, to the satisfaction of the City.
3.06 PAYMENT
Full compensation for conforming to the requirements of SEWER - LEAKAGE AND INFILTRATION TESTING OF NON-PRESSURE PIPELINES including furnishing all labor, equipment and materials necessary for doing the work shall be considered as included in the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 14050 - SEWER – FORCE MAIN POLYVINYL CHLORIDE (PVC) PIPE PART 1 - GENERAL
1.01 DESCRIPTION
This Section describes the materials and testing of polyvinyl chloride pipe (PVC) for sewer force main systems. All aspects of materials and testing of the piping and associated fittings shall conform to the Standard Specifications for Public Works Construction (SSPWC) latest edition, all applicable AWWA standards, and City standard Plans and requirements unless otherwise indicated.
1.02 SUBMITTALS
A. Submit shop drawings of piping and all materials associated with sewer force main work for compliance with City requirements. All piping and associated materials must be in hand prior to excavation/commencement of construction.
B. Provide certificates of compliance with all material standards and tests referenced in this section.
PART 2 - MATERIALS
2.01 PIPING AND ASSOCIATED MATERIALS
All PVC used for sewer force mains, sleeving, and associated materials shall be green C900 Class 200 DR 14 sewer force main pipe sized as shown on the Plans; of the best quality; homogenous in structure; impervious to moisture; sound; and free from cracks, checks, blister, broken extremities, or other imperfections. Pipe shall be bell and spigot pipe unless otherwise specified. Pipe ends shall be square with the longitudinal axis, and sockets shall be true, circular, and concentric with the barrel of the pipe.
The PVC pipe and associated materials shall meet the standards of the specifications of AWWA C900 for the size of pipe indicated in these specifications and shall be made in the USA.
2.02 PIPE MARKING AND IDENTIFICATION
A. Pipe Markings: All pipes and fittings shall be clearly marked with the name of the manufacturer or with a trademark and with the size and attributes of the pipe as shown on the Plans and as herein specified. PVC sewer force main pipe shall be colored green. All such pipe shall be embossed or integrally stamped/marked with black stenciling on opposite sides of the pipe with the wording “CAUTION: FORCED SEWER” or “CAUTION: SEWER FORCE MAIN”. Lettering shall be a minimum of 5/8-inches in height and repeated every 12-inches.
B. Pipe Identification/Warning Tape: Traceable sewer force main identification tape shall be virgin low-density polyethylene, min. thickness of 5 mils, overall width of 6-inch (6-inch diameter pipe and smaller) or 12-inch (8-inch diameter pipe and larger). Tape shall be green with minimum 2- in high black lettering specifying: “CAUTION: SEWER LINE BURIED BELOW”. T. Christy Enterprises, Terra Tape (Griffolyn Co. division of Reef Industries) or approved equal.
C. Copper Tracer Wire: Tracer wire shall be continuous along the entire length of the pipe and all associated laterals and appurtenances. Such tracer wire shall be #12 CU with HWMPE insulation secured to the pipe and all associated laterals and appurtenances with plastic adhesive tape every 10-ft.
D. Sewer Force Main Identification Tags: Sewer force main identification tags shall be installed on all sewer force main valves. Tags shall be green with black lettering “SEWER FORCE MAIN”, in both English and Spanish, Christy’s.
2.03 JOINTS
Joints shall be integral bell and spigot with ASTM F477 elastomeric rubber gaskets in accordance with AWWA C900.
2.04 FITTINGS
Fittings shall be Class 52 Protecto 401 lined ductile iron MJ or MJxFL (see Plans) in accordance with the AWWA C104, C110, C111, and C153, and shall be made in the USA.
Joint restraints shall be EBBA Iron Mega Lugs or pre-approved equal and shall be made in the USA.
Restraints shall have polyester-based coating on the gland and two coats of Xylan coating on the wedge assemblies or other similar pre-approved coating. All restraints shall have identification number consisting of the year, day, plant and shift number cast into each gland body. Joint restraints shall be used for all fittings and valves unless otherwise shown on Plans and approved in advance by City Thrust/anchor blocks shall be used for all fittings and valves unless otherwise shown on the Plans and approved in advance by Downey personnel.
PART 3 - EXECUTION
3.01 GENERAL
All sewer force main work shall be constructed per all applicable “Standard Specifications For Public Works Construction” (Standard Specifications or Green Book) latest edition, all applicable AWWA standards, and City standard Plans and requirements unless otherwise indicated.
PVC pipe shall be installed in accordance with AWWA Manual No. M23, “PVC Pipe – Design and Installation” and all applicable manufacturer’s recommendations. Maximum joint deflection shall not exceed 2 degrees or 75% of manufacturer’s recommendations.
3.02 SANITARY SEWER HEALTH AND SAFETY CRITERIA
Construction of sewer facilities shall meet all applicable State Water Resources Control Board (State Water Board) and Los Angeles County Department of Public Health (DPH), and City requirements and shall include coordination with representatives of such authorities until sewer facilities are approved for use. Sewer facilities shall maintain horizontal (min 10-ft) and vertical separation (min 1-ft below) (O.D to O.D.) from potable water lines in compliance with regulations set forth by the State Water Board and Los Angeles County DPH.
Contractor shall be responsible for meeting all applicable Federal, State, and local discharge requirements including applying for and obtaining all applicable permits.
3.03 TESTING
Compaction tests shall be taken at random depths and intervals, as directed by the City - See Section 14105.
See Section 14107. Pressure tests shall be conducted at a test pressure of 200 psi for Class 200 pipe for 4-hours. All test(s) to be performed in presence of a Downey Utilities Yard representative. No pressure testing against closed valves – use pressure plates. Contractor shall provide all temporary or permanent materials and equipment necessary to satisfactorily complete the pressure testing including blow-offs for flushing, air release and vacuum valves for removing/adding air during filling/flushing of pipelines, MJxFL adapters, pressure plates, and all other testing equipment and materials. Test section shall be completely backfilled and compacted prior to conducting tests.
3.04 PAYMENT
Full compensation shall be made at the Contract Unit Price bid per lineal foot to Furnish and Install C900 green PVC sewer force main as described on definition of bid items shall include furnishing, all labor, materials, equipment and incidentals required to complete the work. No additional compensation shall be allowed therefore.
END OF SECTION
SECTION 14058 - SEWER - INSTALLATION OF GRAVITY SEWER PIPELINES PART 1 - GENERAL
1.01 DESCRIPTION
This Section describes the installation of a gravity sewer pipeline and associated materials. All aspects of materials and installation of the pipeline and associated materials shall conform to Sections 201, 207, 208, and 306 of the Standard Specifications for Public Works Construction (SSPWC) and ASTM C12 unless specified otherwise.
1.02 RELATED WORK DESCRIBED ELSEWHERE
Related items of work and related requirements which apply to the work described under this Section, are included in, but not limited to, the following Sections:
A. Below Grade Concrete Structures: 03300.
B. Precast Reinforced Concrete Manholes and Manhole Bases: 03461 C. Sewer - Leakage and Infiltration Testing of Non-Pressure Pipelines: 14043.
D. Sewer – Polyvinyl Chloride (PVC) Pipe: 14050
E. Sewer - Vitrified Clay Pipe and Associated Materials: 14059 F. Sewer - Trenching, Backfilling and Compacting: 14105
1.03 SUBMITTALS
A. Shop drawings shall be submitted in accordance with the following:
i. An installation schedule (tabulated layout) shall be submitted PART 2 - MATERIALS
2.01 PIPING SCHEDULE
Unless noted otherwise on the Plans or in the specifications, pipe shall be made in the USA Extra Strength VCP manufactured by Gladding McBean, Mission Clay Products, or City approved equal per ASTM C700, and Class 200 DR-14 green and SDR-35 PVC sewer pipe as called out on Plans for gravity applications.
PART 3 - EXECUTION
3.01 DELIVERY AND TEMPORARY STORAGE OF PIPE AT SITE
A. Delivery of Materials and Equipment: Delivery of materials and equipment shall be within the limits of the trench and work area only as designated by the City. Unobstructed ingress and egress to all adjacent properties shall be maintained at all times during delivery of materials and equipment.
B. On-site Storage Limitation: On-site storage of materials and equipment shall be limited to working hours only. During working hours, all materials and equipment shall be stored within the limits of the trench or some other offsite location to be paid for and established by the Contractor. No materials or equipment shall be stored at or adjacent to the jobsite overnight.
3.02 HANDLING OF PIPE
A. Moving of Materials: All materials shall be unloaded and handled with care, per manufacturer’s specifications, so as to prevent damage. Materials shall not be rolled or dragged over gravel, rock, asphalt, or concrete and shall be prevented from striking rock and other hard objects during placement into trench. No materials shall be dumped from trucks or into trenches under any circumstances.
B. Inspection of Materials: All materials shall be inspected for defects prior to acceptance onto jobsite and prior to placement into trench. Repair or replace any defective, damaged, or unsound materials. Remove all foreign matter or dirt from the interior of the piping and associated connections before lowering into position in the trench.
3.03 PLACEMENT OF PIPE AND ASSOCIATED MATERIALS IN TRENCH A. General: Dewatering, excavation, shoring, sheeting, bracing, backfilling, material placement, material compaction, and compaction testing requirements and limitations shall be in accordance with Section 14105, Sewer - Trenching, Backfilling and Compacting.
B. Prevention of Entry into Pipe: During storage and when pipe laying is not in progress, including lunch-hour, close the ends of the piping using vermin-proof plugs constructed in a manner to also prevent entry by children.
C. Trench Excavation: Dewatering, excavation, shoring, sheeting, bracing, backfill material placement, material compaction and bedding, compaction testing, and pipe laying requirements and limitations shall be in accordance with Section 14105, Sewer - Trenching, Backfilling, and Compacting.
D. Pipe Base Thickness: Unless shown otherwise on the Plans, pipe base material shall be 3/4-inch crushed rock for VCP and C900 DR-14 PVC gravity sewer pipe and sand for all other PVC gravity sewer pipe as specified in Section 14105, Sewer - Trenching, Backfilling, and Compacting.
E. Sanitation of Pipe Interior: During laying operations, do not place tools, clothing, or other materials in the piping. Clean the interior of the sewer pipe of all dirt and superfluous materials as work progresses.
F. Joints: The mating surfaces of the pipe to be joined shall be wiped clean of all dirt and foreign matter and a lubricant applied that is approved by the pipe manufacturer. Then, with the surfaces properly lubricated, the spigot end of the pipe shall be positioned inside the bell and the joint shoved home. For larger diameter pipe where a lever attachment is required, the necessary precautions shall be taken to insure an undamaged pipe installation.
Joints shall be of such design that the successive connection of pipe sections will form a continuous line free of appreciable irregularities in the flow line. Each successive length of pipe in a field joint shall be adjusted longitudinally or circumferentially when necessary such that joint will properly engage the bell and spigot ends of the pipe. The maximum offset at the invert of the pipe shall be one percent of the inside diameter of the pipe or 1/12-inch whichever is smaller. The spigot end of each pipe shall be so seated in the socket of the adjacent pipe as to give a minimum of 1/12-inch annular space all around the pipe in the bell. Unavailable offsets shall be distributed around the circumference of the pipe in such a manner that the minimum offset occurs at the invert. Refer to Section 14059, Sewer - Vitrified Clay Pipe and Associated Materials, for material requirements. Appropriately angled fittings shall be used when making connections in order to match the alignment as directed by the City and provided on the Plans.
G. Pipe Alignment: Unless specified otherwise, pipeline line and grade shall be as shown on the Plans. Grade shall be measured along the pipe invert.
H. Short Lengths of VCP Pipe: When using VCP, two 1-foot lengths of sewer pipe shall be used to provide curve flexibility and prevent cracking or shearing failures as shown on the Plans or as may be required by the City during construction. The use of short lengths of pipe is particularly required, but not necessarily limited to these locations: (1) inlets and outlets to all manholes; (2) ends of steel casing pipe; (3) ends of concrete encasement; (4) vertical and horizontal curvilinear sewers; and (5) deep lateral connections.
I. Laterals: VCP/PVC wyes, and other types of branches shall be furnished and installed along with the VCP/PVC sewer. Wyes sized as specified on the Plans shall be installed for all sewer house connections and for future sewer house connections as shown on the Plans. Th e longitudinal barrel of branch fittings, to be placed in line and grade with the sewer mains, shall be of the same diameter, quality, and type as specified herein for sewer installations. Earthwork and bedding for branches shall conform to the applicable provisions set forth for vitrified clay sewer pipe. Unless otherwise specified, the branch of wye fittings shall be inclined upward at an angle not greater than 45 degrees from a horizontal line. The Contractor shall place a support of graded crushed rock of gravel under every wye branch when installed. The support shall be placed in accordance with the
detail on the Plans, or as specified in Section 14105, Sewer - Trenching, Backfilling, and Compacting. All wyes shall be securely and completely fastened to the barrel of the pipe in the process of manufacture. All branches shall terminate in sockets and the barrel shall be of sufficient length to permit making a proper joint.
J. Points of Connection: Pothole and verify inverts of the existing points of connection (POCs).
Excavation and removal of existing vitrified clay pipe (VCP) and polyvinyl chloride pipe (PVC) and associated materials at the points of connection and interference with the new sewer main and laterals to be installed, shall be conducted in accordance with these Plans and Specifications Contractor shall keep the existing sewer laterals and sewer mains operational as long as possible until the point at which the existing piping needs to be removed to install new sewer main, laterals, and associated materials and at which point the new lift station shall be fully operational.
K. Equipment for Installation of Pipe: Provide and use proper equipment, and facilities as recommended by the piping manufacturer’s standard printed installation instructions for safe and efficient execution of the work. Carefully lower all piping and associated materials into the trench using suitable equipment in such a manner as to prevent damage to piping and materials. Do not drop piping or associated materials, or dump them into the trench.
L. Cutting and Machining Pipe: Cut and machine the piping in accordance with the pipe manufacturer's standard procedures for this operation. Do not cut piping by any method that may compromise the integrity of the piping or produce ragged, uneven edges. Any ragged or uneven edges shall be filed to remove any burrs and smooth over any sharp edges.
3.04 MANHOLES AND MANHOLE BASES
Precast concrete manholes and manhole bases shall be constructed in accordance with Section 03461, Precast Reinforced Concrete Manholes and Manhole Bases, as shown in the Plans and on APWA Standard Plans 200-3 and 202-2.
3.05 CLEANING
Before testing, each pipe shall be thoroughly cleaned from manhole to manhole with a sewer scrubbing ball, and all debris and trash shall be removed from each manhole.
3.06 LEAKAGE AND INFILTRATION TEST
The VCP pipe, manholes, and other appurtenances shall be tested for leakage and infiltration per Section 14043, Sewer - Leakage and Infiltration Testing of Non-Pressure Pipelines while PVC pipe shall be tested per Section 14107.
3.07 CLOSED-CIRCUIT TELEVISION INSPECTION
A. General: In addition to the regular leakage and infiltration test, all new sewer lines shall be inspected using closed-circuit television equipment. The inspection shall be conducted after all utilities have been installed prior to paving. The inspection shall be conducted by the Contractor using Contractors camera equipment or a Subcontractor at no additional cost to the City for the inspection, this shall be considered to be included in the unit price bid for the piping to be installed.
B. Labor: All labor and equipment necessary to conduct this inspection shall be furnished by the Contractor.
C. Notification: Requests for sewer line inspection shall be made to the City a minimum of two working days in advance of the requested inspection date.
D. Repair of Defects: Even though the sewer line may have successfully passed the leakage and infiltration tests, any defects found via CCTV in the line shall be repaired to the satisfaction of the City.
3.8 FINAL INSPECTION
After paving has been completed and all manholes raised to grade (where required), a final visual inspection shall be made. The necessary labor shall be furnished to assist the City in making the f inal inspection.
Additional balling may be required if the lines are dirty, even though lines were previously balled. The Contractor shall furnish a responsible person or supervisor for the final inspection to remove manhole covers and to note any corrections required by the City in order to obtain final approval. Final City inspection shall be requested through the City by giving at least two days’ notice.
3.9 PAYMENT
Full compensation for conforming to the requirements of SEWER - INSTALLATION OF GRAVITY SEWER PIPELINES including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 14059 – SEWER - VITRIFIED CLAY PIPE AND ASSOCIATED MATERIALS PART 1 - GENERAL
1.01 DESCRIPTION
This Section describes the materials and testing of vitrified clay pipe (VCP) and associated fittings for sanitary sewers. All aspects of materials and testing of the piping and associated fittings shall conform to Sections 207 and 306 of the Standard Specifications for Public Works Construction (SSPWC) and all other standards referenced within these sections unless specified otherwise
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Sewer - Installation of Gravity Sewer Pipelines: 02701.
B. Concrete: 03000.
C. Precast Reinforced Concrete Manholes and Manhole Bases: 03461.
D. Sewer - Trenching, Backfilling and Compacting: 14105
1.03 SUBMITTALS
A. Submit shop drawings for all piping, fittings, cleanouts, and associated materials.
B. Provide certificates of compliance with all material standards and tests referenced in this section including but not limited to results of the crushing test and records of retests and rejections.
PART 2 - MATERIALS
2.01 MANUFACTURERS
Vitrified clay pipe and fittings shall be as manufactured by Gladding McBean, Mission Clay Products, or approved equal.
2.02 PIPING AND ASSOCIATED MATERIALS
All VCP and associated materials shall be of one class; inside dimension per Plan; designated extra strength; of the best quality; vitrified; homogenous in structure; thoroughly burned through their entire thickness; impervious to moisture; sound; and free from cracks, checks, blister, broken e xtremities, or other imperfections. Pipe shall be bell and spigot pipe unless otherwise specified. Pipe ends shall be square with the longitudinal axis, and sockets shall be true, circular, and concentric with the barrel of the pipe. The thickness of the shell, the depth of the socket, and the dimension of the annular space shall be within the limits of permissible variation to dimension standards of the specifications of ASTM C700, for the size of pipe indicated in these specifications.
2.03 PIPE MARKINGS
All pipe or fittings shall be clearly marked with the name of the manufacturer or with a trademark and with the size and strength of the pipe as shown on the Plans and as herein specified.
2.04 CLEANOUTS
Cleanouts (as applicable) shall be of the same size and material as the lines to which they are to be installed. Cleanouts shall be constructed per Detail 2 (Plans) and Standard Plan 204-2, entitled “Terminal Cleanout Structure” per American Public Works Association (APWA) Standard Plans For Public Works Construction.
2.05 JOINTS
All VCP fittings shall be furnished with compression G-type joints equal to "Wedge-Lock" manufactured by Pacific Clay Products or "Speed Seal" manufactured by Pacific Coat Building Projects, or approved equal.
The compression joint on the spigot and bell ends of the pipe shall be factory made of plastisol, polyurethane elastomer, or other approved resilient element bonded onto the outside of the spigot and the inside of the bell to the pipe and molded and cured to a uniform hardness and compressibility to form a tight compression coupling when assembled. Materials for compression joints shall conform to ASTM C425.
Where pipe from different manufacturers is to be jointed together, use an adapter pipe with the proper matching joint on each end for the respective manufacturer. Hot poured joints or concrete encasement of plain end joints are not permitted.
2.06 COUPLINGS
Adjustable repair couplings with stainless steel sheer rings and clamps shall be used when joining new pipe or fittings to existing pipe.
2.07 TESTING
Before being used in any work under these Specifications, subject pipe to and ensure that it meets the requirements of the following hydrostatic pressure and loading tests. Hydrostatic pressure and loading/bearing testing shall conform to the SSPWC and ASTM C301. These tests shall be witnessed by a reputable testing laboratory. Pipe selected for testing shall be delivered to the place and at the time designated by the testing laboratory. The hydrostatic pressure test shall precede the loading test by not less than one hour or more than three hours. All costs for testing, and for furnishing, transporting, and handling the pipe for testing purposes, shall be paid solely by the Contractor.
2.08 CAUSES FOR REJECTION
The following imperfections in a pipe or fitting shall be considered injurious and cause for rejection without consideration of the test results specified above.
A. A single crack in the barrel of the pipe will cause rejection.
B. Surface imperfections, such as lumps, blisters, pits or flakes, on the interior surface of a pipe or fitting shall cause rejection.
C. When the bore or socket of the pipe varies from a true circle more than 1% of its nominal diameter, it shall be rejected.
D. The pipe or fitting shall be rejected if it is designated to be straight and it deviates from a straight line more than 1/16-inch per lineal foot. The deviation shall be measured from a straight edge at a point midway between the ends of the pipe.
E. A joint of pipe with a piece broken from either the socket or spigot end shall be rejected.
F. Pipe joints that have tramp clays, grog or other foreign matter flushed permanently to the exterior or interior surface of the pipe or fittings shall be rejected.
2.09 STOPPERS
The stoppers for all pipe 8-inches in diameter and smaller, in which a sealing component for a flexible compression-type joint is cast, shall be neoprene, polyethylene, or polyurethane. Stoppers in all other cases shall be discs of the same material as the pipe, equal in diameter to the ou tside of the pipe barrel, and made and installed as approved by the City.
Neoprene stoppers shall be manufactured from a compound containing not less than 50 percent neoprene by volume, which shall be the sole elastomer. Stoppers shall not be adversely af fected when exposed to the chemical and bacteriological environments normally found in wastewater sewers. Neoprene Stoppers shall be of the type manufactured by Mission Clay Products (CMP Industries, Inc.), Gladding McBean, or approved equal.
When installed and braced in place in branch spurs, stoppers shall withstand a hydrostatic pressure test of 10 psi with no leakage. When unbraced, stoppers shall remain in place when subject to a maximum air pressure test of 5 psi.
2.10 FITTINGS
Where new sewer main and laterals are to be installed, wyes shall be of the bell and spigot type. Where a wye is to be installed and directly connected to an existing lateral, the branch of the wye shall be plain end and fitted with a manufacturer installed Type 2 Band-Seal coupling. All other fittings shall be of the bell and spigot type except those directly connecting to an existing sewer line which shall be plain end and fitted with
a manufacturer installed Type 2 Band-Seal coupling. Fittings shall be extra strength VCP meeting the requirements of this Specification.
PART 3 - EXECUTION
3.01 Related Installation Specification
VCP pipe shall be installed in accordance with the requirements of Section 02701, Sewer - Installation of Gravity Sewer Pipelines.
3.02 Horizontal Curve Installation
Unless otherwise noted on the Plans or Specifications, horizontal curves using Vitrified Clay Pipe shall not be less than the following radii:
Pipe
Size
Length of Pipe Joint
6’ 5’ 4’ 3’ 2’
6”-12” 175’ 150’ 125’ 85’ 57’
3.03 PAYMENT
Full compensation for conforming to the requirements of SEWER - VITRIFIED CLAY PIPE AND ASSOCIATED MATERIALS including trenching, pipe installation, trench sheeting /shoring, trench resurfacing, dewatering, testing, backfill, compaction and furnishing all labor, tools, materials, all fittings not specifically included in separate bid items, and appurtenances necessary to complete the work, shall be included in the unit price bid per lineal foot of the various pipe sizes and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 14100 - SEWER - EXISTING FACILITIES
PART 1 - GENERAL
1.01 DESCRIPTION
This section includes requirements for connection to and abandonment of existing sewer laterals and sewer mains/appurtenances.
1.02 RELATED WORK SPECIFIED ELSEWHERE
Sewer - Trenching, Backfilling, and Compacting: 14105
1.03 LOCATION
The Contractor shall be responsible for determining in advance the locations of all pipelines and associated facilities which are to be removed/abandoned and to which connections are to be made.
PART 2 - PRODUCTS
All materials used in making the connection or removing the facility from service shall conform to the applicable sections of these specifications.
PART 3 - EXECUTION
3.01 CONNECTION TO EXISTING SEWER LINES
A. Notification: The Contractor shall give the City a minimum of two (2) working day notice before the time of any proposed shut down of existing sewer or services.
B. Notice to proceed: Connections shall be made only in the presence of the City or authorized representative and no connection work shall proceed until the City has given notice to proceed.
C. Material: The Contractor shall furnish all labor, materials, tools, equipment, and other incidentals as may be required to make the connections/extensions including: all required sawcutting, excavation, backfill, compaction, AC/PCC pavement replacement, miscellaneous PCC, landscaping, and irrigation replacement; shoring; lights, barricades, water truck, highline hose, piping, fittings (i.e. couplings, bends, wyes, piping, other), and other appurtenant materials for making the permanent and temporary connections. In addition, the Contractor shall assist the City in alleviating any hardship incurred during the shutdown for connections.
D. Dewatering: The Contractor shall dewater existing sewer mains, as required, in the presence of the City or authorized representative. De-watering shall include all labor, materials, tools, and equipment necessary including but not limited to sewer main plugs, hose, and by-pass pumps. An operable back-up pump shall be maintained onsite during all de-watering operations. The Contractor will not be allowed to proceed with isolation and dewatering until such Contractor has established adequate labor, materials, tools, and equipment to complete the task to the satisfaction of the City or authorized representative. Equipment, materials, and any excavation pit necessary to perform the work shall be provided to the satisfaction of the City at least one working day in advance of the scheduled work. Failure to adequately provide such items shall result in the need to reschedule the work at the Contractor’s expense. Advance notification to affected sewer customers shall not be given until such items are satisfactorily provided.
E. All Contract work requiring a shutdown of sewer services or mains located along the same length of pipeline to be isolated and shutdown shall be performed at the same time to minimize the need for multiple shutdowns of the same area unless otherwise approved by the City.
F. Inadequate Progress: If progress is inadequate during the connection operations to complete the connection in the time specified, the City shall order necessary corrective measures. All costs for corrective measures shall be included in the various items of work and no additional compensation will allowed therefore. Should it be necessary for City forces to perform all or a portion of the Contract work due to inadequate progress as determined by the City, the Contractor shall be charged for such costs to the City.
G. Connection: Contractor shall pothole and verify invert elevations at the points of connection (POCs) with existing mains and laterals (Construction Plans) and at utility crossings prior to construction. Submit elevations to the City before installation. Add fittings to maintain minimum cover to avoid existing utilities encountered. If min. cover cannot be met, pipeline shall be encased in concrete or with steel casing pipe, spacers, and end caps. Change in profile and/or need for encasement shall be approved by City.
H. Testing: The new pipeline and associated facilities shall NOT be connected to existing facilities until the new pipeline and associated facilities have successfully passed all compaction, pressure/air tests in accordance with these specifications.
3.02 REMOVAL FROM SERVICE OF EXISTING MAIN AND SERVICES A. General: Existing piping and appurtenances shall be removed from service at the locations shown on the Plans and as directed by the City.
B. Method of Abandonment: All piping and associated appurtenances shall be removed from the ground/main as determined necessary by the City and as shown on the Plans. The cost to isolate, dewater, and cut the main to remove existing piping and appurtenances from the main per City direction, including: removal of any materials [i.e. piping, fittings, sleeves, couplings, bends, wyes, tees, saddles, other]; furnishing and installation of new VCP, PVC, fittings, caps/plugs, brick and mortar, backfilling, compacting and restoration of AC, PCC, landscaping, and irrigation, and other requirements of the Plans and Special Conditions necessary to perform the abandonment shall be included in the unit cost bid and no additional compensati on will be allowed therefore. All abandoned cleanouts and associated materials shall be removed unless otherwise noted. Existing piping to be abandoned in place, if allowed by the City or authorized representative, shall be filled with grout or drillers mud and plugged/capped. All backfill and repair of surface shall be in accordance with Section 14105, Sewer - Trenching, Backfilling, and Compacting.
C. Storage of Removed Material: Removed piping and appurtenances may be temporarily stockpiled in a contained area on the job, in a location that will not disrupt traffic or be a safety hazard, or as directed by the City.
D. Maintenance of Service: Before excavating for laying mains that are to replace existing pipes and/or services, the Contractor shall make proper provisions for the maintenance and continuation of service as directed by the City.
3.03 PAYMENT
There will be no separate measurement and payment for the requirements as specified in Special Conditions Section 14100 - SEWER - EXISTING FACILITIES as related to all water improvements on the project. Full compensation for conforming to the requirements of Special Conditions Section 14100 - SEWER - EXISTING FACILITIES shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work. No additional compensation will be allowed for furnishing labor, materials, equipment, and incidentals necessary to perform the items of work.
END OF SECTION
SECTION 14101 - SEWER - COORDINATION AND PROJECT REQUIREMENTS PART 1 - GENERAL
1.01 PROJECT COORDINATION
Coordinate scheduling, submittals, and work of various Sections of the Specifications and subcontractors to assure efficient and orderly sequence of interdependent construction.
1.02 NOTIFICATION PRIOR TO CONSTRUCTION
The Contractor shall notify the following divisions and utility companies, as applicable, seventy -two (72) hours prior to the start of construction, and twenty-four (24) hours prior to all inspection services, unless otherwise specified.
A. Central Basin Municipal Water District (CBMWD) – Mr. Jeremy Melendez (323) 201-5510 B. City of Downey Maintenance Division – Mr. Shane Ellison (562) 904-7194 C. City of Downey Traffic Engineer – Mr. Edwin Norris (562) 904-7110 D. City of Downey Utilities Division – Mr. Matt Robertson (562) 904-7202 E. County Sanitation Districts of Los Angeles County – Tommy Sung (562) 699-7411 ext. 1205 F. Downey Link Public Transit Service (562) 904-7215
G. Frontier Communications (Verizon) – Mr. Ray Roundtree (714) 375-6760 H. Los Angeles County Dept. of Public Works (LACDPW) – Mr. Michael Tjan (626) 458-1700 I. Los Angeles County Dept. of Public Works (LACDPW) – Manuel Alarcon (626) 458-7169 J. Los Angeles County Department of Public Health (DPH) – Mr. Glenn Van Eekhout (213) 471-3081 K. Southern California Edison Company – Mr. Saul Valle (562) 903-3176 L. Southern California Gas Company - Downey District Office – Mr. Stefan Faber (714) 634-3217 (Gas Company personnel must be present during construction in vicinity of their facilities.) M. State Water Resources Control Board – Mr. Matt Megill (818) 551-2033 N. Time-Warner Cable – Mr. Ernest Chang (562) 259-2015
O. Underground Service Alert (800) 422-4133 at least 48 hours (2 days) working days prior to start of construction.
1.03 TRASH COLLECTION
The Contractor shall organize and/or schedule his/her work in such a manner that trash collection on scheduled pick-up days may be performed without hindrance. Information regarding refuse pick-up days may be obtained by calling Cal Met at (562) 869-0901.
1.04 TRAFFIC ENGINEERING SECTION REQUIREMENTS
A. The Engineer shall be notified on a daily basis of the locations and time periods for the use of public right-of-way. The Contractor shall have all proposed hauling routes approved by the Engineer prior to the start of construction.
B. The Contractor shall protect and maintain all existing streetlights and traffic signals.
1.05 DEPARTMENT OF COMMUNITY DEVELOPMENT AND HOUSING REQUIREMENTS A. To minimize any temporary construction impacts on the neighborhood, the Contractor shall make sure that parking for construction workers is confined to within the project site unless other arrangements have been made and approved by the City to accommodate the project - generated additional parking.
B. At construction sites, the Contractor is required to maintain fencing, barricades, signs, restrooms and construction equipment free of graffiti at all times.
C. Upon completion of work in any specific street or location, the Contractor shall remove any survey, site or reference markings that have been painted or inked into any curb, street, sidewalk, or any other permanent feature on site.
D. During Construction, landscaping, sidewalks, and parkways in and around the project site shall be maintained by the Contractor in a proper manner. If pedestrian or vehicular access is obstructed, alternate paths of travel shall be provided and identified.
1.06 CONNECTIONS TO UNDERGROUND UTILITIES, CONDUITS, OR PROCESS PIPING A. The Contractor shall pothole at points of connection (POCs) with existing sewer laterals, mains, and manholes/junctions to verify location, size, and type of pipe prior to ordering materials and making connections.
B. It shall be the responsibility of the Contractor to pothole, identify and locate all existing utilities, piping and conduits, other underground facilities and substructures of any nature before beginning any excavation. The contractor shall contact Underground Service Alert at (800) 422-4133 for information and inspection at least 48 hours in advance of beginning work. Give City 24 hour notice before beginning work.
C. The location of existing utilities and underground facilities known to the City are shown in their approximate location based on information available at the time of preparing the Construction Plans. The actual location, size, type, and number of utilities and underground facilities may differ from that shown and utilities or underground facilities may be present that are not shown.
D. Use extreme care when excavating or working in areas that may contain existing utilities, process piping, conduits, or other underground facilities. Use careful potholing, hand digging, and probing to determine the exact location of underground installations. Some locations contain multiple pipes or conduits.
E. Where connections to existing utilities or other underground facilities is required or where new piping or conduits may cross or interfere with existing utilities or underground facilities, carefully excavate and uncover existing installations to a point 1-foot below the pipe or conduit to determine the actual elevation and alignment. Call the City’s attention to differing existing conditions that may require a clarification or change.
F. Shutdown of existing utilities, services or operations:
1. Obtain the City's approval at least five (5) days prior to the shutdown of any non-sewer utility, service or operation of any existing facility. Give required notice and make appropriate arrangements with utility owners and other affected parties prior to shutdown of any utility service.
2. Schedule utility service or operations shutdowns for periods of minimum use. Have all required material, equipment, and workers on site prior to beginning any work involving a possible shutdown. Perform work as required to reduce shutdown time to a minimum. In some cases, this may require increased numbers of workers and/or premium time night or weekend work.
3. All Contract work requiring a shutdown of water or sewer services or mains located along the same length of pipeline to be isolated and shutdown shall be performed at the same time to minimize the need for multiple shutdowns of the same area unless otherwise approved by the City.
4. The Total Contract Price bid shall include the cost of additional workers and premium time work required to minimize the impact of utility service or operations shutdowns and no additional compensation will be allowed therefore.
G. The Contractor shall bear the total expense of the repair of any line damaged by any operation in connection with the prosecution of this work.
1.07 FIELD ENGINEERING AND LAYOUT
Contractor shall layout all detailed dimensions and elevations from reference points. Use recognized engineering survey methods and documentation techniques.
1.08 PRECONSTRUCTION MEETING
Prior to beginning the Work, the Contractor and its key personnel and Subcontractors including the Contractor's Superintendent, Foreman, Project Manager, and Field Engineer shall attend a meeting with the Engineer to discuss the project requirements and protocol to be followed.
1.09 PROGRESS MEETINGS
The City will conduct progress meetings as necessary with Contractor at job site. Attendance is required by Contractor's Project Manager, Superintendent, Foreman, and affected Subcontractors and suppliers. The Engineer will prepare, maintain and distribute, as necessary, dated record of (1) actions required and taken and (2) decisions needed and made.
1.10 EXISTING SUBSTRUCTURES
A. The Contractor is advised that the following substructures may exist at various locations within the immediate vicinity of the project limits:
Substructure Type
Owner
No. To Call For
Exact Location
LA County Sewer and Storm
Drain Facilities
County San.
LACDPW
(562) 699-7411 Ext 1205
(626) 458-1700/7169
Traffic Control City of Downey
Traffic Engineering (562) 904-7110
City Sewer, Potable Water,
Recycled Water, and Storm
Drain Facilities
City of Downey
Utilities Division (562) 904-7202
Recycled Water Facilities Central Basin Municipal Water District (323) 201-5528 Electric conduits, pull boxes,
vents Southern California Edison Co. (562) 903-3183
Street lights, conduits, pull
boxes
City of Downey
Public Works Department (562) 904-7102
Gas and oil service lines,
meters, and valves
Southern California Gas Company
BP U.S. Pipeline
ExxonMobil
Spec Services, Inc
(714) 634-3217
(562) 499-2216
(310) 212-1761 & (562)
921-7150
(714) 937-8077
Telephone conduits and
manholes
Frontier Communications (Verizon)
Comcast
Crown Castle (NextG Networks)
(562) 903-7939
(310) 216-4182
(909) 593-9700
B. The Contractor shall determine the location and depth of all utilities, including service connections, which have been marked by the respective owners and which may affect or be affected by its operation. The Contractor shall perform this work in a timely manner to allow the respective owners sufficient time to relocate interfering utilities.
C. The Contractor shall also note that field markings made by various utilities using Underground Service Alert (USA) shall be considered as identified utilities even when they are not shown on Plans.
D. The Contractor shall repair at his/her sole expense, any damage to any existing substructure caused by his/her operations.
E. The Contractor is hereby notified that, as called out in these Special Conditions, there are underground utilities within the construction area which may be potentially hazardous if damaged.
A hazardous substance shall be defined as one having the potential for an immediate disaster, such as, but not limited to gasoline, electricity, fuel oil, butane, propane, natural gas, chlorine or other chemicals.
F. Abandoned or inoperative utilities designed to carry hazardous substances and unidentified or unknown utilities shall be considered hazardous until determined otherwise. Whenever the Contractor is directed by the City to tap those lines, the Contractor shall provide personnel specialized in this work and payment thereof will be made under Extra Work Section 3 -3 of the Standard Specifications for Public Works Construction (Latest Edition).
G. During all excavation operations, the Contractor will be required to exercise extreme caution and protect these utilities from damage.
H. At least 48 hours prior to any excavation in the proximity of those lines, the Contractor shall request the owners of these utilities, to accurately determine the locations and depths of their potentially hazardous lines as follows:
1. The Contractor shall not trench or excavate within the area where a utility known to carry a hazardous substance exists until the owner is present and its location has been determined by potholing or other proven methods acceptable to the City.
The intervals between potholes or location points shall be sufficient to determine the exact location of the line and shall not exceed the distance set as follows:
a. Excavation for highway or street construction
The utility shall be located at intervals not greater than 25 feet for lines up to 8 inches in diameter, 50 feet for lines of 8 inches to 24 inches in diameter and 100 feet for lines greater than 24 inches in diameter.
b. Clearance
If it is determined that the horizontal or vertical clearance between the utility known to carry hazardous substances and the construction limit is less than 12 inches (18 inches if scarifying), the Contractor shall confer with its owner. Unless the owner elects to relocate the line or take it out of service, the Contractor shall not excavate until the line has been completely exposed within the limits of construction.
2. Once the physical location of the utility known to carry hazardous substances has been determined, the Contractor, in cooperation with and with the concurrence of the utility owner, shall determine how to protect and/or support the utility from damage before proceeding with this work.
3. The Contractor shall notify the contracting agency, the public agency retaining records for that jurisdiction and the owner, if known, whenever previously unidentified or unknown underground utilities are encountered so that the location can be accurately established and made a part of the permanent sub-structure records.
1.11 WATER SERVICE CONDUITS AND SEWER MAINS/LATERALS
A. The Contractor shall uncover existing sewer mains/laterals and potable/fire and recycled water facilities (pull boxes, conduits, pipe lines, water services, fire hydrants, water meters and valves) in conflict with the proposed improvements and notify the following agencies 48 hours prior to start of construction of various items.
1. City of Downey Utilities Division (562) 904-7202 or (562) 904-2153
2. City of Downey Public Works Department (562) 904-7102 B. The Contractor will be responsible for protecting and maintaining in place existing sewer mains/laterals and water service conduits not required to be removed/abandoned as part of the
project. Care should be taken during removal operations to determine the exact location and depth of the conduit or lateral.
C. All costs for the repairs shall be borne by the Contractor.
D. Relocation, reconstruction or adjustment of sewer mains/laterals interfering with the proposed work shall be done by the Contractor.
E. Sewer main/lateral removal and reconstruction methods shall be per SPPWC Standard Plans as directed by the City.
1.12 PARK LIGHTING FACILITIES
The Contractor will be responsible for protecting and maintaining in place the existing park lighting conduits.
Care should be taken during removal operations to determine the exact location and depth of the conduit.
1.13 SAFETY
A. In accordance with generally accepted construction practice, applicable law and the General Conditions, the Contractor shall be solely and exclusively responsible for:
1. Construction means and methods.
2. Safety of employees engaged in the work while on and off the site.
3. Safety of the Engineer, the Design Engineer, and others who may visit or be affected by the work including the pedestrian and vehicular traffic.
4. Safety of the work itself; including material and equipment to be incorporated therein.
5. Safety of other property at the site or adjacent thereto.
6. Safety programs, equipment and protective devices required to assure the safety of persons and property for whom/which the Contractor is responsible.
1.14 EXCAVATION AND TRENCHING; WORK WITHIN CONFINED SPACES A. Submit specific Plans to the City showing details of provisions for worker protection from caving ground in accordance with Cal-OSHA standards, Standard Specifications, and Article 10 Safety, of the General Conditions. The detailed Plans shall show the design of sheeting, shoring, bracing, sloping banks or other provisions and shall be prepared and signed/stamped by a State of California-licensed Civil or Structural Engineer, depending upon the method chosen (See California Code of Regulations, Title 8, Sections 341, and 0840 – 0841 and other as necessary), retained by the Contractor. The City's acceptance of the detailed Plans submitted is only an acknowledgment of the submission and does not constitute review or approval of the designs, design assumptions, criteria, completeness, applicability to areas of intended use, or implementation of the Plans, which are solely the responsibility of the Contractor and his Registered Engineer.
B. Work Within Confined Spaces: Work within confined spaces is subject to applicable laws, regulations and safety orders including applicable California Tunnel Safety Orders regulations.
C. The foregoing provisions do NOT reduce the requirement for the Contractor to maintain safety in ALL operations performed by the Contractor or its Subcontractors.
1.15 CONTRACTOR'S QUALITY CONTROL
A. The Contractor shall be fully responsible for inspecting the work of its suppliers and Subcontractors to assure that the work when completed will comply with the standards for materials and workmanship required by the Contract Documents.
B. The Contractor shall:
1. Monitor quality control over suppliers, manufacturer, products, services, site conditions, and workmanship, to produce work of specified quality.
2. Comply fully with manufacturer's installation instructions, including performing each step in sequence as recommended by the manufacturer.
3. Request clarification from City before proceeding with work when manufacturers' instructions or reference standards conflict with Contract Documents.
4. Comply with specified standards as a minimum quality for the work except when more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship.
5. Perform work by persons specializing in the specific trade and class of work required and qualified to produce workmanship of specified quality.
6. Secure products in place with positive anchorage devices designed and sized to withstand seismic, static and dynamic loading, vibration, and physical distortion or disfigurement.
C. If reference standards or manufacturers' instructions contain provisions that would alter or are at variance with relationships between the parties to the Contract set forth in the Contract Documents, the provisions in the Contract Documents shall take precedence.
D. The Contractor shall provide assistance required by the City to adequately inspect the Work including ladders, lighting, ventilation and other aids to facilitate access and provide a safe working environment.
1.16 TESTING LABORATORY SERVICES AND CERTIFIED LABORATORY REPORTS Provide testing service in accordance with the specific requirements contained in each technical specification section. Submit Certified Laboratory Reports required by technical specification sections.
PART 2 - PRODUCTS (not used)
PART 3 - EXECUTION
3.01 PAYMENT
There will be no separate measurement and payment for the requirements as specified in Special Conditions Section 14101 - SEWER - COORDINATION AND PROJECT REQUIREMENTS as related to all water improvements on the project. Full compensation for conforming to the requirements of Special Conditions Section 14101 - SEWER - COORDINATION AND PROJECT REQUIREMENTS shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work. No additional compensation will be allowed for furnishing labor, materials, equipment, and incidentals necessary to perform the items of work.
END OF SECTION
SECTION 14102 - SEWER - PROJECT RECORD DOCUMENTS AND CONTRACT CLOSEOUT PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Project Record Documents
B. Warranties
C. Closeout Procedures
D. Final Cleaning
E. Maintenance Materials
1.02 RELATED SECTIONS
A. General Conditions
B. Sewer - Construction Facilities, Temporary Controls, and Signs: 14103
1.03 PROJECT RECORD DOCUMENTS
A. Maintain on site, one set of the following record documents:
1. Contract Drawings.
2. Specifications.
3. Addenda.
4. Change Orders and other Modifications to the Contract.
5. Reviewed shop drawings, material submittals, product data, and samples.
6. Laboratory Reports.
7. Approved Substitutions.
8. Original or copy of signed Permits with all attachments required for the project.
B. Store Record Documents separate from documents used for construction.
C. Record information concurrent with construction progress.
D. Specifications: Legibly mark and record at each Product section description of actual Products installed, including the following:
1. Manufacturer's name and product model and number.
2. Product substitutions or alternates utilized.
3. Changes made by Addenda and Modifications.
E. Record Documents/As-Constructed Drawings, and Shop Drawings: Legibly mark each item to record actual construction including:
1. Measured horizontal and vertical locations of underground utilities and appurtenances, referenced to permanent surface improvements.
2. Field changes of dimension and detail.
3. Details and amendments to construction not on original Plans.
F. Keep As-Constructed documents current throughout the course of the project. Review status of As-Constructed documents with engineer or designee and submit current version for approval prior to each progress payment. Submit final As-Constructed hard copy and electronic version of AutoCAD 2014 software documents prior to final application for payment.
1.04 WARRANTIES
A. Provide duplicate copies of all Contractor, Subcontractor, supplier, and manufacturer warranties for all materials and work provided. Submit prior to final Application for Payment.
B. For items of Work delayed beyond date of Substantial Completion, provide updated submittal within ten days after acceptance, listing date of acceptance as start of warranty period.
1.05 CLOSEOUT PROCEDURES
A. Submit written certification that Contract Documents have been reviewed, Work has been inspected and approved by the Contractor, and that Work is complete in accordance with Contract Documents and ready for inspection by the City.
B. Provide submittals to the City, that are required by the City or other governing authorities.
C. City to submit form, "Notice of Completion," shown in Exhibits of General Conditions.
D. Submit final Application for Payment identifying total adjusted Contract Sum, previous payments, and sum remaining due.
1.06 FINAL CLEANING
A. Execute final cleaning prior to final inspection.
B. Clean surfaces exposed to view and remove temporary labels, stains, USA markings, and foreign substances. All costs associated with the removal of such labels, stains, and USA markings shall be considered as included in various bid items.
C. Clean debris from gutters, sidewalks, planters, and drainage systems.
D. Clean site, sweep paved areas, rake clean landscaped surfaces.
E. Remove waste and surplus materials, rubbish, and construction facilities from the site. Dispose of per applicable local, state, and federal regulations.
1.07 INSTRUCTION
Instruct City’s personnel in operation of all systems, mechanical, electrical, and other equipment, as required by the individual product specifications. Include one day’s (min. 8 hours) time for field representative to instruct City’s personnel in operation of all equipment supplied and installed.
1.08 POST-CONSTRUCTION INSPECTION
Prior to expiration of one year from Date of City Council Acceptance, the City will make visual inspection of project to determine whether correction or work is required. Contractor shall attend such inspection if requested by the City and shall correct any such problems and/or defects identified as caused by the Contractor’s installation at no additional cost to the City.
PART 2 - PRODUCTS (not used)
2.01 GENERAL
The Contractor hereby guarantees that the entire work constructed by him under the contract will fully meet all the requirements of the contract documents as to quality of workmanship and materials furnished by him.
The Contractor hereby agrees to make, at his own expense, any repairs or replacements made necessary by defects in materials or workmanship supplied by him that become evident within one year after City Council acceptance, and to restore, promptly to full compliance with the requirements of these specifications any part of the work which during the one-year guarantee period is found to be deficient with respect to any provision of the specifications.
Replacement of earthfill or backfill, where it has settled below the required finish elevations, shall be considered as a part of such required repair work, and any repair or resurfacing which becomes necessary by reason of such settlement shall likewise be considered as a part of such required repair work unless the Contractor shall have obtained a statement in writing from the affected owner or releasing the City from further responsibility in connection with such repair or resurfacing.
The Contractor shall make all repairs and replacements promptly upon receipt of written order from the City.
If the Contractor fails to make such repairs or replacements promptly, the City reserves the right to do the work and the Contractor and his surety shall be liable to the City for the cost thereof.
PART 3 - EXECUTION
3.01 PAYMENT
There will be no separate measurement and payment for the requirements as specified in Special Conditions Section 14102 - SEWER - PROJECT RECORD DOCUMENTS AND CONTRACT CLOSEOUT as related to all sewer improvements on the project. Full compensation for conforming to the requirements of Special Conditions Section 14102 - SEWER - PROJECT RECORD DOCUMENTS AND CONTRACT CLOSEOUT shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work. No additional compensation will be allowed for furnishing labor, materials, equipment, and incidentals necessary to perform the items of work.
END OF SECTION
SECTION 14103 - SEWER - CONSTRUCTION FACILITIES, TEMPORARY CONTROLS, AND SIGNS PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Temporary Utilities: Electricity, lighting, heat, ventilation, telephone service, water, and sanitary facilities.
B. Temporary Controls: Barriers, enclosures and fencing, protection of the Work, and water control.
C. Construction Facilities: Parking, progress cleaning, storage area and temporary buildings.
1.02 RELATED SECTIONS
General Conditions
1.03 ELECTRICITY
Provide and pay for power service required from Utility source.
1.04 LIGHTING
A. Provide and maintain lighting as necessary for construction operations to achieve a minimum lighting level of 2 watt/sq ft.
B. Provide and maintain 1 watt/sq ft lighting to exterior staging and storage areas after dark for security purposes; provide and maintain 0.25 watt/sq ft H.I.D. lighting to interior work areas after dark for security purposes.
C. Provide branch wiring from power source to distribution boxes with lighting conductors, pigtails, and lamps as required.
D. Maintain lighting and provide routine repairs.
1.05 HEAT
Provide and pay for heat devices/heat to maintain specified conditions for construction operations as necessary.
1.06 VENTILATION
Ventilate enclosed areas to assist cure of materials, to dissipate humidity, and to prevent accumulation of dust, fumes, vapors, or gases.
1.07 TELEPHONE SERVICE
Provide, maintain, and pay for 24-hr cellular telephone field service during the course of the Contract.
1.08 WATER SERVICE
A. The Contractor shall develop a potable water supply for conveying and placing all water required for work done in the contract, including water used for extra work.
B. Potable water from the City’s directly adjacent distribution system to be used for construction purposes shall be obtained by making a deposit at the Cashier’s office at City Hall for a construction water meter. The Contractor shall coordinate its schedule with the City to ensure that the meter is installed prior to commencement of work and removed at the end of the project. Water usage and meter will be charged at the City’s current rate. The deposit will be preserved for payment of water usage and meter with any balance refunded to the Contractor upon receipt of the meter assuming it is returned in its original condition. Deductions, as determined appropriate by the City, shall be made to the deposit if the meter is not returned in its original condition. Any water usage and meter charges not covered by the deposit will be billed to the contractor. The contractor will be responsible for conveying water to the site.
1.09 SANITARY FACILITIES
Provide and maintain required facilities and enclosures as necessary. All sanitary facilities and enclosures
shall be stored offsite following each day of work.
1.10 BARRIERS
A. Provide barriers to prevent unauthorized entry to construction areas and to protect existing facilities and adjacent properties from damage from construction operations and demolition.
B. Provide barricades required by governing authorities for public rights-of-way.
C. Provide protection for plant life designated to remain. Replace damaged plant life.
D. Protect vehicular traffic, stored materials, site and structures from damage.
1.11 WATER CONTROL
A. Grade site to drain. Maintain excavations free of water. Provide, operate, and maintain pumping equipment as necessary to meet these requirements
B. Protect site from puddling or running water. Provide water barriers as required to protect site from soil erosion.
1.12 STAGING AREA, STORAGE OF MATERIALS
A. Provide, maintain, and pay for a construction staging area and area for storage of materials.
B. Store volatile wastes in covered metal containers, and remove from premises daily. Prevent accumulation of wastes which create hazardous conditions. Provide adequate ventilation during use of volatile or noxious substances.
1.13 ACCESS
A. The Contractor shall maintain access to all establishments/properties at all times for the duration of the project.
B. Should access to any establishment have to be temporarily closed due to construction constraints, the Contractor shall notify the City two (2) working days before closing such access in order to determine whether the closure is acceptable. Should such closure be approved, an alternate and acceptable means of access shall be provided.
C. Extend and relocate as Work progress requires. Provide detours necessary for unimpeded traffic flow.
D. Provide and maintain access to fire hydrants, free of obstructions.
E. Provide means of removing mud from vehicle wheels before entering streets.
1.14 PARKING
Designate parking areas to accommodate construction personnel, Engineer, and designated representatives.
1.15 PROGRESS CLEANING
A. Maintain areas free of waste materials, debris, and rubbish as necessary including the daily use of a street sweeping service to prevent collection of waste/debris in the roadway.
B. Remove waste materials, debris, and rubbish from site daily, and dispose off-site legally.
C. Conduct cleaning and disposal operations to comply with local ordinances and anti -pollution laws.
Do not burn or bury rubbish and waste materials on project site. Do not dispose of volatile wastes such as mineral spirits, oil, or paint thinner in storm or sanitary drains. Do not dispose of wastes into streams or waterways.
D. Only use cleaning materials recommended by manufacturer of surface to be cleaned. Use cleaning materials only on surfaces recommended by cleaning material manufacturer.
1.16 REMOVAL OF TEMPORARTY UTILITIES, FACILITIES, AND CONTROLS A. Remove temporary above grade or buried utilities, equipment, facilities, materials, prior to Final
Application for Payment inspection.
B. Clean and repair damage caused by installation or use of temporary work.
C. Restore existing facilities used during construction to original condition. Restore permanent facilities used during construction to specified condition.
D. Clean and remove all temporary labels, stains, USA markings, and foreign substances.
PART 2 - PRODUCTS (not used)
PART 3 - EXECUTION
3.01 PAYMENT
There will be no separate measurement and payment for the requirements as specified in Special Conditions Section 14103 - SEWER - CONSTRUCTION FACILITIES, TEMPORARY CONTROLS, AND SIGNS as related to all water improvements on the project. Full compensation for conforming to the requirements of Special Conditions Section 14103 - SEWER - CONSTRUCTION FACILITIES, TEMPORARY CONTROLS, AND SIGNS shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work.
No additional compensation will be allowed for furnishing labor, materials, equipment, and incidentals necessary to perform the items of work.
END OF SECTION
SECTION 14104 - SEWER - CLEARING, GRUBBING, AND RESTORATION PART 1 - GENERAL
1.01 SCOPE
The work of this section includes clearing of existing improvements and other interfering objects, preparation of area to be excavated, and provisions for restoration of improvements as described herein. This item shall be performed in accordance with and shall include all work specified in Subsection 300-1, entitled “Clearing and Grubbing,” of the Standard Specifications for Public Works Construction (SSPWC) unless specified otherwise.
1.02 EXISTING CONDITIONS
A. Conduct clearing, grubbing, and restoration to minimize interference with adjacent areas. Maintain protected egress and access at all times. Items requiring removal or relocation to provide access shall be replaced upon completion of the work. Contractor shall obtain permission of the City prior to the removal of existing utilities and appurtenances.
B. Provide, erect, and maintain temporary barriers and security devices under provisions of Section 14103 – Sewer - Construction Facilities, Temporary Controls and Signs.
1.03 REFERENCE STANDARDS
A. Applicable Standards of State of California Division of Industrial Safety:
1. Construction Safety Orders
2. General Industrial Safety Orders
B. Uniform Building Code – Latest Edition
C. NEC Electrical Code - Latest Edition
D. UBC Mechanical and Plumbing Code - Latest Edition
E. Building Laws of City of Downey
F. Standard Specifications for Public Works Construction, Latest Edition G. State of California Department of Transportation, Standard Specifications, Latest Edition H. American Public Works Association (APWA)
I. Standard Plans for Public Works Construction, Latest Edition J. American Water Works Association
PART 2 - PRODUCTS
2.01 GENERAL
A. City will provide access to all available Plans of surface and subsurface facilities on the site. City does not guarantee the accuracy or correctness of such Plans. All improvement locations and locations of utilities shall be determined and verified by Contractor prior to construction.
B. Any items not shown on the Plans, or which are encountered during the Contractor's operations, shall be brought to the attention of the City who will determine what disposition is to be made of the item(s).
C. The Contractor shall notify Owners of utilities, piping, structures, or equipment in the removal or construction area and arrange for any needed protection.
D. The Contractor shall disconnect, remove, and cap or relocate utility services within the demolition area, or protect these items if required in the construction of those facilities.
E. The Contractor shall obtain permission from the City when outriggers, swinging cranes and other equipment may have to traverse adjacent property.
F. The Contractor shall not interfere with the use of or access to adjacent facilities. All existing buildings shall be operational during their normal business hours and homes readily accessible.
G. The Contractor shall cease operation and notify the City immediately if the safety of any facility appears to be endangered. The Contractor shall not resume operations until safe conditions have been restored.
H. The Contractor shall provide, erect, and maintain barricades, lighting, guardrails and fencing required to protect the general public, workers and adjoining property.
I. All removed materials shall become the property of the Contractor unless otherwise specif ied on Plans or directed by the City. The Contractor shall dispose of all material from the jobsite and shall bear all expenses and liability of hauling and disposal of materials as provided in the Standard Specifications.
J. Should the Contractor decide to move any large items intact off the site, the Contractor shall make his own arrangements with the City for permits, clearances and/or utilities removal and replacement.
K. Demolition work shall be performed in accordance with applicable requirements of authorities having jurisdiction and under the City's inspection. The Contractor shall have, at the work site, copies of applicable extracts of: Construction Safety Orders and General Industrial Safety Orders issued by the State Division of Industrial Safety. The Contractor shall comply with provisions of these and other applicable laws, ordinances and regulations.
L. Except where otherwise noted or directed, immediately remove demolished materials from site.
M. Do not burn or bury materials on site.
N. At completion of work, leave areas of work in a clean condition.
2.02 RELOCATION AND ADJUSTMENTS
A. Verify with the City and clearly identify in the field all items which are to be relocated, adjusted to grade and salvaged prior to starting work.
B. Inspect all items for existing damage prior to beginning work and verify with Agency if it is to be repaired, replaced, or left as is for incorporation in the new construction.
C. Notify all utility companies whose facilities are involved in the adjustments and relocations and coordinate work with them.
D. All utility protection, removals, and relocations shall conform with Section 5 of the Standard Specifications for Public Works Construction (SSPWC).
E. Sewer lateral removal and reconstruction shall conform to APWA Standard Plans as directed by the City.
F. The Contractor shall be responsible for paving up to and matching existing manhole and/or vault grades. This is not considered “manhole adjustment” and no additional compensation will be made therefore.
G. Carefully expose and remove all items to be relocated, adjusted or salvaged for required disposition.
H. Items which will not be immediately relocated shall be safely stored and protected from all damage from any source until reinstalled and the work is accepted by the City.
I. Utility frames and covers for survey monuments, water valves, water meters, cleanouts, floor drains, traffic signal pull boxes, manholes and other items shown on the Plans and found in the field within the construction area shall be set to finish grade by the Contractor before construction of the new pavement. Manholes and other structures in Asphalt Concrete (AC) and Portland Cement Concrete (PCC) pavement shall be set to finish grade in accordance with the provisions of Subsections 301-1.6 and 302-5.8 of the Standard Specifications. All water valves and manholes
shall be set to grade with the use of a concrete ring per Plans and Specifications with the top of such concrete ring being set two inches below finished grade to allow for AC pavement surface course to be placed over the top of the ring and up against the water valve box and/or manhole.
2.03 RESTORATION
A. Any public or private properties, associated improvements, landscaping, or other objects located outside of the limits of the trench, which are damaged or removed as the result of Contractor operations, shall be restored or replaced to their original condition and location at the cost of the Contractor. In addition, all such improvements (i.e. landscaping, irrigation, PCC curb, gutter, sidewalk, flooring, trash pads, curb ramps, and driveways, etc.) within the limits of the trench, which are to remain, must be restored or replaced to their original condition and location that existed prior to construction.
B. Where materials, products or components must be supplied in order to restore or replace the items of work of this section, said materials shall be of equivalent quality and color as the original.
C. Such restoration and replacement products shall in no way compromis e the appearance or performance capacity of the work item.
D. All restoration and replacement parts/materials are subject to the approval of the City.
E. The costs for all restoration required as a result of this project shall be included in the Contractor’s various bid items of work and no additional compensation will be allowed.
2.04 CONCRETE, ASPHALT AND PAVEMENTS, MISCELLANEOUS ITEMS A. Pavement
1. Sawcut, excavate, and remove existing AC and PCC pavement, and excavate and remove section subgrade material per requirements of any permits and per Standard Specification Subsections 300-1, 300-2, as shown per plan or directed by the City.
Subgrade preparation will be per Standard Specifications Subsection 301-1. AC, PCC, and CMB removals, as required by the Specifications, shall include but not be limited to Asphaltic Concrete, Portland Cement Concrete, and aggregate base and earth. The use of stompers will not be allowed for any portion of the work on this project.
2. Pavement Section removal shall include sawcutting and removal of the existing AC and PCC, and removal of underlying aggregate base and earth materials to the new subgrade elevation as required by the limits of the piping, manholes, vaults, and materials to be installed. The Contractor shall implement whatever measures are practical during removal operations to maintain the existing subgrade integrity. Any subgrade disturbed or removed due to the Contractor not using the extra care outlined or for his convenience, shall be graded and compacted to the required elevations at no cost to the City.
B. Concrete
1. Miscellaneous concrete improvements encountered during construction shall be removed to neatly-sawed edges with sawcuts made to a minimum depth of 1-1/2 inches shall be neat and in straight lines either parallel to/or at right angles to the alignment of the existing improvement. No section to be replaced shall be smaller than 5 feet in length. If the sawcut should fall within 48 inches of a construction joint, expansion joint, or edge, the concrete shall be removed to the joint or edge, except that where the sawcut would fall within 12 inches of a score mark, the sawcut shall be made in and along the score mark.
2. Concrete curb and gutter damaged during construction shall be removed to the nearest expansion joint. If the expansion joint is eight (8) feet or further away from the desired joint location, then the curb and gutter shall be sawcut to a minimum depth of 1-1/2 inches. Removal limits shall conform as close as practicable to those shown on the Plans and described in these Specifications.
3. Under no circumstances shall the Contractor place concrete forms with the intent of
leaving the forms in place for more than 24 hours, aside from curing freshly poured concrete. Access to all properties shall be maintained to an acceptable condition unless approved otherwise by the City or necessary to facilitate or protect work.
2.05 PATCHING AND FILLING
Where removals leave holes and damaged surfaces exposed in the finished work, patch and repair these holes and damaged surfaces to match adjacent finished surfaces. Where new work is to be applied to existing surfaces, perform removals and patching in a manner to produce surfaces suitable for receiving new work. Finished surfaces of patched area shall be flush with the adjacent existing surface and shall match the existing adjacent surface as closely as possible as to texture and finish. Patching shall be as determined by the City and designated representative.
Holes and depressions caused by previous physical damage or left as a result of removals in existing masonry walls shall be completely filled with an approved masonry patching material, applied in accordance with the manufacturer's printed instructions.
Where curb, gutter, sidewalk and other concrete surfaces are to remain in place, the contractor shall patch and sack the existing surfaces to remove chips and gouges. A concrete bonding agent shall be used to bond the new patch to the existing surface. The surface must be cleaned and prepared to receive the patch. Should restoration of damaged curb and gutters be required by the City, such restoration shall be conducted in accordance with Subsection 3 of Section 03000.
2.06 CLEANUP
Remove and transport debris and rubbish in a manner that will prevent spillage on pavements, streets or adjacent areas. Construction site must be left clean daily.
PART 3 - EXECUTION
3.01 PAYMENT
There will be no separate measurement and payment for the requirements as specified in Special Conditions Section 14104 - SEWER - CLEARING, GRUBBING, AND RESTORATION as related to all sewer improvements on the project. Full compensation for conforming to the requirements of Special Conditions Section 14104 - SEWER - CLEARING, GRUBBING, AND RESTORATION shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work. No additional compensation will be allowed for furnishing labor, materials, equipment, and incidentals necessary to perform the items of work.
END OF SECTION
SECTION 14105 - SEWER - TRENCHING, BACKFILLING, AND COMPACTING PART 1 - GENERAL
1.01 DESCRIPTION
This Section describes materials, testing, and performance of trench excavation, backfilling, and compacting.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Asphalt Concrete and Portland Cement Concrete Pavement: 02750
1.03 SUBMITTALS
A. Submit drawings showing excavation and shoring, bracing, or sloping for worker protection in accordance with Article 10 of the General Conditions, if determined necessary.
B. Submit two samples of any native backfill materials proposed for use for testing purposes. Submit reports from testing laboratory verifying that backfill materials shall conform to the specified gradations, characteristics, and other requirements specified below for native material, pea gravel, granular material, imported sand, cement slurry, rock refill for foundation stabilization, and water.
1.04 PROTECTION OF EXISTING UTILITES AND FACILITIES
A. General: Be responsible for the care and protection of all existing sewer pipelines and laterals, potable/fire water pipelines, recycled water pipelines, irrigation pipelines and associated facilities, gas and oil mains, storm drains, culverts, electrical, signal, fiber optic and other communication lines or other facilities and structures that may be encountered in or near the area of Work.
B. Notification: Notify each agency having jurisdiction and make arrangements for locating each agency's facilities prior to beginning construction.
C. Damage: In the event of damage to any existing facilities during the progress of the work due to the failure of the Contractor to exercise the proper precautions, the Contractor shall be responsible for the cost of all repairs and protection to said facilities. The Contractor's work may be stopped until repair operations are complete.
1.05 PROTECTION OF LANDSCAPING
A. General: Protect all trees, shrubs, fences, and other landscape items adjacent to or within the site unless directed otherwise. In the event of damage to landscape items, replace the damaged items in a manner satisfactory to the City.
B. Restoration: Areas damaged as the result of Contractor operations must be restored to their original condition. Restoration shall include regrading, placement of 5-inches of topsoil, reseeding/sod, and replacement of landscaping.
PART 2 - MATERIALS
2.01 DEFINITION OF ZONES
A. Pavement Zone: The pavement zone shall include the Asphalt Concrete (AC), Portland Cement Concrete (PCC), and aggregate or native base placed over the trench zone as specified on the Trench Paving Section on Plans.
B. Trench Zone: The trench zone shall include the portion of the trench from the top of the pipe zone to the bottom of the pavement zone in paved areas or to the existing surface in unpaved areas.
C. Pipe Zone: The pipe zone shall include the full width of trench from the bottom of the pipe or conduit to a horizontal level 12-inches above the top of the pipe. Where multiple pipes or conduits are placed in the same trench, the pipe zone shall extend from the bottom of the lowest pipes to a horizontal level 12-inches above the top of the highest or topmost pipe.
D. Pipe Base: The pipe base shall be defined as a layer of material extending a minimum of 6 inches
below the pipe zone and extending over the full trench width.
2.02 BACKFILL - PAVEMENT ZONE
AC pavement requirements per trench details on Plans.
In PCC areas where no aggregate base exists, backfill shall consist of native materials meeting the requirements of Subsection 306-1.3 of the Standard Specifications compacted to 95% relative compaction, min. 6 inches in thickness.
2.03 BACKFILL – TRENCH ZONE
Backfill material in trench zones shall consist of native materials free of all objectionable materials meeting the requirements of Subsection 306-1.3 of the Standard Specifications compacted to 90% relative compaction. See Plans for areas that require 1 sack cement slurry (100-E-100) backfill.
2.04 BACKFILL - PIPE ZONE
Backfill material in pipe zones shall be 1/2-inch crushed rock meeting the requirements noted below for Pipe Base for VCP and C900 DR-14 PVC pipe and imported sand or native material with min. SE of 30 or coefficient of permeability >1.4 in/hr for all other PVC pipe. See Plans for areas that require 1 sack cement slurry (100-E-100) backfill.
2.05 BACKFILL - PIPE ZONE AND PIPE BASE
A. Polyvinyl chloride pipe ( ≤ 4-inch): Unless otherwise specified or shown on the Plans, pipe base and pipe zone backfill up to an elevation equal to 12 inches over the top of the highest or topmost pipe shall be imported sand as specified herein. See Plans for areas that require 1 sack cement slurry (100-E-100) backfill.
B. Vitrified clay pipe and C-900 DR-14 Polyvinyl Chloride Pipe: Unless otherwise specified or shown on the Plans, pipe base and pipe zone backfill up to an elevation equal to 12 inches over the top of the highest or topmost pipe shall be 1/2-inch crushed rock as specified herein. See Plans for areas that require 1 sack cement slurry.
2.06 IMPORTED SAND -- PIPE ZONE AND PIPE BASE
Imported sand used in the pipe zone or for the pipe base shall meet the requirements of subsection 306-
1.2.1 and have the following gradation:
Sieve Size Percent Passing By Weight
3/8 inch 100
No. 4 mesh 75 - 100
No. 30 mesh 12 - 50
No. 100 mesh 5 - 20
No. 200 mesh 0 - 15
Minimum sand equivalent of 30 per ASTM D2419 or coefficient of permeability > 1.4 in/hr in accordance with ASTM D2434
2.07 GRAVEL AND CRUSHED ROCK--PIPE ZONE AND PIPE BASE
Gravel and crushed rock material shall conform to the Standard Specifications for Public Works Construction, Section 200-1.2 and shall meet the following gradation:
Designated Material Size
1-1/2-Inch 1-Inch 3/4-Inch 1/2-Inch 3/8-Inch
Sieve Sizes Percent
Passing
Percent
Passing
Percent
Passing
Percent
Passing
Percent
Passing
2-inches 100 --- --- --- ---
1-1/2-inches 90 - 100 100 --- --- ---
1-inch 20 - 55 90 - 100 100 --- ---
3/4-inch 0 - 15 30 - 60 90 - 100 100 ---
1/2-inch --- 0 - 20 30 - 60 90-100 100
3/8-inch 0 - 5 --- 0 - 20 20-60 90 - 100
No. 4 --- 0 - 5 0 - 5 0-15 30 - 60
No. 8 --- --- --- 0-5 0 - 10
2.08 REFILL MATERIAL FOR FOUNDATION STABILIZATION
Refill material shall be either material conforming to the requirements for the pipe zone or crushed or natural rock having the following gradation:
Sieve Size Percent Passing By Weight
3 inch 100
1-1/2 inches 70 - 100
3/4 inch 60 - 100
No. 4 mesh 25 - 55
No. 30 mesh 10 - 30
No. 200 mesh 0 - 10
2.09 SAND-CEMENT SLURRY REFILL MATERIAL FOR FOUNDATION STABILIZATION IN PIPE BASE AND
PIPE ZONE OR WHERE OTHERWISE SHOWN ON THE PLANS
Sand-cement slurry (100-E-100) shall consist of 1 sack/CY of Portland Cement Concrete per cubic yard of sand and sufficient moisture for workability.
2.10 WATER FOR COMPACTION
Potable water used in compaction shall have a maximum chloride concentration of 500 mg/l, a maximum sulfate concentration of 500 mg/l, and shall have a pH of 7.0 to 9.0. Water shall be free of acid, alkali, or organic materials injurious to the pipe coatings.
2.11 PEA GRAVEL
Pea gravel shall be defined as gravel, uniformly graded from coarse to fine with less than 10% passing a No. 200 sieve, less than 50% passing a No. 4 sieve, and having a maximum particle size of 3/4 inch.
2.12 CONCRETE FOR THRUST BLOCKS
Concrete for thrust blocks shall be Class 560-C-3250, unless otherwise shown on the Plans.
PART 3 - EXECUTION
3.01 TESTING FOR COMPACTION
A. Methods: Determine the density of soil in place by the sand cone method, ASTM D 1556, or by the nuclear method, ASTM D 2922 or D 3017.
B. Soil Moisture-Density Relationship: The laboratory moisture-density relations of soils shall be determined per ASTM D 1557.
C. Cohesionless Materials: Determine the relative density of cohesionless materials by ASTM D 4253 and D 4254.
D. Sampling: Sample backfill materials per ASTM D 75.
E. Relative Compaction: Express "relative compaction" as the ratio, expressed as a percentage, of the in place dry density to the laboratory maximum dry density.
F. Compaction Compliance: Compaction shall be deemed to comply with the specifications when none of the tests falls below the specified relative compaction. The City will determine and provide for materials testing and/or special (deputy) inspection as required for relative compaction in accordance to the requirements of Special Conditions Section 01010 1.09 and Section 14113 of these Specifications.
3.02 COMPACTION REQUIREMENTS
Unless otherwise shown on the Plans or otherwise described in the specifications for the particular type of pipe installed, relative compaction in pipe trenches and excavations around associated improvements (i.e. manholes, vaults) shall be as follows:
A. Pipe Base: 90% relative compaction.
B. Pipe Zone: 90% relative compaction.
C. Trench Zone: 90% relative compaction.
D. Pavement Zone: 95% relative compaction.
E. Foundation Stabilization: Rock refill material for foundation stabilization - 90% relative density.
F. Over excavation: Rock refill for over-excavation - 90% relative density.
G. Material Testing: Test all imported or native materials before the start of compaction operations to determine the moisture density relationship for materials with cohesive components, and the maximum density for cohesionless materials. Variations in imported or native earth materials may require a number of base curves of the moisture-density relationship.
H. Testing Intervals: Unless noted otherwise, compaction tests shall be taken at random depths and locations as directed by the City.
3.03 MATERIAL REPLACEMENT
Remove trenching and backfilling material which does not meet the Specifications and replace at no additional expense to the City.
3.04 SHEETING, SHORING, AND BRACING OF TRENCHES AND EXCAVATIONS Trenches and excavations shall have sheeting, shoring, and bracing conforming to CAL/OSHA requirements, Standard Specifications, and Article 10 of the General Provisions. Base lateral pressures for design of trench/excavation sheeting, shoring, and bracing on type of soil exposed in the trench/excavation, groundwater conditions, surcharge loads adjacent to the trench/excavation, and type of sheeting, shoring, and bracing that will be used in the trench/excavation.
3.05 PAVEMENT,PCC, AND OTHER REMOVAL
Cut bituminous and concrete pavements regardless of the thickness and any other improvements as required and approved by the City prior to excavation of the trenches in accordance with Section 14104 - Sewer - Clearing, Grubbing, and Restoration and Section 02210, PCC Removals. Remove pavement and concrete materials from the site and do not use for trench backfill.
3.06 TRENCH WIDTHS
Excavation and trenching shall be true to line so that a clear space of not more than 8-inches or less than 6- inches in width is provided on each side of the largest outside diameter of the pipe in place measured at a
point 12-inches above the top of the pipe. The largest outside diameter shall be the outside diameter of the bell on bell and spigot pipe.
Where the trench width, measured at a point 12-inches above the top of the bell of the pipe, is wider than the maximum set forth above, backfill the trench area around the pipe with 1 sack/CY sand cement slurry (100-E-100) to form a cradle for the pipe, at the discretion of the City.
3.07 GRADE
Excavate trenches such that piping and associated materials may be installed per the requirements specified in Section 14058, 14059, and 14107 with allowance for pipe thickness and for Pipe Base. If the trench is excavated below the required grade, refill the portion of the trench excavated below the grade with refill material meeting the requirements of Backfill – Trench Zone, at no additional cost to the City. Place the refill material over the full width of trench in compacted layers not exceeding 6-inches deep to the required grade with allowance for the pipe base. Remove hard spots that would prevent a uniform thickness of Pipe Base. Before laying pipe sections, check the grade and correct any irregularities. The trench bottom shall form a continuous and uniform bearing and support for the pipe at every point.
3.08 STORAGE OF EXCAVATED MATERIAL
During trench excavation, store excavated material within the limits of the trench or offsite as arranged and paid for by the Contractor. Storage areas are not to include streets, parkways, or any other adjacent properties outside the limits of the trench. The safe loading of trenches with excavated material shall conform to federal, state, and local codes.
3.09 LENGTH OF OPEN TRENCH
The length of open trench shall be limited to the amount of pipe and associated improvements (i.e. manholes, vaults) installed in one working day. Backfill or adequately bridge sidewalks, driveways and other traveled ways in accordance with Section 01570, to provide safe access and egress at the completion of each day’s work.
3.10 FOUNDATION STABILIZATION
After the required excavation has been completed, the City shall inspect the exposed trench/excavation subgrade to determine the need for any additional excavation. It is the intent that additional excavation shall be conducted in all areas within the influence of the pipelines and associated improvements where unacceptable materials exist. Additional excavation shall include the removal of all such unacceptable material directly beneath the base of the piping and associated improvements to the depth and width required (width of the trench shall not exceed conditions noted above). Unacceptable material is defined as any foundation material not meeting the requirements for the type of pipe to be installed per Section 306 of the SSPWC. Any changes in trench depth or width due to additional excavation shall be shown on the Plans. The over-excavated portion of the trench, shall be backfilled to the subgrade of the base of the piping. Refill material used for foundation stabilization shall meet the requirements of such material for the type of piping and associated improvements to be installed per Section 306 of the SSPWC and be installed at no additional cost to the City. Place foundation stabilization material over the full width of the excavation, compacted to 90% relative compaction, in layers not exceeding 6-inches in depth, to the start of the bedding zone. Remove hard spots that would prevent a uniform thickness of Pipe Base. Before placing bedding material or laying pipe sections, check the grade with a straightedge and correct any irregularities. The trench bottom shall form a continuous and uniform bearing and support for the piping and associated improvements at every point.
3.11 TRENCH BACKFILLING AND COMPACTION
A. General: Trench backfill shall conform to requirements of the City and these Special Conditions.
B. Pipe Base: Place the specified thickness of pipe base material over the full width of trench. Grade the top of the Pipe Base ahead of the pipe laying to provide firm, uniform support along the full length of pipe.
C. Joints: Excavate holes at each joint to permit proper assembly and inspection of the entire joint.
D. Pipe Zone: After the pipe and associated improvements have been bedded, place pipe zone material simultaneously on both sides of the pipe, keeping the level of backfill the same on each side. Carefully place material around the pipe so that the pipe barrel is completely supported and that no voids or uncompacted areas are left beneath the pipe. Particular care shall be taken in placing material on the underside of the pipe to prevent lateral movement during subsequent backfilling. Compact material placed within the Pipe Zone by hand tamping only.
E. Trench Zone: Carefully deposit backfill material onto the backfill previously placed in the Pipe Zone. Free fall of the material shall not be permitted until at least 2 feet of cover is provided over the top of the pipe. Do not drop sharp, heavy pieces of material directly onto the pipe or the tamped material around the pipe.
F. Compact trench backfill to the specified relative compaction. Perform compaction by using mechanical compaction or hand tamping equipment. Do not use high impact hammer-type equipment.
G. Equipment: Do not use axle-driven or tractor-drawn compaction equipment within 5 feet of walls and structures.
H. Pavement Zone Backfill: Pavement Zone backfill shall comply with the requirement for Trench Zone backfill and be compacted to 95% relative compaction.
3.12 MOISTURE CONTENT OF BACKFILL MATERIAL
During the compacting operations, maintain optimum practicable moisture content required for compaction purposes in each lift of the backfill material. Maintain moisture content throughout the lift at a uniform level.
If placement is discontinued and proper moisture content not maintained, bring the upper l ayer back to proper moisture content by sprinkling, cultivating and rolling the backfill material before placing new material. At the time of compaction, the water content of the material shall be at optimum water content plus or minus two percentage points. Do not work material which contains excessive moisture to obtain the required compaction. Material having excessive moisture content may be dried by blading, discing, or harrowing to hasten the drying process.
3.13 IMPORT AND DISPOSAL OF BACKFILL MATERIAL
A. Excess Material: Remove and dispose of excess excavated soil material off the Project site at no additional expense to the City. Dispose of excess soil material in accordance with applicable Laws and Regulations.
B. Imported Material: Import, place and compact any additional backfill material necessary to return all grades to the grade encountered at the beginning of construction at no additional cost to the City.
3.14 DEWATERING
Means and devices shall be provided and maintained to remove and dispose of all water entering the trench excavation during the time the trench is being prepared for the pipe laying, during the laying of the pipe and installation of associated components, and until the backfill at the pipe zone has been completed. These provisions shall apply at all times. Water shall be disposed of in a manner to prevent damage to adjacent property. Trench water shall not be drained through the pipeline under construction. Groundwater shall not be allowed to rise around the pipe until jointing compound has firmly set.
3.15 PAYMENT
There will be no separate measurement and payment for the requirements as specified in Special Conditions Section 14105 - SEWER - TRENCHING, BACKFILLING, AND COMPACTING as related to all sewer improvements on the project. Full compensation for conforming to the requirements of Special Conditions Section 14105 - SEWER - TRENCHING, BACKFILLING, AND COMPACTING shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work. No additional compensation will be allowed for furnishing labor,
materials, equipment, and incidentals necessary to perform the items of work.
END OF SECTION
SECTION 14107 - SEWER - PRESSURE TESTING OF FORCE MAIN
PART 1 - GENERAL
1.01 DESCRIPTION
This Section specifies the hydrostatic and leakage testing of pressure piping in sewer force mains, bypass piping, and associated facilities.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Sewer - Installation of Pressure Pipelines: 14108
B. Sewer - Ductile Iron Pipe and Fittings: 14109
1.03 SUBMITTALS
A. Submit design calculations, pipe attachment details, and methods to prevent excessive pipe wall stresses.
B. Submit test plan to City for approval.
C. Submit two copies of the test records to the City upon completion of the testing.
1.04 TEST PRESSURES
Test pressures for the various services and types of piping are provided in Section 3.09.
1.05 TESTING RECORDS
Provide records of each piping installation during the testing. These records shall include:
A. Date of test.
B. Identification of pipeline, or pipeline section, tested or retested.
C. Identification of pipeline material.
D. Identification of pipe specification.
E. Test fluid.
F. Test pressure.
G. Remarks: Leaks identified (type and location), types of repairs, or corrections made.
H. Certification by Contractor that the leakage rate measured conformed to the specifications.
I. Test duration.
J. Allowable losses.
K. Actual losses.
PART 2 - PRODUCTS
2.01 MANUAL AIR-RELEASE VALVES FOR BURIED PIPING
Provide temporary manual air-release/vacuum valves for pipeline test. Construct the pipe outlet in the same manner as for a permanent air valve and after use, seal with a blind flange, pipe cap, or plug and coat equal to the adjacent pipe.
2.02 TESTING FLUID
A. Obtain and use only potable water from directly adjacent City distribution system using Contractor – provided RP device for hydrostatic testing.
B. Submit requests for use of potable water from City water lines 48 hours in advance.
2.03 TESTING EQUIPMENT
Provide new, calibrated, 6-inch-diameter face pressure gages, pipes, bulkheads, pumps, calibrated meters and chart recorder to perform the hydrostatic testing.
PART 3 - EXECUTION
3.01 TESTING PREPARATION
A. Conduct pressure tests on buried piping after the section being tested has been completely backfilled.
B. Provide any temporary piping needed to carry the test fluid to the piping that is to be tested. After the test has been completed and demonstrated to comply with the specifications, disconnect and remove temporary piping. Remove temporary vent and drain valves at the high and low points in the tested piping. Permanent vent and drain valves which are called for on the Plans shall be maintained in place following use. Plug taps or connections to the existing piping from which the test fluid was obtained.
C. Provide temporary blow-offs and drain lines needed to carry testing fluid away from the pipe being tested. Remove such temporary drain lines after completing the pressure testing.
D. Pressure testing against a closed valve will not be allowed. Provide MJxFL adapters, pressure plates, and other materials as necessary.
E. Engineer or authorized Utilities Yard employee must be present to witness the testing.
3.02 CLEANING
Before conducting hydrostatic tests, flush pipes with water to remove dirt and debris. Maintain a flushing velocity of at least 2 feet per second for water testing. Flush pipes for the minimum time period as given by the formula below and as required to thoroughly clear the pipeline of dirt and debris.
T = 2L/3
in which:
T = flushing time (seconds)
L = pipe length (feet).
All water, sediment, dirt, and foreign material accumulated during this cleaning operation shall be discharged, vacuumed, or otherwise removed from the pipe.
Contractor must utilize full diameter City main line for flushing only. Use of 2” and 4” outlets and fire hydrant hoses will not be allowed for flushing purposes.
Note: the formula for flushing time provided above is for minimum time required.
3.03 LENGTH OF TEST SECTION FOR BURIED PIPING
Submit test plan to City for approval.
3.04 INITIAL PIPELINE FILLING FOR HYDROSTATIC TESTING
Maximum rate of filling shall not cause water velocity in the pipeline to exceed 1 foot per second.
3.05 TESTING NEW PIPE WHICH CONNECTS TO EXISTING PIPE
Test new pipelines and associated facilities which are to be connected to existing pipelines by isolating the new line from the existing line by means of pipe caps, spectacle flanges, or blind flanges. After the new line has been successfully tested, remove caps or flanges and connect to the existing piping. Pressure testing against a closed valve will not be allowed. Provide MJxFL adapters, pressure plates and other materials as necessary.
3.06 HYDROSTATIC TESTING OF BURIED PIPING
A. Where any section of the piping contains concrete thrust blocks or encasement, do not make the
pressure test until at least 10 days after the concrete has been poured.
B. Apply and maintain the test pressure by means of a hydraulic force pump.
C. Maintain the test pressure for the following duration by restoring it whenever it falls an amount of 5 psi:
Pipe Diameter
(inches) Hours
18 and less 4
D. After the test pressure is reached, use a meter to measure the additional water added to maintain the pressure. This amount of water is the loss due to the apparent leakage in the piping system.
The allowable loss rate is defined by the formula:
L = ND(P)1/2
7400
in which:
L = allowable loss (gallons per hour)
N = number of rubber-gasketed joints in the pipe tests
D = diameter of the pipe (inches)
P = specified test pressure (psig)
E. The allowable leakage loss for buried, welded or flanged steel pipe shall be zero.
F. Repair and retest any pipes showing leakage rates or losses greater than that allowed in the above criteria.
3.07 REPETITION OF TEST
If the actual leakage or loss exceeds the allowable amounts, locate and correct the faulty work and repeat the test. Restore the work and all damage resulting from the leak and its repair. Eliminate visible leakage.
3.08 BULKHEAD AND TEST FACILITY REMOVAL
After a satisfactory test, remove test bulkheads and other test facilities, and restore the pipe coatings and fill the pipeline section tested with water and maintain it full until completion of the contract. The Contractor shall assume all responsibility for any damage to the pipeline as a result of pressure imposed during operations of filling the pipeline with water and conducting the tests.
3.09 TEST PRESSURES
The field hydrostatic test requirements shall be 200 psi measured at the lowest point of the pipeline being tested.
3.10 PAYMENT
There will be no separate measurement and payment for the requirements as specified in Special Conditions Section 14107 - SEWER - PRESSURE TESTING OF FORCE MAIN as related to all sewer force main and bypass piping improvements on the project. Full compensation for conforming to the requirements of Special Conditions Section 14107 - SEWER - PRESSURE TESTING OF FORCE MAIN shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work. No additional compensation will be allowed for furnishing labor, materials, equipment, and incidentals necessary to perform the items of work.
END OF SECTION
SECTION 14113 - SEWER - QUALITY CONTROL AND TESTING LABORATORY SERVICES PART 1 - GENERAL
1.01 SECTION INCLUDES
A. Quality assurance and control of installation
B. References
C. Field samples
D. Inspection and testing laboratory services
E. Laboratory reports
F. Limits on testing laboratory authority
1.02 RELATED WORK
A. Documents related to the work of this Section include, but are not necessarily limited to, General Conditions: Article 8 and other Sections of these Specifications.
B. Requirements for testing may be described in various Sections of these Specifications.
1.03 QUALITY ASSURANCE/CONTROL OF INSTALLATION/TESTING LAB A. Monitor quality control over suppliers, manufacturers, products, services, si te conditions, and workmanship, to produce Work of specified quality. Name and qualifications of proposed testing firms are to be submitted for review and approval by the City.
B. Comply fully with manufacturers' instructions, including each step in sequence.
C. Should manufacturers' instructions conflict with Contract Documents, request clarification from the City before proceeding.
D. Comply with specified standards as a minimum quality for the Work except when more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship.
E. Testing Equipment: Calibrated at reasonable intervals with devices of an accuracy traceable to either National Bureau of Standards (NBS) or accepted values of natural physical constants.
F. Require product suppliers or manufacturers of material to provide qualified staff personnel to observe site conditions, conditions of surfaces and installation, quality of workmanship, and to initiate instructions when necessary.
1.04 REFERENCES
A. ANSI/ASTM E329 - Recommended Practice for Inspection and Testing Agencies for Concrete, Steel, and Bituminous Materials as Used in Construction.
B. Standard Plans for Public Works Construction (Latest Edition).
C. Standard Specifications for Public Works Construction (Latest Edition).
D. APWA Work Area Traffic Control Handbook (WATCH) or the State of California Manual of Traffic Controls.
E. American Water Works Association (AWWA) (Latest Edition) F. State of California, Department of Transportation Standard Specifications for Lane Markings, Painting and Signing, Latest Edition.
G. State of California Division of Occupational Safety and Health (Cal-OSHA) Construction Safety Orders.
H. Conform to reference standard by date of issue current on date of Contract Documents.
I. Obtain copies of standards when required by Contract Documents.
J. Should specified reference standards conflict with Contract Documents, request clarification from the City before proceeding.
1.05 INSPECTION AND TESTING LABORATORY SERVICES
A. Contractor will employ services of an independent firm to perform inspection and testing required under these Specifications, except as follows:
1. Materials Testing for subgrade compaction and concrete material used on the project.
B. Contractor will include within the Contract Sum an amount sufficient to cover all testing and inspecting required under these Specifications, and to cover all testing and inspecting required by governmental agencies having jurisdiction, per City requirements as directed by the Engineer.
C. The independent firm(s) selected, employed by the Contractor, will perform inspections, tests, and other services specified in individual specification Sections and as required by the City.
D. Reports will be promptly submitted by the independent firm to the City indicating observations and results of tests and indicating compliance or non-compliance with Contract Documents. After each inspection and test, the submitted report shall contain:
1. Date issued,
2. Project title and number,
3. Name of inspector,
4. Date and time of sampling or inspection,
5. Identification of product and Specifications Section,
6. Location in the Project,
7. Type of inspection or test,
8. Date of test,
9. Results of tests,
10. Conformance with Contract Documents.
E. Except for those testing services provided by the City and as may be otherwise approved by the City, have the testing laboratory secure and handle all samples and specimens for testing.
F. Contractor will cooperate with independent firm; provide access to the Work at all times and all locations where the Work is in progress; and assistance as requested.
G. Contractor will notify the City, and laboratory, 24 hours prior to expected time for operations requiring inspection and testing services.
H. Retesting required because of non-conformance to specified requirements shall be performed by the same independent firm on instructions by the City. Payment for retesting will be charged to the Contractor.
1.06 LIMITS ON TESTING LABORATORY AUTHORITY
A. Laboratory may not release, revoke, alter, or enlarge on requirements of Contract Documents.
B. Laboratory may not approve or accept any part of the Work.
C. Laboratory has no authority to stop the Work.
1.07 TESTS AND INSPECTIONS
A. General
The Contractor shall perform, or arrange for the performance, and pay all costs in connection with all tests and inspections required by the contract documents.
The work shall be conducted under the general direction of the City and shall be subject to
inspection by the City’s representative to ensure compliance with the requirements of the contract documents.
The presence of the inspector(s), however, shall not relieve the Contractor of the responsibility for the proper execution of the work in accordance with all requirements of the contract documents.
Compliance is distinctly a duty of the Contractor, and said duty shall not be avoided by any act or omission on the part of the inspector(s).
All materials and articles furnished by the Contractor shall be subject to rigid inspection and no material or articles shall be used in the work until it has been inspected and accepted by the City.
B. Time of Inspection and Tests
Samples and test specimens required under these specifications shall be furnished and prepared for testing in ample time for the completion of the necessary tests and analyses before said articles or materials are to be used. The Contractor shall furnish all required test specimens at his own expense. Except as otherwise provided in these specifications, performance of the required tests will be by the Contractor, and all costs will be borne by the Contractor at no cost to the City.
The City shall have the right to select, test, and analyze, at the expense of the Contractor, additional test specimens of any or all of the materials to be used. Results of such tests and analyses shall be considered along with the tests or analyses made by the Contractor to determine compliance with the applicable specifications for the materials so tested or analyzed.
C. Test Methods
When not otherwise specified, all sampling and testing shall be in accordance with the methods prescribed in the current standards of the American Society for Testing and Materials (ASTM), as applicable to the class and nature of the article or materials considered; ho wever, the City reserves the right to require any generally accepted system of inspection and testing which, in the opinion of the City, will ensure the City that the quality of the workmanship is in full accord with the specifications.
D. Right of Rejection
The City shall have the right, at all times and places, to reject any Contractor furnished articles or materials to be furnished hereunder which, in any respect, fail to meet the requirements of these specifications, regardless of whether the defects in such articles or materials are detected at the point of manufacture or after completion of the work at the site. If the inspector, through an oversight or otherwise, has accepted materials or work which is defective or which is contrary to the specifications, such materials, no matter in what stage or condition of manufacture, delivery, or erection, may be rejected by the City.
The Contractor shall promptly remove rejected articles or materials from the site of the work after notification or rejection.
All costs of removal and replacement of rejected articles or materials as specified herein shall be borne by the Contractor, unless otherwise noted.
1.08 INSPECTION OF WORK
All work shall be subject to inspection by the City and shall be left open and uncovered until the installation is approved by City or its Representative.
The Contractor shall not proceed with any subsequent phase of work until the City has inspected the previous phase.
The City shall at all times have access to the work during construction and shall be furnished with every reasonable facility for ascertaining full knowledge respecting the progress, workmanship, and character of materials used and employed in the work.
The Contractor shall submit a schedule to the City outlining his proposed construction operation. Whenever the Contractor varies the period during which work is carried on each day, he shall give 48 hours minimum
advance notice to the City so that proper inspection may be provided. Any work done in the absence of the City’s inspector will be subject to rejection.
No fittings or other materials shall be installed until inspected by the City or its Representative. Contractor shall give 48 hours minimum advance notice to the City in advance of installation so that proper inspection may be provided.
The inspection of the work shall not relieve the Contractor of any of his obligations to complete the work as prescribed by these specifications. Defective work shall be made good, and unsuitable materials may be rejected notwithstanding the fact that such defective work and unsuitable materials have been previously overlooked by the City and accepted.
The City shall have the authority to suspend the work wholly or in part for such time as it may deem necessary due to the failure on the part of the Contractor to carry out instructions given or to perform any provisions of the Plans or specifications. The Contractor shall immediately comply with the written notice of the City to suspend the work wholly or in part. The work shall be resumed when methods or defective work are corrected as notified or approved in writing by the City. No additional compensation will be allowed the Contractor for suspension of work by the City.
1.09 PAYMENT
There will be no separate measurement and payment for the requirements as specified in Special Conditions Section 14113 - SEWER - QUALITY CONTROL AND TESTING LABORATORY SERVICES as related to all sewer improvements on the project. Full compensation for conforming to the requirements of Special Conditions Section 14113 - SEWER - QUALITY CONTROL AND TESTING LABORATORY SERVICES shall be included in the various bid items of work, and shall include furnishing all labor, materials, equipment and incidentals necessary to perform the items of work. No additional compensation will be allowed for furnishing labor, materials, equipment, and incidentals necessary to perform the items of work.
PART 2 - PRODUCTS (not used)
PART 3 - EXECUTION (not used)
END OF SECTION
SECTION 14114 - SEWER – CURED-IN-PLACE PIPE (CIPP)
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes: Rehabilitation of pipe by the cured-in-place (CIPP) method.
B. System Description: Rehabilitate existing pipes by inserting a resin- impregnated flexible tube through the host pipe, inflating it to the inside diameter of the host pipe using low-head hydrostatic pressure, and curing the tube using heated water or steam.
C. This section provides general guidelines. Nothing contained herein shall relieve the Contractor from completing the CIPP pipe rehabilitation in the most feasible, efficient, highest quality, and safe manner, using required materials to the lines and grades of the sewers to be rehabilitated and to the requirements of this specification.
D. Contractor shall supply all labor, materials, equipment and apparatus not specifically mentioned herewith or noted on the Plans, but which are incidental and necessary to complete the specified work.
1.2 SUBMITTALS
A. Prepare and submit in accordance with City of Downey requirements.
B. Experience: Submit documentation demonstrating compliance with specified experience requirements as detailed herein.
C. Product Data:
1. Information on CIPP materials, including lining material and resins.
D. Construction Details:
1. CIPP Manufacturer’s recommended storage procedures, resin application, curing process details and cure schedules (including heat up, hold and cool down cycles and temperature control for each diameter and CIPP thickness).
2. Trimming and finishing at manhole walls.
3. Lateral reinstatement methods.
4. Safety systems associated with the proposed heating equipment and boiler management operational safety systems for use with the cure process.
5. Methods, materials, equipment and procedures used for point repairs identified on the Drawings.
6. Methods, materials, equipment, and procedures employed to seal annular space between the CIPP and the host pipe at manholes and, if required, at all internally reinstated lateral connections
7. Documentation describing methods, equipment and materials used to cut the liner for lateral reinstatement, seal the connection between the rehabilitated sewer main and the reinstated service lateral to prevent sewage from getting between the liner and the host pipe, and seal leaking lateral connections.
8. Contingency Plan: Provide a plan for repair of defects that may expose the host pipe during removal of the defect. The plan shall include detailed information on removal of the defect and proposed method for defect repair.
E. Engineering calculations for the design of the liner thickness
1. Design calculations shall be checked and approved by a Registered Civil Engineer in the State of California. Liner design calculations shall be supported by field
analysis, technical assumptions, requirements of these Specifications and ASTM F1216.
2. Calculations shall be submitted and reviewed prior to ordering liner.
F. During the curing process, keep logs, charts and/or graphs of the liner temperatures at the specified locations to ensure that proper temperatures and cure times have been achieved.
Copies of logs, charts and/or graphs shall be submitted to the City within 5 days of installation.
G. Certifications and Testing:
1. Certification from the CIPP manufacturer that the resin/catalyst and tube material complies with the required application, meets the intended service condition and complies with the physical requirements.
2. Literature and background information on the independent third party testing laboratory proposed for testing the physical properties of the installed pipe.
3. Manufacturer’s certification that lining material is manufactured, sampled, tested and inspected in accordance with ASTM F1216 and F1743. Include the manufacturing date of the lining materials in the certification.
4. Verification of product conformance by third party testing for the chemical resistance and physical testing requirements along with a report of test results.
H. For each diameter and thickness to be installed on the project, provide volume of resin required per unit length (gal/foot or liters/meter) to fill the volume of air voids in the tube plus the additional allowance for polymerization shrinkage and to meet the finished liner strength requirements.
I. After each impregnation of a tube for an installation, submit a process record that verifies that the resin impregnation yield matches the required quantity for the diameters and thicknesses.
J. Written notification of any crew changes. Notification shall be a minimum of one week prior to date of actual change.
1.3 EXPERIENCE REQUIREMENTS
A. Required experience:
1. CIPP Manufacturer:
a. Minimum of 5,000 linear feet of CIPP successfully installed in sanitary sewers owned by public agencies or municipalities in the state of California, where the CIPP has been in successful service for a minimum of 3 years.
2. Field Superintendent: Superintendent shall have at least two (2) years cured-in-place pipe supervisory field experience on a minimum of three successfully completed projects. Qualifying experience for the three reference projects submitted shall include:
a. Length: At least 5,000 linear feet CIPP total length. b. Minimum Pipe Diameter: 8-inches in diameter.
c. Sewage Flow Control: At least one year of sewage flow control supervisory field experience.
3. Installation Crew: At least three persons from the CIPP installation crew shall have a minimum of two years of CIPP experience.
4. Boiler Technician: Provide the name and information for the boiler technician who will perform the actual work. All boiler technicians shall be certified and approved as operators by the rehabilitation system manufacturer or an independent testing agency.
B. The final decision to accept or reject the product, manufacturer, and/or installer lies solely with the City. The named Manufacturer, Field Superintendent, CIPP Installer, and Boiler Technician must be utilized to perform the work under this project, unless changes are specifically authorized by the Engineer in writing.
1.4 WARRANTY
A. Contractor shall provide a warranty to be in force and effect for a period of one year from the date of written final acceptance. The warranty shall require the repair or replacement of the liner due to failure resulting from faulty materials or installation as deemed necessary by the City. All required work incidental or required as part of the repair or replacement shall be provided by the Contractor at no additional cost to the City.
PART 2 – PRODUCTS
2.1 GENERAL
A. Materials provided and process variables used in the CIPP installation process are the responsibility of the Contractor.
B. Materials, installation procedures and the final product shall equal or exceed the requirements of ASTM F1216, ASTM F1216 Appendix X1, and F1743.
2.2 COMPONENT PROPERTIES
A. Liner Tube: One or more layers of flexible needle felt or an equivalent woven and/or non- woven material capable of carrying resin, withstanding installation pressures and curing temperatures, compatible with the resin system used, and having markings to determine elongated length during liner installation.
B. Resin:
1. Compatibility with Application: Liquid thermosetting resin that is compatible with the CIPP rehabilitation process used and designed for a wastewater environment.
2. Type: Polyester, vinyl ester or epoxy meeting the service conditions specified for the tube system and the applicable sections of ASTM F1216 and F1743.
3. Enhancers: Use of enhancers will not be allowed.
4. Resin Characteristics: Sufficiently thixotropic to obtain non-draining characteristics when impregnated into the fiber fabric
C. Catalyst: Compatible with the resin and other materials to be utilized in the rehabilitation process. Select quantity and type of catalyst based on the curing conditions and recommendations of the resin manufacturer.
2.3 FINISHED AND CURED LINER PROPERTIES
A. Design Parameters - The liner material and thickness shall be calculated and designed for use in gravity sanitary sewers and must be in strict conformance with all applicable sections of ASTM F1216, ASTM F1216 Appendix X1, F1743 and D5813.
B. The design shall be based on the following pipe conditions, service requirements and physical conditions:
1. Deterioration design parameter: Fully Deteriorated.
2. Assume groundwater is at ground surface.
3. All pipes subject to soil load of 120 lb/cu.ft. and H-20 live load.
4. Ovality of host pipe is 2 percent.
5. Factor of safety (N) is 2.
6. Modulus of passive soil reaction is 500 psi.
7. External Buckling Design - Acceptable third party testing and verification of the design analysis techniques (ASTM F1216, Appendix X1).
8. A minimum service life of 50 years.
C. The liner shall be homogeneous throughout, white, uniform in color, free of cracks, holes, foreign materials, blisters, or deleterious faults. The physical properties of the cured liner shall meet the minimum chemical resistance requirements of ASTM F1216 and F1743 and shall conform to the minimum structural standards listed in the following table:
Structural Property ASTM
Standard
Minimum Value
Wall Thickness
D2122 4 mm
Flexural Strength D790 4,500 psi
Flexural Mod. of
Elasticity (short-term) D790 250,000 psi
Flexural Mod. Of
Elasticity (long-term) D790 125,000 psi
D. The CIPP wall thickness shall be 0.18 inches (4.5 mm).
E. Liner Tube Sizing:
1. Outside diameter of the liner tube being inserted shall be properly sized to allow for expansion so that the CIPP liner can fit tightly against the host pipe.
2. Shall be properly sized to the length to be rehabilitated and be able to stretch to fit irregular pipe sections and negotiate bends and curves with the minimum tube length necessary to effectively span the designated run between manholes, unless otherwise specified.
3. Contractor shall verify the lengths of the pipelines to be rehabilitated in the field prior to impregnation of the tube with resin, to ensure that the tube will have sufficient length to extend the entire length of the run.
4. Contractor shall measure the inside diameter of the existing pipelines in the field so that the liner can be installed in a tight-fitted condition.
PART 3 – EXECUTION
3.1 LINER PIPE STORAGE AND HANDLING
A. Liner pipes shall be properly stored and handled to prevent damage in accordance with the manufacturer’s recommendations and as approved by the Engineer.
B. Damage includes, but is not limited to, gouging, abrasion, flattening, cutting, puncturing, or ultra-violet (UV) degradation.
C. All damaged materials and pipe rejected by the Engineer shall be promptly removed from the project site at no additional cost to City and disposed of in accordance with current applicable regulations.
3.2 PREPARATORY WORK
A. Provide temporary sewage flow control of the sanitary mains.
B. Thoroughly clean the host pipe.
C. Diameter and Length Verification: Verify internal diameter and length of existing sewer pipe prior to sizing and ordering liner.
D. Preliminary CCTV Inspection of Sewer Lines: Perform internal CCTV inspection after cleaning of the sewer lines to document the condition of the host pipe, identify and locate any active service laterals, and verify the lines were cleaned in accordance with the liner manufacturer’s requirements.
E. Repairs: Prior to wet-out, contractor shall determine if prior repairs are required for proper installation of liner as required by lining manufacturer. It shall be the Contractor’s responsibility to remove all debris, repair protruding laterals as/if called out on plans, and control moderate infiltration if any at no additional cost to the City. Written notification shall be provided to the City a minimum of three days prior to proposed lining operations for any repairs that the Contractor believes require excavation, such as collapsed pipe, or specialized equipment to stop heavy infiltration.
The City will provide written approval prior to all work that requires excavation or specialty equipment.
3.3 WET-OUT PROCEDURE
A. Contractor shall utilize the resin and catalyst in sufficient quantities to ensure complete impregnation of the liner and provide the properties specified in this Specification.
B. The fiber-felt liner tube shall be fully impregnated with resin by vacuum or other means prior to installation. The resin and catalyst systems that are compatible with the requirements of the method shall be used. The quantity of resin used for tube impregnation shall be sufficient to fill the volume of air voids in the tube with additional allowance for polymerization shrinkage and the loss of resin through cracks and irregularities in the original pipe wall. Unless otherwise specified to provide for excess resin migration, the gap thickness of wet out equipment shall be sized to allow an excess of 5 to 10 percent resin to pass during impregnation.
C. If resin impregnation/wet-out is to take place off-site, provide the City with 48 hours notice for each scheduled wet-out. The City reserves the right to check, verify, or inspect all phases of production and testing of materials, from manufacturing, shipping, wet-out, installation, and cure, to finished product.
3.4 FINAL CLEANING AND INSPECTIONS
A. The existing host pipe shall be cleaned again after sewage has been adequately plugged by contractor, water service to impacted customers has been temporarily turned off by City, City is monitoring upstream manhole with sewer vactor truck, and just prior to insertion of the liner.
B. A maximum of one hour may elapse between this final cleaning pass and the insertion of the liner.
C. After the cleaning is complete, a final camera pass shall be made to verify the cleanliness of the line and one copy of the final television inspection and logs be submitted to Engineer for review.
D. Final inspection shall mean that the sewer main be free from debris, roots, grease, pipe turbulation, and that all protruding services have been cut flush with the main sewer internally with a remote robotic cutter.
E. Sewage Flow Control: shall exclude any sewage or other flow from entering the line during the inspection.
F. Pipe invert shall be cleared of any standing water and shall be continuously visible during the inspection.
G. Prior to insertion of the liner, the sewer main must be accepted as ‘clean’ by the Engineer.
3.5 LINER INSTALLATION
A. Install the liner tube through the existing manholes in accordance with the manufacturer’s recommendations and procedures. Protect manholes to withstand forces generated by equipment, water, or air pressures used while installing the liner tube.
B. Transport the impregnated liner tube to the site and store in such a manner that it will not be damaged, exposed to heat and/or direct sunlight, or result in any public safety hazard. Materials shall be subject to inspection and review prior to installation. The impregnated liner tube must be installed prior to exceeding the resin pot life or within two weeks whichever is less.
C. The installed pipe liner shall be in strict accordance with the liner manufacturer’s instructions and recommendations. The liner shall be inserted through an existing manhole or other access approved by the Engineer, by means of the installation process and the application of hydrostatic head, compressed air, or other means sufficient to fully expand and extend the liner to the next designated manhole or termination point. The liner shall be installed at a rate not to exceed that needed to remove water from the sewer during installation process.
D. Contractor shall abide by all City requirements for water acquisition.
E. Contractor shall pay deposit at Cashier’s office at City Hall for a construction water meter.
3.6 CURING
A. The Contractor shall abide by all discharge requirements to meet the pollutant limits as required.
B. Heating Source and Distribution Equipment:
1. After liner placement is completed.
2. A suitable heat source and distribution equipment shall be provided to distribute or recirculate hot water or stream throughout the pipe.
3. The equipment shall be capable of delivering hot water or other heating methods throughout the section to uniformly raise the temperature above the temperature required to cure the resin.
4. This temperature shall be determined by the manufacturer based upon the resin/catalyst system employed.
5. The curing of the CIPP must take into account the existing pipe material, the resin system, and ground conditions (temperature, moisture level, and thermal conductivity of the soil).
6. The heat source piping shall be fitted with suitable monitors to gauge the temperature of the incoming and outgoing water, steam, or air supply.
7. Another such gauge shall be placed between the impregnated tube and the pipe invert at a minimum of five feet from the termination to determine the temperature during cure.
8. Water temperature during the cure period shall meet the requirements of the resin manufacturer as measured at the heat source inflow and outflow return lines.
9. Provide standby equipment to maintain supply of the heat source.
10. Pipelines that connect the liner to the heat source shall be leak-free and no cure water is allowed to spill to the ground surface. Contractor shall take full responsibility for all required actions to prevent, contain and remediate, and pay all costs including fees and fines for any spilled or leaked cure water at no additional cost to the City.
C. Cure Period
1. Shall be of duration recommended by the resin manufacturer during which time the recirculation of the water to maintain the temperature continuously takes place.
2. The initiation temperature for cure shall be as recommended by the resin manufacturer.
3. Temperature monitoring devices shall be installed at all exposed portions of the pipe (beginning and end of run) for each inversion or run of installed liner pipe between the host pipe and the CIPP liner.
3.7 COOL DOWN
A. After the tube is cured, allow a cool-down period prior to opening the downstream plug and returning normal flow back into the system.
B. The CIPP shall be cooled to a temperature below 90 degrees Fahrenheit, or to a temperature as required by the City or as specified on the discharge permit and held for one (1) hour before relieving the head in the inversion pipe.
C. Cool-down may be accomplished by the introduction of cool water into the CIPP. Care shall be taken in the release of the static head so that a vacuum will not develop that could damage the newly installed liner.
D. Abide by all requirements of any discharge permit for discharging any water from the cool- down process.
E. Cure and cool down water shall be treated to remove styrene per discharge requirements.
F. Cure and cool down water shall be contained and shall not be allowed to leak on the ground surface or be discharged to the storm drain system.
3.8 SAMPLING AND LABORATORY TESTING
This section is applicable to projects containing ≥ 2,000 linear feet of installed CIPP only.
A. The physical properties of the installed CIPP:
1. Shall be verified through field sampling and laboratory testing.
2. Materials testing shall be performed at the Contractor’s expense and by an independent third party laboratory recommended by the manufacturer and pre- approved by the City
3. Testing shall be in accordance with applicable ASTM test methods to confirm
compliance with the requirements for minimum wall thickness, flexural strength, and short-term flexural modulus of elasticity.
4. Physical properties shall meet those specified in Section 2.3 or those used in design whichever is more stringent.
B. Testing short term properties of the CIPP liner material from the actual installed liner:
1. Certified results
2. Tests shall be conducted at a minimum of one location per pipe size for each alignment, or
3. Per each 1,000 linear feet of installed liner per each alignment (there is only one diameter in heat alignment)
4. At a downstream manhole.
5. Sample:
a. Cut from a section of cured CIPP that has been inverted through a like diameter pipe which has been held in place by a suitable heat sink, such as sandbags.
b. The sample cannot be fabricated from material taken from the tube and the resin system used and cured in a clamped mold placed in the downtube.
C. If required by the Engineer, remove a sample from each pipe to be used to check the liner thickness, by core drilling 2-inch diameter test plugs at locations specified by the Engineer.
D. The laboratory results shall identify the test sample location as referenced to the nearest manhole and station. Final payment for the project shall bewithheld pending receipt and approval of the test results. If properties tested do not meet minimum requirements, the CIPP shall be removed and replaced at no additional cost to the City.
3.9 FINISHED PIPE LINER
A. Finished Liner:
1. Shall be inner polyethylene layer and an outer polyester felt layer impregnated with a thermosetting resin to fit tightly against the existing inside pipe wall.
2. Shall be fabricated from materials that, when cured, shall be chemically resistant to withstand internal exposure to sewage gases containing quantities of hydrogen sulfide, carbon monoxide, methane, petroleum hydrocarbons, moisture saturation, and dilute sulfuric acid.
3. Shall be continuous over the length of pipe rehabilitated.
4. Shall be free from dry spots, delamination, lifts, fins and the like as identified by the Engineer. Contractor shall remove and replace the CIPP full circumference, from manhole to manhole or as directed by the Engineer if these conditions are present.
B. Interior Surface:
1. Interior surface liner within 10 feet of manholes shall be wrinkle/fin free. All wrinkles/fins within this limit shall be properly removed to allow proper installation of flow restricting plugs.
2. Wrinkles/fins in the finished lined pipe which:
a. Cause a backwater greater than (0.25) inch in depth, b. Reduce the hydraulic capacity of the pipeline as determined by the Engineer, c. Have a height equal to or greater than (0.25) inch,
d. Cause a maintenance problem or inconvenience as determined by the Engineer,
e. Cause debris and solids to hang-up and accumulate, or Reduce the structural
stability of the pipe are unacceptable and shall be removed or repaired by the contractor in a method that is approved by the Engineer at not additional cost to the City.
3. If a void, lift, blister, or delamination between the liner and the pipe exists, the Contractor shall repair or replace that section of pipe as approved by the Engineer and at no additional cost to the City. Repairs shall be made by removal and replacement of the liner around the full circumference of the pipe, in the vicinity of the defect, as approved by the Engineer. Removal of defect liner and patching shall not be allowed unless approved by the Engineer.
4. If wrinkles/fins are detected in the installed liner, the Contractor shall provide photographs and dimensions of the wrinkle/fin including height and direction.
5. Methods of repair shall be proposed by the Contractor and submitted to the Engineer for review. The Engineer will determine on a case by case basis if removal of the wrinkle, or replacement or repair of CIPP liner is required.
C. Liner terminations at manhole or rodding inlets:
1. The beginning and end of the CIPP shall be cut flush at the inlet and outlet points in the manhole.
2. The ends shall be permanently sealed to the rehabilitated pipeline to prevent any infiltration between the CIPP and the host pipe.
3. Ends shall be sealed with a resin mixture that is recommended by the liner manufacturer.
4. Sealing:
a. Shall be compatible with the liner/resin system, provide a watertight seal and is approved by the Engineer prior to start of construction. b. Hydraulic cements and quick-set cement products are not acceptable. c. Acceptable materials shall be an approved water tight resin mixture or hydrophilic seal that will bond, not crack, dry up, slough off, or shrink in time, and provide a good, smooth transition in the manholes to prevent debris or solids to hang up or accumulate.
d. Sealing shall be performed at no additional cost to the City.
3.10 REINSTATEMENT OF SERVICE LATERALS
A. Contractor shall reinstate all active laterals that are connected directly to the rehabilitated sewer main after the rehabilitation of each sewer is completed using robotic cutting equipment. Contractor shall not reinstate any plugged, inactive laterals unless otherwise called out on plans.
B. Reinstatement using open-cut excavation shall not be allowed.
C. Reinstatement of laterals shall be as recommended by the liner manufacturer.
D. The opening in the liner for the lateral connection shall be one hundred percent and of the same configuration as the existing opening.
E. All cut edges at the reinstated laterals shall be smooth and free of jagged edges that can hang up solids and shall not be cut to expose host pipe.
F. Any over-cut lateral openings that exposes the host pipe shall be sealed, as recommended by the liner manufacturer and approved by the Engineer, as deemed necessary by the Engineer.
G. The connection between the lateral and the rehabilitated sewer main shall not restrict flow from the lateral into the rehabilitated lateral.
H. Any lateral reinstatement that has jagged edges or impedes the flow from the lateral shall be considered
defective and shall be re-cut until the Engineer approves.
I. Reinstatement of the laterals shall be performed in the presence of the Engineer.
J. Seal the connection between the lateral and the sewer main using “Top Hat” lateral liner as shown on plans.
Lateral liner shall extend a minimum of 2 feet into the lateral. The sealing shall be performed in the presence of the Engineer.
K. Reinstatement of laterals shall be performed immediately (within 4 hours) after approval of lining by the Engineer.
3.11 QUALITY CONTROL
A. The Contractor shall clean and perform a closed-circuit television inspection after installation of the CIPP liner.
B. Prior to reconnection of all connected service laterals perform an air test on the liner. If liner requires repair, air test shall be performed after repair is complete. In lieu of conducting the air test, Contractor may have the City review the video of the lined segment and if approved by the City, the Contractor may proceed with reinstating laterals.
C. Air test:
The pressure gauge shall have minimum divisions of 0.1 psi and an accuracy of 0.0625 psi.
1. The tested line may be wet or dry.
2. The test pressure required is increased to 0.433 psi for each foot of average water or groundwater depth over the crown of the pipe.
3. Slowly add air to the section of line being tested until the internal air pressure is raised to 4 psi greater than the average back pressure due to water or groundwater.
4. Once the test pressure is reached, allow a period of time for the air temperature to stabilize. The stabilization period can vary from a few minutes to an hour or more depending on the temperature of the CIPP under test. Add air to maintain pressure.
5. After the temperature stabilization period, disconnect the air supply.
6. Record the time in seconds required for the air pressure to drop from 3.5 to 2.5 psi greater than the average back pressure due to water or groundwater.
The tested section is acceptable if the time recorded is not less than the time in seconds (T):
T = K/C
Where:
K = the sum of the computations () for each size of CIPP and its length in the section.
C = the sum of the computations () for each size of CIPP and its length in the section; the minimum value for C = 1.
d = inside diameter of CIPP in inches.
L = length of CIPP in feet.
If the tested section fails the air test (time recorded is less than T), check all connections of the test apparatus with soapy water for leaks. Complete another stabilization period (No. 4 above) and retest. If the tested section fails again but the results are better (time recorded is still less than T but closer), the problem may be the temperature stabilization and/or trapped air pockets in the section. Repeat the stabilization/test cycle as long as results continue to improve until the section passes. If after repeated test/stabilization cycles the results are not improving, there is most likely a leak in CIPP or test apparatus.
3.12 REBUILD MANHOLE SECTIONS REMOVED FOR LINER INSTALLATION
A. Manholes modified for construction including construction of bulkheads, removal of manhole frame and cover, manhole steps, and/or cone section during liner installation shall be returned to their
original condition or better after construction. Existing materials removed for construction shall be replaced with all new materials.
-END OF SECTION -
DIVISION 16 – ELECTRICAL
SECTION 16050 - BASIC ELECTRICAL MATERIALS AND METHODS
PART 1 - GENERAL
1.01 REFERENCES
A. General
1. The publications listed below form a part of this specification to the extent referenced.
2. Where a date is given for reference standards, the edition of that date shall be used.
Where no date is given for reference standards, the latest edition available on the date of Notice Inviting Bids shall be used.
B. American National Standards Institute (ANSI)
1. ANSI B46.1, Surface Texture (Surface Roughness, Waviness, and Lay)
2. ANSI C57.12.50, Requirements for Ventilated Dry-Type Distribution Transformers, 1 to 500 kVA, Single-Phase, and 15 to 500 kVA, Three-Phase, with High-Voltage 601 to 34,500 Volts, Low-Voltage 120 to 600 Volts
C. American Society for Testing and Materials (ASTM)
1. ASTM A47, Standard Specification for Ferritic Malleable Iron Castings
2. ASTM A167, Standard Specification for Stainless and Heat-Resisting Chromium-Nickel Steel Plate, Sheet, and Strip
3. ASTM A193, Standard Specification for Alloy Steel and Stainless Steel Bolting Materials For High Temperature Service
4. ASTM A313, Standard Specification for Stainless Steel Spring Wire
5. ASTM B686, Standard Specification for Aluminum Alloy Castings, High-Strength D. Federal Specifications (FS)
1. FS W-C-596, Connector, Receptacle, Electrical
E. Institute of Electrical and Electronic Engineers (IEEE)
1. IEEE 315, Graphic Symbols of Electrical and Electronics Diagrams
2. IEEE C57.12.91, Standard Test Code for Dry-Type Distribution and Power Transformers
3. IEEE C62.1, Standard for Gapped Silicon-Carbide Surge Arrestors for AC Power Circuits F. National Electrical Contractors Association (NECA)
1. NECA Standard of Installation
G. National Electrical Manufacturers Association (NEMA)
1. NEMA 250, Enclosures for Electrical Equipment (1000 Volts Maximum)
2. NEMA 280, Application Guide for Ground Fault Circuit Interrupters
3. NEMA AB 1, Molded Case Circuit Breakers and Molded Case Switches
4. NEMA ICS 2, Industrial Control and systems: Controllers, Contactors and Overload Relays, Rated Not More Than 2000 Volts AC or 750 Volts DC
5. NEMA KS 1, Enclosed and Miscellaneous Distributing Equipment Switches (600 Volts Maximum)
6. NEMA LA 1, Surge Arresters
7. NEMA MG 1, Motors and Generators
8. NEMA PB 1, Panelboards
9. NEMA OS 1, Sheet Steel Outlet Boxes, Device Boxes, Covers, and Box Supports
10. NEMA OS 2, Nonmetallic Outlet Boxes, Device Boxes, Covers, and Box Supports
11. NEMA ST 20, Dry-Type Transformers for General Applications
12. NEMA WD 1, General Requirements for Wiring Devices
13. NEMA WD 6, Wiring Devices—Dimensional Requirements
H. National Fire Protection Association (NFPA)
1. NFPA 70, National Electrical Code (NEC)
2. NFPA 79, Electrical Standard for Industrial Machinery I. Underwriters Laboratories (UL)
1. UL 50, Standard for Enclosures for Electrical Equipment
2. UL 508, Standard for Industrial Control Equipment
3. UL 508A, Standard for Industrial Control Panels
4. UL 508E, IEC TYPE "2" Coordination Short Circuit Tests
5. UL 497, Standard for Protectors for Paired-Conductor Communications Circuits
1.02 SUBMITTALS
A. Product Data: Information shall be submitted for all applicable electrical products and components required under the Contract.
B. Shop and Working Drawings: Drawings shall be submitted as follows:
1. Shop drawings shall be stamped and signed by an electrical engineer registered in the State of California and shall include, as a minimum, detail of dimensions , arrangements, capacities, weights, special features required, connection and interconnection diagrams, schematic elementary control diagrams, equipment schedules, and manufacturer's data.
2. Device designations and symbols for electric circuit diagrams shall be in accordance with IEEE 315.
3. Point-to-Point Wiring Diagrams
a. Point-to-point wiring diagrams shall show:
(1) Power, control, and instrumentation wiring connections between electrical apparatus, devices, equipment, and wiring connections to remote station controllers
(2) Terminal numbers and color coding for connections
(3) Appropriate cable designations listed on the cable schedule and Plans b. Point-to-point wiring diagrams shall be prepared from the schematic diagrams, remote-station controller-wire lists, instrumentation loop diagrams, the cable schedule, and approved equipment-submittal Plans.
c. Point-to-point wiring diagrams shall include the following:
(1) Low-voltage motor-control centers
(2) Control panels
(3) PLCs/RTUs
(4) Control systems
(5) Instrumentation equipment
C. Test Reports, Certifications, Correspondence
1. In the event a request is made to SCE to correct electrical unbalance or voltage variation, copies of the request shall be submitted to City. When corrections are made, a copy of a written statement from a responsible SCE official that the variations are within normal standards shall be submitted to City.
2. A written report shall be submitted to the City for each motor that rotation has been checked and corrected.
3. Record Plans: The Contractor shall submit Plans showing the as-built conditions of the electrical systems.
D. Instrumentation, operation, and maintenance manuals shall be submitted.
E. All equipment shall be anchored in accordance with the Plans and Specifications.
1.03 NEW EQUIPMENT AND MATERIAL LOCATIONS
A. Conduit routings within structures shown on Plans are only shown diagrammatically and therefore actual conduit routing, conduit fittings, and conduit supports shall be determined by the Contractor to the City’s satisfaction. The Contractor shall be required to obtain City written approval prior to finalizing actual conduit routing, conduit fittings used, and locations of conduit supports.
B. Conduit duct banks shown on Plans are shown in their approximate location. Contractor shall still be responsible for routing to avoid existing obstructions. Duct bank trenching shall be manual to avoid damaging existing pipes and duct banks. The Contractor shall be required to obtain City’s written approval prior to installation.
C. All conduits entering and terminating in existing manholes shall be in accordance to Plans.
Contractor shall determine actual conduit penetrations into manholes to avoid existing obstructions and obtain City’s written approval prior to installation.
D. All equipment shall be anchored in accordance with Plans and Specifications.
1.04 MOTOR CONTROL CENTER (MCCs)
A. The Contractor shall furnish, install, and connect new breakers, motor starters, transformers, and all associated equipment in new motor control centers as shown on the Plans and specified. . The Contractor shall furnish all mounting hardware, brackets, plug-in unit divider pans, breaker operating mechanisms, and unit doors necessary to integrate the new equipment into the new motor control centers.
B. Combination motor starter additions shall be in accordance with Section 16480. A laminated plastic nameplate shall be screwed (no adhesives) to the exterior face of cabinets with an engraved inscription indicating the service description. Screws shall be stainless steel.
C. Wires and cables shall be provided with heat shrinkable markers at both ends. Identification system shall be in accordance with Section 16195.
PART 2 - PRODUCTS
2.01 CONDUITS
A. General
1. All conduits installed underground shall be PVC of the size and type per Plan and concrete/slurry encased in accordance with Plans.
2. PVC coated rigid steel conduit shall be used where conduit changes from underground or concrete embedded to exposed.
2.02 OUTLET AND DEVICE BOXES
A. General
1. Boxes shall not be less than 2 inches deep unless shallower boxes are required by structural conditions and are approved by the City.
2. Box extensions shall not be used to provide the wiring space required by NEC.
3. The depth of boxes for hollow-masonry construction shall be sufficient that conduit knockouts or hubs are in the masonry void space.
4. Boxes shall be suitable for the conditions at each outlet in the wiring or raceway system, and shall be sized in accordance with NEC.
5. Boxes for wet, damp (i.e., valve vault), and exterior locations shall be cast steel unless otherwise shown on the Plans.
6. Boxes for interior locations shall be sheet metal or cast steel.
7. Boxes for hazardous locations shall be cast steel, approved for the class, division, and group classification of the hazardous atmosphere present.
8. Boxes for corrosive (i.e., wet well, overflow manhole) locations shall be dust-tight, watertight, stainless steel and corrosion-resistant.
9. Boxes for ceiling outlets shall be octagonal and 4 inches, minimum, except where smaller sizes are required for a particular fixture.
10. Cast iron boxes shall be used in cast-in-place concrete slabs.
11. Boxes for switches and receptacles shall be 2 inches by 4 inches, minimum. Plaster rings shall be provided where required.
12. Boxes shall be in accordance with UL 50.
B. Sheet Steel Boxes
1. Sheet steel boxes shall be in accordance with NEMA OS 1.
2. Boxes shall be zinc- or cadmium-plated and 1-piece drawn-type.
3. Boxes shall have removable screw covers.
4. Factory-gasketed covers shall be provided for dust-tight and watertight applications.
C. Cast Iron Boxes
1. Boxes shall be cast iron in accordance with ASTM A47 and shall have gasketed, watertight covers that are cast ferrous metal or stainless steel. Covers shall be attached with Type 304 stainless steel screws in accordance with ASTM A193.
2. Boxes shall have threaded conduit hubs and cast mounting lugs where lugs are required.
3. Acceptable Manufacturers: Crouse-Hinds Co.; Appleton Electric Co.; or equal.
D. Cast Aluminum Boxes
1. Boxes shall be cast, copper-free aluminum in accordance with ASTM B686 and shall have gasketed, watertight, copper-free, cast-aluminum covers that are attached with Type 304 stainless steel screws in accordance with ASTM A193.
2. Boxes shall have threaded conduit hubs and cast mounting lugs where lugs are required.
3. Acceptable Manufacturers: Crouse-Hinds Co.; Appleton Electric Co.; or equal.
E. Stainless Steel Boxes
1. Stainless steel boxes shall be in accordance with NEMA 250, Type 4X for hose-down areas, areas that are otherwise very wet, or where corrosion problems exist.
2. Doors or covers shall have a watertight seal with oil-resistant gaskets.
3. All parts shall be of Type 304 stainless steel except the print pocket, which shall be steel.
4. Cover hardware shall be Type 304 stainless steel.
5. Acceptable Manufacturers: Hoffman Engineering Company, or equal.
F. Nonmetallic Boxes
1. Nonmetallic boxes shall be in accordance with NEMA OS 2.
2. Boxes shall be PVC or fiberglass-reinforced polyester with gasketed, watertight covers that are attached with Type 304 stainless steel screws in accordance with ASTM A193.
3. Boxes shall have conduit hubs and mounting lugs where lugs are required.
4. Acceptable Manufacturers: Carlon Industrial Products; Appleton Electric Co.; or equal.
2.03 JUNCTION AND PULL BOXES
A. General
1. Junction boxes shall be used where shown on the Plans and where necessary to terminate, to tap off, or to redirect multiple conduit runs.
2. Pull boxes shall be used as shown on Plans and also where necessary to facilitate conductor installation in the raceway system. They shall be used to limit the length of conduit runs to less than 150 feet and to limit the number of equivalent right-angle bends to no more than 3, unless otherwise approved by the City.
3. Boxes for below grade conduit shall be watertight and shall be cast-metal or cast- concrete, as shown on the Plans.
4. Boxes for above grade outdoor locations shall be watertight and shall be cast-metal or nonmetallic, as shown on the Plans. Boxes for weatherproof outdoor applications shall be in accordance with NEMA 250, Type 3R. Boxes for waterproof and dustproof outdoor applications shall be in accordance with NEMA 250, Type 4, Watertight. Enclosures for applications in a corrosive environment shall be in accordance with NEMA 250, Type 4X.
B. Sheet Steel: Large sheet steel boxes shall be hot-dip galvanized after fabrication and shall have full-access screw covers mounted with corrosion-resistant machine screws.
C. Cast Metal Junction Boxes
1. Cast metal boxes shall be neoprene-gasketed and watertight with hinged, cast-metal, full- access covers unless otherwise shown on the Plans. The hardware for covers shall be Type 304 stainless steel in accordance with ASTM A193. Conduit entrances shall be drilled and tapped.
a. Acceptable Products: Crouse-Hinds Co., Series W; O.Z./Gedney Co., Series Y; or equal.
2. For below grade conduit, junction boxes shall be 8 inches by 8 inches by 6 inches, minimum.
3. For hazardous areas, boxes shall be suitable for the location and hazardous atmosphere present.
D. Nonmetallic Junction Boxes
1. Nonmetallic boxes shall be gasketed, watertight, corrosion-resistant, and shall have a hinged, full-access screwed cover.
2. The box and cover shall be high-impact-strength, fiberglass-reinforced polyester material with stability to high heat.
3. The hinge and machine screws shall be Type 304 stainless steel in accordance with ASTM A193.
4. Boxes shall have conduit hubs and mounting lugs where lugs are required.
5. The minimum size junction box shall be 7 inches by 10 inches by 6.5 inches deep.
6. Acceptable Products: Crouse-Hinds Co., Type NJB; or equal.
E. Concrete Pull Boxes
1. Concrete pull boxes shall be reinforced cast concrete, and minimum No. 6 size. a. Acceptable Products: Brooks Products, Inc., No. 3-1/2PB Series; Associated Concrete Products, Inc., Series W17; or equal.
2. Cast-iron traffic-type covers shall be marked ELECTRIC, LIFT STATION, or as shown on the Plans.
F. Special Boxes: Special boxes shall be as shown on the Plans.
2.04 TERMINAL JUNCTION BOXES
A. Terminal junction boxes shall have hinged covers.
B. Enclosures for indoor dry locations shall be in accordance with NEMA 250, Type 12.
C. Enclosures for weatherproof outdoor or wet locations shall be in accordance with NEMA 250, Type 4, Watertight.
D. Each conductor entering or leaving the box shall have terminal blocks with a separate connection point. Twenty-five percent spare terminal points shall be provided.
E. Interior surfaces shall be painted with manufacturer's standard white enamel or lacquer finish.
F. Each block and terminal shall be labeled with a permanently attached nondestructible tag.
2.05 WIRING DEVICES
A. Switches
1. General Use
a. Switches shall be totally enclosed, ac-type, quiet-toggle-type, and in accordance with NEMA WD I and FS W-S-896. They shall be capable of controlling 100- percent loads of tungsten filament and fluorescent lamps. b. Switches shall be rated at 20 amps, 120/277 volts, and shall have screw terminals. Operating handles shall be ivory-colored.
2. Weatherproof: Switches shall be mounted in a cast metal box with a gasketed, weatherproof device plate.
3. Switches with Pilot Lights: Switches shall have a 125-volt neon light with a red jewel or shall have a toggle that is lighted when the switch is ON.
4. Acceptable Manufacturers: Bryant Electric, Inc.; General Electric Co.; Hubbell, Inc.; Pass and Seymour; or equal.
B. Receptacles
1. Single and Duplex
a. Receptacles shall be in accordance with NEMA WD 1 and FS W-C-596. Contact shall be made on 2 sides of each inserted blade.
b. Two-pole, 3-wire grounding-type receptacles shall be rated 20 amps, 125 volts.
They shall have Configuration 5-20R in accordance with NEMA WD 6 and shall have screw-type wire terminals suitable for AWG No. 10 wire. c. Bases shall be ivory-colored high-strength thermoplastic. d. Acceptable Manufacturers: Bryant Electric, Inc.; General Electric Co.; Hubbell, Inc.; Pass and Seymour; or equal.
2. Ground-Fault Interrupter (GFI) Receptacles
a. Duplex, GFI receptacles shall trip at 5 milliamps and shall be rated 20 amps, 120 volts. They shall be Configuration 5-20R in accordance with NEMA WD 6, and shall interrupt 1000 amps without damage.
b. Units shall be in accordance with NEMA 280 and NEMA WD 1 and shall fit standard-sized outlet boxes. They shall have copper, AWG No. 12, Type TM insulated pigtails and have provision for testing. They shall be ivory-colored. c. Standard models shall be used where ground-fault protection is required. d. Feed-through models shall be used where ground-fault protection is specified for downstream conventional receptacles.
e. Receptacles shall accept standard device plates.
f. Acceptable Manufacturers: Pass and Seymour; Square D Co.; General Electric Co.; or equal.
3. Special-Purpose Receptacles: Receptacles shall have a matching plug with cord-grip features.
4. Weatherproof Receptacles: Receptacles shall be mounted in a cast metal box with a gasketed weatherproof device plate.
C. Multi-Outlet Surface Raceway Systems
1. Raceways shall have 3-wire grounding receptacles on 12-inch centers.
2. Each receptacle shall have an insulated grounding conductor.
3. Where a 2-circuit, 3-wire supply to a multi-outlet system is shown on the Plans, alternate outlets shall be wired to each circuit and receptacles shall be alternating ivory and black.
Raceways shall be grey with ivory-colored receptacles.
4. Acceptable Products: Wiremold Company, Plugmold 2000; Butler Manufacturing Company, Walkermold 2GW; or equal.
D. Telephone Outlets: Outlet boxes and cover plates shall be in accordance with the requirements of the local telephone company.
E. Device Plates
1. General
a. Plates shall fit closely and tightly to the box on which they are installed. b. Plates on surface-mounted boxes shall not extend beyond the sides of the box unless the plates do not have sharp corners or edges.
c. The plate material shall be compatible with the box material to prevent galvanic corrosion.
d. Plate types shall be as shown in Table 1
Table 1. Plate Types by Location
Location Plate Type
All Interior Stainless Steel
WP Designation Weatherproof
Surface-Mounted Cast-Steel Boxes Cast Steel
Surface-Mounted Sheet-Steel Boxes Steel
2. Plastic Plates
a. Plates shall be 0.10-inch minimum thickness, noncombustible thermosetting material.
b. Plates shall be ivory-colored and shall be 1-piece with smooth exterior faces.
Mounting screws shall be steel with oval heads and have a color matching that of the plate.
3. Stainless Steel Plates: Plates shall be 1-piece and 0.040-inch minimum thickness. The surface shall be 430-microinch satin-finish stainless steel in accordance with ANSI B46.1.
Mounting screws shall be stainless steel with oval heads.
4. Engraved Plates
a. Where device titles are shown on the Plans, plates shall be engraved with the designated titles.
b. Engraved letters, numbers, or characters shall be 1/8 inch high with black filler.
5. Cast Plates: Cast device plates shall be malleable ferrous metal or copper -free aluminum in accordance with ASTM B686. Gaskets shall be provided, and screws shall be Type 304 stainless steel in accordance with ASTM A193 with oval heads.
6. Weatherproof Plates
a. Weatherproof receptacles shall have a gasketed weatherproof coverplate.
Coverplates shall be cast metal or Type 304 stainless steel in accordance with ASTM A167 with an individual cap over each receptacle opening. Mounting screws shall be Type 304 stainless steel in accordance with ASTM A193. When receptacles are not in use, plates shall have caps held tightly closed with Type 304 stainless steel springs that are in accordance with ASTM A313. (1) Acceptable Manufacturers: General Electric Co.; Bryant Electric, Inc.; Hubbell, Inc.; Pass and Seymour; Crouse-Hinds Co., or equal. b. Weatherproof switches shall have a gasketed, weatherproof, cast metal cover plate incorporating an external operator for the internal switch. Mounting screws shall be Type 304 stainless steel in accordance with ASTM A193. (1) Acceptable Products: Crouse-Hinds Co., DS-181 or DS-185; Appleton Electric Co., FSK-1VTS or FSK-1VS; or equal.
7. Raised Sheet Metal Plates: Device plates shall be 1/2 inch thick, high -zinc- or cadmium- plated steel and shall be designated for 1-piece drawn-type steel boxes.
2.06 LIGHTING AND POWER DISTRIBUTION PANELBOARDS
A. General
1. Circuit breaker panelboards, including those in motor control equipment, shall be in accordance with NEMA PB 1 and NEC. Where used for service entrance equipment, panels shall be UL-labeled for that use.
2. Panels shall be fully rated for the equipment short-circuit current rating.
3. Series-connected equipment ratings are not acceptable.
4. Panels shall be rated for connection to an electric system having an available-amperes, rms-symmetrical, short-circuit current required by the electrical system at 208Y/120 volts, 120/240 volts, or 480Y/277 volts, shown on the Plans.
5. Panelboards and circuit breakers shall be suitable for use at full wire amperage rating at 75° C in accordance with NEC.
B. Cabinets
1. Boxes shall have a minimum all-around wiring gutter space of 4 inches by 4 inches.
2. Flush- or surface-mounted boxes shall have a reinforced steel frame in accordance with NEC. Frames shall be covered with galvanized sheet steel.
3. Front trim shall be the same size as the box for surface-mounted panelboards and 3/4 inch larger than the box all-around for flush-mounted panelboards.
4. Sheet-steel fronts shall be finished with a prime coat of rust inhibitive prime r and the manufacturer's standard baked enamel or lacquer finish.
5. Fronts shall be fastened to boxes with adjustable clamps.
6. Fronts shall have doors with concealed hinges and flush-type lock and catch devices.
7. Doors over 30 inches in height shall have multipoint locking devices.
8. All locks shall be keyed alike, and each shall have 2 milled-type keys.
9. Door interiors shall have a metal directory frame with transparent plastic face and enclosed directory card.
10. A laminated plastic nameplate shall be screwed (no adhesives) to the exterior face of cabinets with an engraved inscription indicating the panelboard designation, service voltage, and phases. Nameplates shall be black and shall be engraved to a white core.
Screws shall be stainless steel.
C. Interiors
1. Panelboard interiors shall be factory-assembled complete with bolt-on circuit breakers as shown on the Plans.
2. Circuit breakers shall be provided where the Plans indicate SPARE.
3. Complete provisions for future circuit breakers shall be provided where the Plans or schedule indicates SPACE. The resulting opening in the cabinet front shall be covered with an easily removable metal cover.
4. The interiors of panelboards shall be arranged so that circuit breakers are replaceable without disturbing adjacent circuit breakers or without removing the main bus.
5. Bus bars shall be tin-plated copper and full size throughout their length. Complete provisions shall be made throughout the full length of the bus for mounting future circuit breakers regardless of the number of units and spaces required.
6. The machining, drilling, or tapping required for future additions or changes of circuit breakers shall be provided.
7. Bus bars and connection straps shall be bolted together and rigidly supported on molded insulators.
8. Each branch circuit shall have an insulated, solid, neutral bus bar rated the same as the phase bus bars and having at least one terminal screw.
9. Each circuit shall have a tin-plated copper ground bus bar installed on the panelboard frame, bonded to the box, and containing at least one terminal screw.
10. Main, neutral, and ground bus bars shall have solderless main lugs.
11. Sub-feed or through-feed lugs shall be provided where shown on the Plans.
12. Phase, neutral, and ground buses shall have lugs and connection points suitable for copper conductors.
D. Circuit Breakers
1. Panelboards shall have bolt-on circuit breakers with a minimum interrupting capacity of 10,000 amps.
2. Panelboards shall have copper buses.
3. Circuit breakers shall be molded-case-type showing ON, OFF, and TRIPPED positions of the operating handle.
4. Circuit breakers shall be thermal, magnetic, quick-make/quick-break-type that are noninterchangeable in accordance with NEMA AB 1 and NEC.
5. Tandem or dual-circuit breakers shall not be used in normal single-pole spaces.
6. Single-pole circuit breakers with handle ties shall not be used where multi-pole circuit breakers are shown.
7. Multi-pole circuit breakers shall automatically open all poles when one pole overloads.
8. Circuit breaker handles shall have padlocking provisions where required.
9. Where GFI circuit breakers are shown or required by NEC, a unit shall be provided that contains a conventional thermal-magnetic trip and a ground-fault sensor, rated to trip the circuit breaker in approximately 0.025 second for a 5-milliampere ground fault, UL Class A sensitivity. The ground-fault sensor shall have the same rating as the circuit breaker and shall have a push-to-test button.
E. Acceptable Manufacturers: Bryant Electric, Inc.; Cutler-Hammer, Inc.; General Electric Co.; Square D Co.; Westinghouse Electric Corp.; or equal.
2.07 INDIVIDUAL CIRCUIT BREAKERS, 0 TO 600 VOLTS
A. Unless otherwise shown on the Plans, individual circuit breakers shall be mounted in general- purpose enclosures in accordance with NEMA 250, Type 1.
B. Circuit breakers mounted outdoors and where the subscript WP is shown on the Plans shall be in watertight enclosures in accordance with NEMA 250, Type 4.
C. Circuit breakers shall have handles that can be locked in the OFF position.
D. Both enclosure and circuit breaker shall be interlocked to prevent opening the cover with the circuit breaker in the ON position. Circuit breakers shall be quick-make/quick-break, thermal-magnetic, indicating-type, and shall show ON, OFF, and TRIPPED positions of the operating handle.
E. Single-pole circuit breakers with handle ties shall not be used where multi-pole circuit breakers are shown on the Plans.
F. Multi-pole circuit breakers shall automatically open all poles when one pole overloads.
G. Circuit breakers shall be in accordance with NEMA AB 1, and shall have the minimum interrupting rating required by the electrical system shown on the Plans.
H. Where panels are used as service entrance equipment, they shall be UL-labeled for that use.
I. Circuit breakers shall be suitable for use at full wire amperage rating at 75° C in accordance with NEC.
J. Circuit breakers provided for installation in existing switchgear cubicles shall be new units compatible with the switchgear, have ratings as shown on the Plans, be made by the same manufacturer as the switchgear, and match the other existing circuit breakers in the same switchgear in accessories and mounting arrangements.
2.08 INDIVIDUAL FUSED SWITCHES, 0 TO 600 VOLTS
A. Individual fused switches shall be mounted in general-purpose enclosures in accordance with NEMA 250, Type 1, unless otherwise shown on the Plans.
B. Fused switches mounted outdoors and where the subscript WP is shown on the Plans shall be in watertight enclosures in accordance with NEMA 250, Type 4.
C. Fused switches shall be lockable in the OFF position.
D. Both enclosure and fused switch shall be interlocked to prevent opening the cover with the switch in the ON position. Fused switches shall be quick-make/quick-break, motor-rated, load-break, heavy-duty-type, and shall have external markings clearly indicating ON and OFF positions.
E. Fuses shall have the current ratings shown on the Plans.
F. Fuse mountings shall reject Class H fuses and shall accept only the current-limiting fuses specified.
G. Fused switches shall be in accordance with NEMA KS 1 and shall be UL-listed for the application in a system having the available short-circuit current shown on the Plans.
H. Where fused switches are used as service entrance equipment, they shall be UL-labeled for that use.
I. Switches shall be suitable for use at full wire amperage rating at 75° C in accordance with NEC.
2.09 INDIVIDUAL NON-FUSED SWITCHES, 0 TO 600 VOLTS
A. Individual switches shall be mounted in general-purpose enclosures in accordance with NEMA 250, Type 1, unless otherwise shown on the Plans.
B. Switches mounted outdoors and where the subscript WP is shown on the Plans shall be in watertight enclosures in accordance with NEMA 250, Type 4.
C. Switches shall be lockable in the OFF position.
D. Both enclosure and fused switch shall be interlocked to prevent opening the cover with the switch in the ON position. Fused switches shall be quick-make/quick-break, motor-rated, load-break, heavy-duty-type, and shall have external markings clearly indicating ON and OFF positions.
E. Switches shall be in accordance with NEMA KS 1.
F. Switches shall be suitable for use at full wire amperage rating at 75° C in accordance with NEC.
2.10 FUSES, 0 to 600 VOLTS
A. A complete set of current-limiting fuses shall be provided where fuses are shown on the Plans.
B. A set of 6 spare fuses shall be provided of each type and of each current rating installed.
C. Fuses shall fit the mountings specified.
D. Acceptable Products
1. For 0 to 600-volt circuits for motors and transformers, 0 to 600 amps, UL Class RK-1 with time delay: Cooper Industries, Inc., Bussmann Type LPS-RK; Gould, Inc., Shawmut Type A6D-R; or equal.
2. For 0 to 250-volt circuits for motors and transformers, 0 to 600 amps, UL Class RK-1 with time delay: Cooper Industries, Inc., Bussmann Type LPN-RK; Gould, Inc., Shawmut Type A2D-R; or equal.
3. For 0 to 600-volt circuits for feeder and service, 0 to 600 amps, UL Class RK-1: Cooper Industries, Inc., Bussmann Type KTS-R; Gould, Inc., Shawmut Type A6K-R; or equal.
4. For 0 to 250-volt circuits for feeder and service, 0 to 600 amps, UL Class RK-1: Cooper Industries, Inc., Bussmann Type KTN-R; Gould, Inc., Shawmut Type A2K-R; or equal.
5. For 0 to 600-volt circuits for feeder and service, 601 to 6000 amps, UL Class L: Cooper Industries, Inc., Bussmann Type KRP-C; Gould, Inc., Shawmut Type A4BY; or equal.
2.11 PUSHBUTTONS, INDICATING LIGHTS, AND SELECTOR SWITCHES A. For nonhazardous, indoor, dry locations, including motor-control centers, control panels, and individual stations, the pushbuttons, indicating lights, selector switches, and stations for these devices shall be heavy-duty oil tight-type.
1. Acceptable Products: General Electric Co., Type CR 104P; Square D Co., Type K; or equal.
B. For nonhazardous, outdoor or normally wet locations, or where otherwise shown on the Plans, the pushbuttons, indicating lights, or selector switches shall be heavy -duty, corrosion-resistant watertight-type and shall be mounted in watertight enclosures in accordance with NEMA 250, Type 4X. Special gasketing shall be provided to make the complete station watertight.
1. Acceptable Products (gaskets): Square D Co., Type SK; General Electric Co., Type CR104P; or equal.
C. Devices shall be in accordance with NEMA ICS 2.
D. Pilot lights shall have legend plates and the lens cover required for each illuminated function. LED cluster, bayonet type lights shall be used.
E. Control switches shall be non-illuminated-type and shall have legend plates and the required quantity of contact blocks for each control function.
F. Contacts shall be in accordance with NEMA ICS 2, Class A600.
G. Pushbuttons and selector switches shall be lockable in the OFF position when lockout provisions are necessary.
H. Selector switches shall have standard operating levers.
I. ON or START pushbuttons shall be colored black.
J. OFF or STOP pushbuttons shall be colored red.
K. Emergency Stop push buttons shall be 2-position push-pull type, with at least two N.C. contacts, red mushroom head style button and be compliant with EN-418 and IEC 60947-5-5 Standards when using N.C.L.B contact blocks. Emergency Stop pushbuttons shall be Allen -Bradley 800T- FX6A5, GE CR104PBM series, or equal.
2.12 TERMINAL BLOCKS, 0 to 600 VOLTS
A. 600-volt terminal blocks shall be provided for termination of control circuits entering or leaving equipment, panels, or boxes.
B. Screw-clamp compression, dead-front barrier-type terminal blocks shall have a current bar providing direct contact with the wire between the compression screw and yoke.
C. Yoke, current bar, and clamping screw shall be constructed of high-strength and high-conductivity metal.
D. Yokes shall guide all strands of wire into the terminal.
E. Current bars shall provide dependable, vibration-proof connections.
F. Terminals shall allow connection of wire without special preparation other than stripping.
G. Individual terminals shall be rail-mounted to create a complete assembly and shall be constructed so that jumpers can be installed without loss of space on the terminal or rail.
H. The size of terminal block components shall allow insertion of all necessary wire sizes and types.
I. The marking system of terminal blocks shall allow the use of preprinted or field-marked tags.
J. Terminal blocks shall be UL-listed.
K. Acceptable Manufacturers: Weidmuller, Inc.; Ideal Industries, Inc.; Electrovert Corp.; or equal.
2.13 CONTROL RELAYS
A. Magnetic control relays shall be in accordance with NEMA ICS 2, Class A600 and shall be 600 volts, 10 amps continuous, 7200 VA-make/720 VA-break, industrial-control-type with field- convertible contacts.
B. Time delay relays shall be electronic type and shall be adjustable from 0.2 to 60 seconds unless otherwise noted.
C. Where mechanically held latching relays or motor thermal-detector relays are specified, magnetic control relays shall have a mechanical latch attachment with unlatching coil and coil -clearing contacts.
D. Relays shall have an attachment that allows easy manual latching and unlatching.
E. Acceptable Products: Cutler-Hammer, Inc., Type M-600; General Electric Co., Type CR120B; or equal.
2.14 RESET TIMERS
A. Synchronous-motor-driven reset timers shall have a solenoid-operated clutch and shall be suitable for semiflush panel mounting.
B. Timers shall have the time range shown on the Plans and 10-amp, 120-volt contacts.
C. Acceptable Products: Eagle Signal Controls, Bulletin 125; Automatic Timing and Controls Co., Bulletin 305; or equal.
2.15 MAGNETIC CONTACTORS
A. Contactors shall be mounted in general-purpose enclosures that are in accordance with NEMA 250, Type 1, unless otherwise shown on the Plans.
B. Contactors shall be manufactured and rated in accordance with NEMA ICS 2.
2.16 MAGNETIC LIGHTING CONTACTORS
A. Electrically held lighting contactors shall have the current ratings shown on the Plans and, unless otherwise shown, shall be mounted in general-purpose enclosures in accordance with NEMA 250, Type 1.
B. Contactors shall be manufactured and rated in accordance with NEMA ICS 2.
2.17 INDIVIDUAL MOTOR STARTERS
A. Motor starters shall be enclosed, outdoor Nema 4X, watertight, 3-phase and shall contain a combination starter.
B. Motor starters assembly shall be in accordance with NEC and shall be UL-listed.
C. Motor starter enclosure shall be Nema 4X with a hinged cover. Cover shall be fastened by captive plated steel screws.
D. Combination starters shall include a motor circuit protector (MCP) in series with a motor controller and an overload protective device. The MCP shall have an adjustable magnetic trip range up to
1,000 percent of rated continuous current and a trip test feature. MCPs shall be labeled in accordance with UL 489. Provide external operating handles padlockable in the off position.
E. Integral self-protected combination motor starters, shall combine all the functions of a disconnect, circuit breaker, contactor, and overload relay in a coordinated modular unit and shall be UL listed as a Type E combination motor controller, meeting “Type 2” coordination protection per IEC 947-2.
The entire assembly shall meet “Total Coordination” requirements of IEC 947-6 and be UL listed with a short circuit withstand rating of at least 30KAIC. Provide operating handles padlockable in the off position.
F. Motor starters shall be 3-pole, 600-volt, electrically operated, of the types shown on Plans. Provide NEMA sizes as required for the horsepowers shown on the Plans. Minimum size shall be NEMA Size 1. Fractional size starters are not acceptable. Starters shall have 120 -volt encapsulated operating coils; individual control power transformers with primary and secondary fuses and silver cadmium oxide renewable line contacts.
G. Multi-speed and reversing starters shall include two motor rated contactors mechanically and electrically interlocked so that only one device may be energized at any time.
H. Reduced voltage starters required for all motors 50 HP and above: Auto-transformer type with closed circuit transition. Auto-transformers shall be dry type with 50, 65 and 80 percent voltage taps and over-temperature protection. Timing relays shall be pneumatic, adjustable. Relay settings shall be approximately 75 percent of relay range.
I. Contactors: Electrically held, 120 VAC coil operator, suitable for tungsten, ballast, or resistive non-motor loads, with overcurrent protection and control transformer.
J. Motor overload protection: Ambient compensated, adjustable, 3 pole, thermal bi-metallic type, with push-to-test feature. Overload relays for submersible pump motors shall be ambient compensated, quick trip, Class 10. Overload relays shall be manually reset from outside the enclosure by means of an insulated pushbutton. Provide two, Form C auxiliary alarm contacts for each motor.
K. Auxiliary contacts: Form C, NEMA A600 rating, as required by the control schemes developed by the Contractor to the City’s satisfaction. Provide 1-normally open and 1-normally closed spare contacts on each starter. Additional auxiliary contacts shall be furnished as required by the schematic diagram and specifications.
L. Control power transformers: Two winding type, 120 VAC secondary, and primary and secondary fused in accordance with the NEC. Provide a minimum of 25 percent extra capacity.
M. Each motor control starter shall include the operating components shown on the schematic diagram. The Contractor shall verify the motor-nameplate and manufacturer's power factor and the no-load current data for the actual motor to be installed.
N. Suitable hangers or mounting brackets shall be provided where wall or channel mounting is shown on the Plans.
O. Acceptable Manufacturers: Square D; Cuttler Hammer; General Electric Co., Westinghouse Electric Corp.; or equal.
2.18 ELECTRIC UNIT HEATERS
A. Heaters shall be single-power-source units having the heating capacity shown on the Plans.
B. Each heater shall have mounting brackets for permanent mounting, a protective metal barrier on the air-inlet side, adjustable louvers on the discharge side to divert air up or down as desired, and an electrical heating element mounted on the discharge side of the fan motor.
C. Heating elements shall have resistance wire embedded in refractory material and shall be surrounded by a metallic sheath with metal heat-transfer fins.
D. Automatic thermal-overheat protection shall be provided.
E. Fan motors shall have the same voltage rating as the phase-to-phase voltage rating of heaters unless an integral fused transformer is utilized to provide the fan-operating voltage.
F. Where required, integral, fully rated control contactors shall be provided with an integral control power source.
G. Integral, fully rated thermostats shall be provided where shown on the Plans.
H. Acceptable Products: Chromalox, Type LUH; Singer, Model UHS (3 to 12 kW) or Model 15 (15 to 30 kW); or equal.
2.19 DRY-TYPE, SHIELDED ISOLATION TRANSFORMERS, 0 to 600 VOLT PRIMARY A. General
1. Transformers shall be dry-type and shall provide electrical isolation and noise suppression between the electrical supply system and the critical load.
2. Transformers shall have enclosures, ratings, and connections as shown on the Plans.
They shall be in accordance with IEEE C57.12.91, ANSI 57.12.50, and NEMA ST 20 and shall be UL-listed.
3. Units shall have No. 2 primary-winding taps that are 2.5 percent of full capacity above rated voltage and 2.5 percent of full capacity below rated voltage.
4. Units shall have the manufacturer's standard insulation system and temperature rise.
B. Isolation and Noise Suppression
1. Units shall have core and coils with one foil-type electrostatic shield located between the primary and secondary windings.
2. A ground lead shall be provided from the shield out into the unit enclosure.
3. Isolation transformers shall have electrical noise attenuation and other characteristics as shown in Table 2.
Table 2. Characteristics of Isolation Transformers
Characteristic Limit
Common mode attenuation 120dB
Transverse mode attenuation 20dB
Impedance Max. 4.3 percent
Reactance Min. 3 percent; Max. 4.2 percent
Regulation, no-load to full-load ±1.2 percent
Output distortion None added
4. Magnetic field strength around transformers shall be less than 0.1 gauss at 1-1/2 feet.
5. Two-stage, high and high-high, thermal-sensing alarm shall be provided by 2 thermal switches located in the center cove hot-spot. Each switch shall be rated 5 amps, 120 volts, and shall have one normally open and one normally closed contact.
6. Acceptable Manufacturers: Emergency Power Engineering; Square D Co.; General Electric Co.; or equal.
2.20 LOW-VOLTAGE SURGE-PROTECTIVE EQUIPMENT
A. Secondary surge-protective equipment shall be a surge capacitor and surge arrester combination.
B. Components for surge-protective equipment shall be in accordance with NEMA LA 1 and IEEE C62.1.
C. Surge capacitors shall be impregnated with non-PCB, biodegradable dielectric fluid.
D. Units shall have an integral discharge resistor that will drain the residual voltage to 50 volts crest in less than 5 minutes after the unit has been disconnected from the circuit.
E. Arresters shall be an assembly of high-strength metal-oxide valve elements, enclosed in a high- strength, corrosion-resistant, molded-resin housing.
F. Capacitors and arresters shall have a mounting nipple, flat washer, and nut suitable for knockout mounting.
G. Capacitors and arresters shall be installed in stainless steel enclosures in accordance with NEMA 250, Type 4X. Stainless steel shall be in accordance with ASTM A167, Type 304.
2.21 AUDIBLE ALARMS
A. The Contractor shall furnish and install audible alarms as shown on the Plans. Alarm shall be UL listed for indoor/outdoor use and capable of producing volume controlled, high decibels tones up to a maximum of 110 decibels at 10 feet. Power supply shall be 120-volt ac.
B. The audible alarms shall be Edwards Company Catalog No. 5530 Series Adaptatone signal; Federal Signal Corporation, Selectone Signal Model 300GC-120, with tone module included, or an approved equal.
2.22 OPERATIONS AND MAINTENANCE MANUALS
A. Operations and maintenance manuals shall be in accordance with other Sections of the Specifications.
PART 3 - EXECUTION
3.01 SURFACE PREPARATION
A. Removal or Relocation of Materials and Equipment
1. Where existing materials and equipment are removed or relocated, materials designated as scrap by the City shall be removed and disposed of by the Contractor.
2. Concealed or embedded materials and equipment such as conduit and boxes shall be removed or cut off to a point below or above the final finished surface as approved by the City.
B. Repairs: Damaged surfaces shall be repaired to the quality and finish of the surrounding surface and in accordance with the applicable requirements of Section 09900.
3.02 INSTALLATION
A. General Requirements
1. Unless otherwise specified, work shall be performed in accordance with NECA Standard of Installation.
2. The Contractor shall check the locations shown on the Plans for light fixtures, electrical outlets, equipment, and other electrical-system components for conflict with openings, structural members, and the components of other systems and equipment having fixed locations. In the event of a conflict, the City shall be notified in writing and the City’s decision will govern. The Contractor shall make the modifications and changes required to correct conflicts.
B. Material and Equipment Installation
1. Installation shall be in accordance with the manufacturer's printed installation recommendations. A copy of the manufacturers' installation instructions shall be available
for review at the jobsite at all times. The City shall be advised in writing where there is a conflict between the manufacturers' instructions, the codes and regulations, and these specifications.
2. Fittings for conduit and conductor entry to enclosures shall maintain the specified environmental application of the enclosure after installation.
3.03 INSTALLATION OF OUTLET AND DEVICE BOXES
A. Unless otherwise shown on the Plans, boxes shall be installed at the heights shown in Table 3, measured to the centerline of the box.
Table 3. Outlet and Device Box Installation Height
Outlet and Device Box Height
Wall Switches 42 in. above floor
Thermostats 54 in. above floor
Wall Telephone Outlets 6 in. above counter tops;
12 in. above floor
Wall-Mounted Telephone Outlets 52 in. above floor
Indoor Convenience Receptacles:
Industrial Areas, Machine Shops,
Warehouses, Workshops, etc.
36 in. above floor
Special-Purpose Receptacles 36 in. above floor
B. Locations
1. Locations shown on the Plans are approximate.
2. When necessary and with the approval of the City, outlets shall be relocated to avoid interference with mechanical equipment or structural members.
3. Light switches shall be located on the lock side of doors.
4. Light fixture outlets shall be located in a symmetrical pattern according to the room layout, unless shown otherwise on the Plans
5. Boxes shall be mounted plumb and level.
C. Boxes
1. Flush-mounted boxes shall be used with concealed conduits, and edges of boxes shall be made flush with the finished surface. Proper extension rings or plaster covers shall be provided for this purpose.
2. Holes for flush-mounted boxes shall be made in the surrounding surface, sized no larger than required to receive the box.
3. Boxes shall be installed in a secure, substantial manner and shall be supported independently of conduit by attachment to the building structure or a structural member.
Bar hangers shall be used in frame construction or boxes shall be fastened directly with wood screws on wood, bolts and expansion shields on concrete or brick, toggle bolts on hollow masonry units, and machine screws or welded threaded studs on steelwork.
Mounting hardware shall be galvanized.
4. Boxes that are embedded in concrete or masonry need not be additionally supported.
5. Separate junction boxes shall be provided for flush or recessed lighting fixtures when required.
6. Where fixtures are supported by a box, fixtures shall have appropriate strength.
7. Only knockouts that are actually required shall be opened in sheet steel boxes. Unused openings in any type of box shall be sealed.
3.04 INSTALLATION OF JUNCTION AND PULL BOXES
A. Boxes shall be made accessible.
B. Boxes shall not be installed in finished areas unless approved by the City.
C. Boxes shall be mounted plumb and level.
D. Flush-mounted boxes shall be used with concealed conduits.
E. Edges of boxes shall be made flush with the final surface.
F. Boxes shall be installed in a secure, substantial manner and shall be supported independently of conduit by attachment to the structure or a structural member. Bar hangers shall be used in frame construction or boxes shall be fastened directly with wood screws on wood, stainless steel bolts and expansion shields on concrete or brick, toggle bolts on hollow masonry units, and machine screws or welded threaded studs on steelwork. Mounting hardware shall be stainless steel.
G. Pull boxes for conduits shall be set to finished grade and shall be protected from water accumulating inside them in unpaved areas, roadways, or walkways.
H. Junction and pull boxes shall not be located in paved areas, roadways, or walkways. Boxes and covers shall resist loadings in accordance with H 20-44 loading of AASHTO HB-15.
3.05 INSTALLATION OF WIRING DEVICES
A. Switches: For switch operation, switches shall be mounted in the vertical position.
B. Receptacles
1. Receptacles shall be mounted with the grounding slot down and shall be grounded to boxes with grounding wire, rather than by yoke or screw contact.
2. Weatherproof receptacles shall be mounted with the hinge of the protective cover above, not at the side or below, the receptacle opening.
3. Special-purpose receptacles shall be installed and mounted in accordance with the codes and the manufacturer's printed recommendations.
C. Multi-Outlet Surface Raceway System: Multi-outlet surface raceway systems shall be installed in accordance with the manufacturer's printed recommendations.
D. Telephone Outlets: Outlets shall be mounted in the vertical position unless shown otherwise on the Plans.
E. Device Plates
1. Device plates shall be securely fastened to switch or receptacle boxes or to the wiring device contained therein.
2. Device plates for flush-mounted boxes shall be installed with all 4 edges in continuous contact with the finished wall surfaces and without the use of mats or similar materials.
Plaster fillings will not be acceptable.
3. Device plates shall be vertically or horizontally aligned with a tolerance of 1/16 inch.
4. Sectional device plates shall not be used.
3.06 INSTALLATION OF LIGHTING AND DISTRIBUTION PANELBOARDS A. Panelboards shall be mounted securely, plumb, in-line, and square with walls.
B. Ground-fault circuit interrupters shall protect circuits that supply outdoor loads and shall be UL- listed.
C. Unless otherwise shown on the Plans, panelboards shall be mounted with the top of the cabinet approximately 6 feet above the floor.
D. A typewritten circuit directory shall be provided inside each panelboard under a metal-framed transparent plastic cover.
E. An engraved, laminated plastic nameplate shall be provided on the outside of each panelboard showing the designation, voltage, and phases of the panelboard.
3.07 INSTALLATION OF DRY-TYPE TRANSFORMERS, 0 to 600-VOLT PRIMARY A. Vibration isolators that are external to units shall be loaded properly and shall give complete vibration isolation. Metal of the transformer unit shall not be in contact with the mounting surface.
B. Electrical circuits shall be connected to transformers by a conduit type that prevents transformer vibrations from being transmitted to the building or other equipment.
C. Neutrals and enclosures of transformers shall be grounded in accordance with codes and as shown on the Plans.
D. Transformers shall be connected to the voltage taps that will provide the rated output under normal load conditions.
3.08 FIELD QUALITY CONTROL
A. Manufacturer's Field Services: Where major electrical equipment such as metal -clad switchgear, substation circuit switchers, circuit breakers, power transformers, and unit substations are installed, the Contractor shall provide the services of the manufacturer's installation engineer to inspect the installation and the required adjustment of the equipment.
B. Inspection
1. During checkout and startup of the various systems, a crew of skilled craftsmen shall be made available for checkout and troubleshooting activities as required.
2. When the installation is essentially complete and the system is in operation, the voltage shall be checked at the point of termination of the SCE supply system to the project site .
The voltage amplitude and the balance between phases in loaded and unloaded conditions shall be checked and corrected if necessary.
3. Where an electrical unbalance, as defined by NEMA MG 1-14.35, exceeds 1 percent, or where the voltage varies throughout the day and from loaded to unloaded conditions by more than +/-4 percent of nominal, the contractor shall request in writing that SCE correct the condition. A copy of the request shall be given to the City.
4. When corrections are not made, a written statement shall be obtained from a responsible SCE official that the voltage variations and/or unbalance are within their normal standards. A copy of this statement shall be given to the City.
C. Tests
1. When the electrical system installation is completed and at such time as the City may indicate, operating tests for approval shall be conducted.
2. The equipment shall be demonstrated to operate in accordance with the requirements of these specifications and the Plans. Protective functions shall be demonstrated to operate properly in the control system, circuit breakers, and motor control center circuitry.
3. The tests shall be performed in the presence of the City, and all instruments and personnel required for the tests shall be furnished.
4. Testing
a. In addition to the high potential tests in accordance with Section 16120, the Contractor shall test circuits for power, control, 480-volt external lighting, and lighting panel feeder with a 1000-volt megohmmeter to ensure that they are free of open circuits and grounds before energizing. An insulation resistance of less than 10 megohms will not be acceptable.
b. Conductors and cables for 480-volt circuits shall be tested for phase-to-ground insulation resistance. Measurements shall be made with motors and other equipment connected. An insulation resistance of less than 10 megohms will not be acceptable.
c. Motors
(1) Within 30 days of energizing, motors rated 277/480 volts shall be tested for insulation resistance, winding to ground.
(2) Measurements of resistance less than 10 megohms will not be acceptable.
(3) Motors shall be jogged to determine proper rotation of equipment.
Where the rotation is not correct, the phases shall be swapped. (4) After the startup of each motor, the Contractor shall measure and record the current on each phase with the motor running at maximum load. Where the current drawn by the motor is in excess of the normal operating current specified by the manufacturer, adjustments that are necessary to reduce the current to the normal operating value shall be made at no additional cost to the City.
d. The operating mechanisms for motor-operated valves and slide gates, including limit switches, torque switches, well washer, flow meter, position transmitters, and handwheel-interlock switches shall be adjusted to meet the requirements under the supervision of the manufacturer's representative and in the presence of the City.
e. A functional test of the control circuit and devices in the control circuit shall be performed by energizing the circuit and verifying that the specified actions occur.
This shall be performed before the motor overload heaters are installed.
3.09 ADJUSTING
A. Load Balance: Electrical load between phases shall be balanced as nearly as possible on switchboards, panelboards, and motor control centers.
B. Motor Rotation
1. The rotation of motors shall be verified and corrected after final electrical connections are made.
2. Rotation checks shall be coordinated with the City.
3. A written report shall be submitted to the City for each motor that rotation has been checked and corrected.
C. Equipment Line Current
1. The line current in each phase shall be checked for each piece of equipment.
2. Where SCE makes adjustments to the supply voltage, the line current shall be checked after the voltage adjustments.
3. Where phase current in a piece of equipment is above the rated nameplate current, the cause of the problem shall be determined and submitted in writing to the City.
4. The Contractor shall be responsible for correcting and replacing defective equipment.
3.10 PAYMENT
Full compensation for conforming to the requirements of BASIC ELECTRICAL MATERIALS AND METHODS including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 16110 - RACEWAYS
PART 1 - GENERAL
1.01 REFERENCES
A. General
1. The publications listed below form a part of this specification to the extent referenced.
2. Where a date is given for reference standards, the edition of that date shall be used.
Where no date is given for reference standards, the latest edition available on the date of Notice Inviting Bids shall be used.
B. American Association of State Highway and Transportation Officials (AASHTO)
1. AASHTO, Standard Specifications for Highway Bridges
C. American National Standards Institute (ANSI)
1. ANSI C80.1, Rigid Steel Conduit—Zinc Coated
2. ANSI C80.3, Electrical Metallic Tubing—Zinc Coated
D. American Society for Testing and Materials (ASTM)
1. ASTM A123, Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
E. National Electrical Manufacturers' Association (NEMA)
1. NEMA RN 1, Polyvinyl-Chloride (PVC) Externally Coated Galvanized Rigid Steel Conduit and Intermediate Metal Conduit
2. NEMA TC 2, Electrical Plastic Tubing (EPT) and Conduit (EPC-40 and EPC-80)
3. NEMA VE 1, Metallic Cable Tray Systems
F. National Fire Protection Association (NFPA)
1. NFPA 70, National Electrical Code (NEC)
G. Underwriters Laboratories, Inc. (UL)
1. UL 1, UL Standard for Safety Flexible Metal Conduit
2. UL 6, UL Standard for Safety Rigid Metal Conduit
3. UL 514B, UL Standard for Safety Fittings for Conduit and Outlet Boxes
1.02 SUBMITTALS
A. Shop drawings shall be submitted with calculations and descriptive information for cable tray systems.
1. Proposed load/span designation in accordance with NEMA VE 1, and how it was selected
2. For all locations, actual loading in pounds per foot, and future cable loading including safety factor used
3. Location and simple beam deflection for each cable tray span
4. Layout drawings and list of accessories being furnished
1.03 DELIVERY, STORAGE, AND HANDLING
A. All materials shall be stored, as required, in dry locations. Following installation, products shall be protected in place from the effects of moisture, corrosion, and physical damage during construction.
B. Openings in conduit and tubing shall be kept capped with manufactured seals during construction.
PART 2 - PRODUCTS
2.1 RIGID STEEL CONDUIT
A. Rigid steel conduit, including bushings, couplings, elbows, nipples, and other fittings shall be galvanized by hot-dipping, in accordance with ANSI C80.1, UL 514B, and NEC. Setscrew type couplings, bushings, elbows, nipples, and other fittings shall not be used, unless approved by the City.
2.2 ELECTRIC METALLIC TUBING
A. Electric metallic tubing, couplings, bushings, elbows, nipples, and other fittings shall be in accordance with ANSI C80.3, UL, and the NEC. Only compression type couplings, bushings, elbows, nipples, and other fittings shall be used.
2.3 PVC SCHEDULE 40 CONDUIT
A. Rigid PVC conduit shall be Gray Schedule 40, UL-listed for concrete-encased, underground direct burial, concealed and direct sunlight exposed use, and UL-listed and marked for use with conductors having 90° C insulation.
B. All intended uses of conduits, couplings, bushings, elbows, nipples, and other fittings shall be in accordance with the test requirements of NEMA TC 2, UL 514B, and NEC.
2.4 PVC SCHEDULE 80 CONDUIT
A. Rigid PVC conduit shall be Gray Schedule 80, UL-listed for concrete-encased, underground direct burial, concealed and direct sunlight exposed use, and UL-listed and marked for use with conductors having 90° C insulation.
B. All intended uses of conduits, couplings, bushings, elbows, nipples, and other fittings shall be in accordance with the test requirements of NEMA TC 2, UL 514B, and NEC.
2.5 PVC-COATED RIGID STEEL CONDUIT
A. PVC-coated conduit and all fittings consisting of galvanized rigid steel conduit shall be in accordance with ANSI C80.1, NEMA RN 1, UL 6, and the NEC.
1. PVC coating shall be 40 mils thickness nominal and shall be bonded to the metal.
2. The bond between the PVC coating and the conduit surface shall be greater than the tensile strength of the plastic.
3. PVC-coated fittings shall have overlapping pressure sealing sleeves extending beyond the ends of the fitting one pipe diameter or 2 inches, whichever is smaller.
4. The inside diameter of the sleeve shall be equal to the outside diameter of the conduit.
PVC-coated conduit shall be suitable for conductors with 75° C insulation.
2.6 FLEXIBLE METAL CONDUIT, LIQUID-TIGHT
A. Liquid-tight flexible metal conduit shall be UL-listed galvanized steel flexible conduit covered with an extruded PVC jacket.
1. The conduit shall be terminated with nylon bushings or with bushings with a steel or malleable iron body, an insulated throat, and O-ring seal.
2. Flexible conduits, 1.25 inches and smaller, shall contain an integral copper ground conductor.
3. Flexible conduits larger than 1.25 inches shall be bonded across their length with a bonding jumper.
2.7 FLEXIBLE STEEL CONDUIT, NONLIQUID-TIGHT
A. Nonliquid-tight flexible steel conduit tubing shall be in accordance with UL 1.
B. Grounding shall be in accordance with NEC.
2.8 WIREWAYS
A. Wireways shall have a hinged cover that can easily be removed.
B. All wireways and fittings shall be hot-dip galvanized steel and shall be UL listed.
C. Wireways to be installed indoors shall have baked enamel finish and be in accordance with NEMA 250, Type3R enclosures.
D. Acceptable Manufacturers: Square D Company; Hoffman Engineering Company; or equal.
2.9 RACEWAY FITTINGS
A. Fittings for Rigid Steel Conduit
1. Locknuts shall be of mild steel or malleable iron and shall be fabricated, zinc coated, and finished in accordance with UL 514B.
2. Insulated throat bushings shall be of metal with integral plastic bushings and shall be rated for 105° C.
a. Acceptable Products (insulated throat bushings for rigid steel conduit): Thomas & Betts Corporation, Nylon Insulated Metallic Bushings; O. Z. Gedney Company, Type B; or equal.
3. Rigid steel conduit hubs shall be bullet-type, 2-piece with O-ring. a. Acceptable Manufacturers: Thomas & Betts Corporation; O. Z Gedney Company, Type CHM; or equal.
4. Conduit bodies for rigid steel conduit shall be of malleable iron sized as required by the NEC.
a. Acceptable Products (rigid steel conduit for nonhazardous, nonclassified locations): Appleton Electric Company, Form 35 threaded Unilets; Crouse-Hinds Company, Mark 9 or Form 7 threaded condulets; Killark Electric Manufacturing Company, Series O Electrolets; or equal.
b. Acceptable Manufacturers (rigid steel conduit for hazardous or classified locations) Appleton Electric Company; Crouse-Hinds Company; Killark Electric Manufacturing Company; or equal.
5. Couplings for rigid steel conduit shall be only those supplied by the conduit manufacturer. a. Acceptable Products (sealing fitting for rigid steel conduit): Appleton Electric Company, Type EYF, EYM, or ESU; Crouse-Hinds Company, Type EYS or EZS; Killark Electric Manufacturing Company, Type EY or EYS; or equal.
6. Where condensate may collect on top of a seal, a drain seal fitting shall be provided. a. Acceptable Products: Appleton Electric Company, Type SF; Crouse-Hinds Company, Type EYD or EZD; or equal.
7. Drain Fittings for Rigid Steel Conduit
a. Acceptable Products: Appleton Electric Company, Type ECDB; Crouse-Hinds Company, Type ECD; or equal.
8. Expansion Fittings for Metal Conduit
a. Acceptable Products: Appleton Electric Company, Type XJ; O. Z. Gedney Company, Type AX or Type AX8; or equal.
9. Fittings for Conduit Embedded in Concrete where Both Expansion and Deflection are Necessary
a. Acceptable Products: O. Z. Gedney Company, Type DX; Crouse-Hinds Company, Type XD; or equal.
10. External grounding straps shall be provided for all exposed fittings.
B. Fittings for Liquid-Tight Flexible Metal Conduit
1. Insulated throat connectors for liquid-tight flexible metal conduit shall be metal and long- design type that extends outside of the box or other device at least 2 inches, with an integral plastic bushing rated for 105° C.
2. Acceptable Products: Thomas & Betts Corporation, Super-Tite; or equal.
C. Fittings in Hazardous Areas: In hazardous areas, only fittings approved for the atmosphere involved shall be used.
D. Cable-sealing fittings shall form a watertight nonslip connection to pass cords and cables into conduit.
1. Cable-sealing fitting shall be sized for the conductor OD.
2. For conductors with ODs of 0.5 inch or less, a neoprene bushing shall be provided where the conductor enters the connector.
3. Acceptable Products: Crouse-Hinds Company, Type CGBS; Appleton Electric Company, CG Series; or equal.
2.10 PRECAST MANHOLES
A. Manholes, if required per Plan, shall be of precast concrete construction with 28-day, 3000 psi minimum compressive strength concrete and designed for AASHTO H-20 loading.
1. Dimensions for manholes shall be as shown on the drawings.
2. To accommodate the several raceway entrances at their specified elevations, manhole dimensions shall be increased as required with the use of extension sections.
B. Manhole covers and frames shall be heavy-duty cast iron, suitable for H-20 loading, and have machined bearing surfaces.
1. Cover shall be the indented type, solid top design, with two drop handles.
2. Cast on the upper side of each cover in integral letters not less than 2 inches high, there shall be appropriate titles, ELECTRIC, LIFT STATION.
3. Covers shall be field stamped with manhole or handhole numbers as shown on the drawings.
C. Each manhole shall have heavy weight cable racks with adjustable arms and acceptable insulators for all cables.
1. Adjustable inserts shall be set in the concrete walls for attachment of the racks.
2. Bolts or studs embedded in concrete shall not be used for attaching racks.
3. Racks and inserts shall be set in place no greater than 3-foot on centers around the entire inside perimeter of the manhole, arranged so that all spare conduit ends are clear for future cable installation.
4. Racks shall have a sufficient number of arms and insulators to accommodate cables for each conduit entering or leaving the manhole, including spares.
D. Each manhole shall have a pulling iron embedded in the concrete wall opposite each raceway entrance and one in the floor vertically below the center of the manhole cover.
1. The pulling iron shall be a 0.75 inch round stock securely fastened to the overall steel reinforcement, prior to concrete placement.
E. Manhole steel hardware shall be hot-dip galvanized after fabrication.
F. Acceptable Manufacturers: Brooks Products, Inc.; Associated Concrete Products, Inc.; or equal.
2.11 PRECAST HANDHOLES/PULL BOXES
A. Handholes/Pull boxes of precast concrete construction with 28-day, 3000 psi minimum compressive strength concrete and designed for AASHTO H-20 loading shall be installed.
1. Minimum dimensions for handholes/pull boxes shall be No. 6 shown on the Plans.
2. These shall be increased as required by use of extension sections to accommodate the several raceway entrances at their required elevations.
3. 8-inches of pea gravel shall be placed at the bottom of each handhole/pull box.
B. Floors shall be sloped toward drain points, leaving no pockets or other nondraining areas. A drainage outlet or pump sump shall be provided at the low point of the floor.
C. Handhole/Pull box covers and frames shall be heavy-duty type suitable for AASHTO HS-20 loading. Drop Lid type if in parkway, square or rectangular covers, solid top design, with a recessed handle and a safety catch shall be provided.
1. On the upper side of each cover, stamped or burned by welder, in integral letters not less than 2 inches high, there shall be appropriate titles, ELECTRIC, LIFT STATION.
2. Covers shall be field-stamped with the handhole/pull box number shown on the drawings.
D. Handholes/Pull boxes with inside dimensions longer than 48 inches shall have heavy-weight cable racks. Heavy-weight cable racks shall have adjustable arms and acceptable insulators for all cables.
1. Adjustable inserts shall be set in the concrete walls for the attachment of racks.
2. Bolts or studs embedded in concrete shall not be used for attaching racks.
3. Racks and inserts shall be set on not greater than 3-foot centers around the entire inside perimeter of the handhole/pull box, arranged so that all spare conduit ends are clear for future cable installation.
4. Racks shall have a sufficient number of arms and insulators to accommodate cables for each conduit entering or leaving the handhole/pull box, including spares.
E. Each handhole/pull box shall have a pulling iron embedded in the concrete wall opposite each raceway entrance and one in the floor vertically below the center of the handhole/pull box cover.
The pulling iron shall be 0.75-inch round stock, securely fastened to the overall steel reinforcement before concrete is placed.
F. Steel hardware for handholes/pull boxes shall be hot-dip galvanized after fabrication.
G. Acceptable Manufacturers: Brooks Products, Inc., Associated Concrete Products, Inc.; or equal.
2.12 RACEWAY TAGS
A. Tags shall be permanent nylon or polyethylene markers with raceway designations pressure stamped, embossed, or engraved.
B. Tags relying on adhesives or taped-on markers shall not be used.
C. Tags shall be attached to raceways with corrosion-resistant wire or wire ties.
2.13 WARNING TAPE
A. Trenches containing electric circuits shall be identified with heavy-gauge, red plastic tape of 6-inch minimum width.
1. Tape made of material resistant to corrosive soil shall be used.
2. Tape shall have a printed warning that an electric circuit is located below.
B. Acceptable Products: ITT Blackburn Corporation, Type RT; Panduit Wiring Products, Type HTU; T. Christy Enterprises, Terra Type Griffolyn Co. division of Reef Industries, or equal.
2.14 LIQUID GALVANIZING COMPOUND
A. Liquid galvanizing compound shall be used to coat threads of galvanized conduit to be installed in damp locations.
B. Acceptable Products: Thomas & Betts Corporation, Kopr-Shield; Armite Laboratories, Led-Plate No. 250; or equal.
PART 3 - EXECUTION
3.01 GENERAL
Raceway systems shall be in accordance with the NEC.
3.02 MINIMUM RACEWAY SIZE
Circular raceways shall be not less than 0.75 inch. However, 0.5 -inch raceways shall be used for final connections to control devices and instruments where the conduit connection point is less than 0.75 inch.
3.03 REQUIRED RACEWAY TYPE FOR LOCATION AND INSTALLATION METHOD A. Exterior, Exposed
1. Rigid steel conduit
2. PVC-coated rigid steel conduit in corrosive areas
B. Interior, Exposed
1. Rigid steel conduit
2. PVC-coated rigid steel conduit in corrosive areas
C. Interior, Concealed (not embedded in concrete)
1. Rigid steel conduit
2. Electric metallic tubing for lighting and receptacle circuits only D. Aboveground, Embedded in Concrete Walls or Floors: Rigid steel conduit E. Concrete Encased Raceways
1. Rigid steel conduit
2. Schedule 80 PVC conduit
F. Final Connection to Certain Equipment
1. Conduit shall be liquid-tight, PVC-jacketed, flexible steel to make final connections to motors, wall or ceiling mounted fans and unit heaters, dry type transformers, valves, local instrumentation, and to other equipment where flexible connection is required to minimize vibration or where required to facilitate removal or adjustment of equipment. a. The flexible conduit shall be long enough to allow the item to which it is connected to be withdrawn or moved off its base. The maximum length shall be 60 inches.
b. Where the required conduit size is greater than 4 inches, rigid conduit as specified shall be used.
2. Flexible conduit used in dry areas for final connections to lighting fixtures may be liquid-tight, flexible steel.
G. Special Locations
1. PVC coated rigid steel conduit shall be used:
a. Where conduit changes from underground or concrete embedded to exposed b. Under equipment mounting pads
c. In exterior light pole foundations
d. Conduit stub-ups in concrete decks or slabs, 4 inches above and 4 inches below
3.04 GENERAL INSTALLATION REQUIREMENTS FOR RACEWAYS
A. Location, Routing, and Grouping
1. Raceways shall be concealed or exposed as shown on the drawings. a. Raceways shall be grouped together in the same area. b. Raceways shall be located at least 12 inches away from parallel runs of heated piping or other utility systems.
2. Exposed raceways shall be run parallel or perpendicular to walls, structural members, or intersections of vertical planes to provide a neat appearance. Surface contours shall be followed as much as possible.
3. Obstruction of passageways shall be avoided.
4. Concealed raceways shall be run with a minimum of bends in the shortest practical distance considering the building layout and other systems.
5. Raceways shall not be run in the same horizontal course with reinforcing steel in block walls.
6. In outdoor, underground, or wet locations, watertight couplings and connections in raceways shall be used. Boxes and fittings shall be installed and equipped so as to prevent water from entering the raceway.
7. All threads of galvanized conduits that are installed in exposed or damp locations shall be painted with zinc-rich paint or liquid galvanizing compound before assembling. After assembly, nicks or scars shall be repainted.
8. Structural members shall not be notched or penetrated for passage of raceways except with prior approval of the City.
9. Aboveground raceways concealed in concrete shall be located so that the minimum concrete covering is not less than 2 inches.
10. Except at box connections, raceways shall be spaced in slabs not less than six times the raceway outside diameter.
11. Concealed, embedded, and buried raceways shall be installed so that they emerge at right angles to the surface and have none of the curved portion of the bend exposed.
Raceways shall be adequately braced to ensure that they remain in place during the placement of concrete.
12. Trapped runs shall be avoided. Where trapped runs are necessary, they shall have a drain installed at the low point.
13. Structures that contain liquids shall not have conduits routed through their walls, below the liquid level, without specific approval of the City.
B. Support
1. Raceways shall be supported at intervals not exceeding NEC requirements unless otherwise indicated.
a. Multiple raceways shall be supported adjacent to each other by ceiling trapeze. b. Individual raceways shall be supported by wall brackets, strap hangers, or ceiling trapeze. They shall be fastened by wood screws on wood, toggle bolts on hollow masonry units, expansion anchors on concrete or brick, and machine screws or welded-thread studs on steelwork.
2. All raceways shall be supported from structural members only. Raceways shall not be supported from pipe hangers or rods, cable tray, or other conduit.
3. Nails or wooden plugs inserted in concrete or masonry shall not be used as a base for raceway or box fastenings.
a. Raceways or pipe straps shall not be welded to steel structures.DR-14 b. Wire shall not be used in lieu of straps or hangers.
C. Bends
1. Changes in direction of runs shall be made with symmetrical bends or cast metal fittings. a. Bends and offsets shall be made of the longest practical radius available. b. Field-made bends and offsets shall be avoided where possible, but where necessary, they shall be made with an acceptable hickey or conduit bending machine.
c. Metal raceways shall not be heated to facilitate bending.
2. Bends shall be made in parallel or banked runs of raceways from the same center or centerline so that bends are parallel and of neat appearance. Factory elbows may be used in parallel or banked raceways if there is a change in the plane of the run and the raceways are of the same size. Otherwise, field bends shall be made in parallel runs.
3. For PVC conduits, factory made sweep elbows shall be used for all bends 30 degrees or larger. Rigid steel elbows shall be used on all 90-degree upward bends where conduit rise to grade. Acceptable heating methods shall be used for forming smaller bends.
4. Bends shall not be made in flexible conduit that exceed allowable bending radius of the cable to be installed or that significantly restricts the conduit's flexibility.
D. Bushing and Insulating Sleeves
1. Metallic conduits entering metal equipment enclosures through conduit knockout openings shall have 2 locknuts installed, one inside and one outside of the enclosure. An insulated bushing shall also be installed on the end of each conduit. a. All steel conduit runs shall terminate with a grounding type bushing. All grounding hardware shall be silicon bronze.
b. A bonding jumper shall be installed from the bushing to any equipment ground bus or ground pad. If neither exists, the jumper shall be connected to a bolt connection to the metallic enclosure.
2. Manufacturer's standard insulating sleeves shall be used in all metallic conduits terminating at an enclosure.
3. Two-piece, O-ring hubs shall be installed for conduit connection to the top of enclosures.
E. Expansion Joints
1. Expansion fittings or other suitable means shall be provided for raceways crossing expansion joints in structures or concrete slabs.
2. Provision shall be made for the high rate of thermal expansion and contraction of PVC conduit by providing PVC expansion joints as recommended by the manufacturer and as required.
F. PVC Conduit
1. PVC-conduit joints shall be solvent-welded with a solvent recommended by the conduit manufacturer.
a. The manufacturer's solvent-welding instructions shall be followed and shall provide watertight joints.
b. Where belled conduits are used, the unbelled end of the joint shall be bevelled before joining.
c. Acceptable PVC terminal adapters shall be used when joining PVC conduit to metallic fittings.
d. Acceptable PVC female adapters shall be used when joining PVC conduit to rigid metal conduit.
G. PVC-Coated Rigid Steel Conduit
1. Installation shall be in strict accordance with the manufacturer's printed instructions. a. Any damage to the PVC coating shall require replacement of the conduit or fitting. Repairs shall be at the discretion of the City. b. The PVC boot shall cover all threads.
c. Metallic threads shall not be left uncovered.
d. Metallic threads shall be coated with a liquid galvanizing compound such as Kopr-shield or equivalent.
H. Penetrations
1. The interior of all raceways entering structures shall be sealed at the first box or outlet with oakum or suitable plastic expandable compound to prevent the entrance into the structure of gases, liquids, or rodents.
2. Raceways that penetrate concrete walls, floors, or ceilings aboveground shall be dry packed with nonshrink grout, or one of the methods specified for underground penetrations shall be used.
3. A malleable iron, watertight, entrance sealing device shall be used in locations where an underground conduit enters a structure through a concrete roof or through a membrane- waterproofed wall or floor.
a. A device with a gland-type sealing assembly at each end with pressure bushings, which may be tightened at any time, shall be used where raceway concrete encasement is not specified or shown on the drawings.
b. When there is raceway concrete encasement specified or indicated, a device with a gland type sealing assembly on the accessible side shall be used. c. All devices shall be securely anchored into the masonry construction with one or more integral flanges. Membrane waterproofing shall be secured to such devices in a permanently watertight manner.
4. Where raceways penetrate fire-rated walls, floors, or ceilings, openings around electrical penetrations shall be fire stopped to maintain the fire-resistance rating.
3.05 INSTALLATION REQUIREMENTS FOR UNDERGROUND DIRECT BURIAL OR CONCRETE-ENCASED
RACEWAYS
A. General
1. All raceway installations not in compliance with these requirements shall be removed entirely and properly installed.
2. Union-type fittings shall not be used underground.
3. A minimum cover of 36” on direct bury conduit and 30” to encasement for encased conduits, shall be provided over all underground raceways unless otherwise shown on the drawings.
4. Concrete-encased raceways shall not be backfilled until they have been inspected by the City.
5. Warning Tapes
a. Warning tapes shall be buried approximately 12 inches above all underground conduit runs or duct banks.
b. Tapes shall be aligned parallel to and within 12 inches of the centerline of runs.
B. Separation and Support
1. Parallel runs of 2 or more raceways shall be separated in a single trench with preformed, nonmetallic spacers designed for the purpose. Spacers shall be installed at intervals not greater than that specified in the NEC for support of the type raceways used, and in no case greater than 5 feet.
2. Raceways shall be tied to supports so that the raceways will not be displaced when the concrete encasement is placed.
3. Minimum concrete coverage of rebar in duct banks shall be 2 inches.
C. Arrangement and Routing
1. Multiple conduit runs shall be arranged in accordance with the details shown on the drawings.
a. Underground conduits shall be located where shown on the drawings.
2. Changes in location or cross-section shall be made as necessary to avoid obstructions or conflicts at no additional cost to the City.
a. Where raceway runs cannot be installed substantially as shown because of conditions not discovered prior to digging of trenches, the condition shall be referred to the City for instructions before proceeding with further work.
3. Where other utility piping systems are encountered along a raceway route, a 12-inch minimum vertical separation shall be maintained at the crossings between raceways and the other systems.
a. A 12-inch minimum separation shall be maintained between raceways and other systems in parallel runs.
b. Raceways shall not be placed over valves or couplings of other piping systems. c. Conflicts with these requirements shall be referred to the City for instructions before proceeding with further work.
4. Insulated grounding bushings shall be provided on all metallic raceways entering manholes and handholes/pull boxes.
5. Nonmetallic raceways entering manholes shall have bell-ends flush with manhole walls.
6. In multiple-conduit runs, raceway coupling locations shall be staggered so that couplings in adjacent raceways are not in the same transverse line.
7. All conduits shall enter manholes and structures at right angles.
D. Concrete Encasement
1. Where shown on the drawings, conduits shall be encased in a red colored concrete envelope.
2. Concrete shall be (1-Sack) Concrete Slurry (100-E-100) with red pigment (oxide) #100 in full concrete mix.
3. A grade of at least 4 inches per 100 feet shall be maintained, either from one manhole or pull box to the next, or from a high point between them, depending on the surface contour.
4. Conduits for concrete-encased raceways shall be held securely in place by acceptable window type spacer supports.
a. Where, in the opinion of the City, ground conditions are such as to require concrete forms, forms shall be installed in accordance with the Specifications. b. Variations greater than 0.5 inch in 50 feet from a straight line will not be permitted.
5. Encasement may be placed directly against the sides of trenches if the cut is clean, even, and free of loose material.
a. Loose material shall be removed from trenches before and during placing of concrete to ensure sound envelopes.
b. Concrete shall be vibrated in accordance with Section 03300 and carefully spaded under and between raceways to eliminate all voids.
6. An entire concrete envelope shall be placed continuously. a. Where more than one placement is necessary, each placement shall terminate in a sloped plane, and 0.75-inch reinforcing rod dowels shall be inserted, extending into the concrete 18 inches minimum on each side of the joint. b. City's approval shall be obtained for the number and location of dowels.
3.06 MANHOLES AND HANDHOLES/PULL BOXES
A. Manholes and handholes/pull boxes shall be installed where shown on the drawings.
B. Excavation, shoring, bracing, backfilling, and grading shall be in accordance with Section 02200.
C. Manholes or handholes/pull boxes shall not be installed until final conduit grading, including field changes necessitated by underground interferences, has been determined.
D. Frames shall be set to final grades as required.
E. Raceways shall be installed so that they enter manholes or handholes/pull boxes at nearly right angles to and as near as possible to one end of a wall, unless otherwise shown on the drawings.
F. One ground rod shall be installed in each manhole and handhole/pull box. Noncurrent-carrying metal parts in the manhole and metallic raceway grounding bushings shall be connected to this ground rod with No. 6 AWG (minimum) copper conductor.
G. A hole large enough to accommodate the outside dimensions of the manhole or handhole/pull box shall be prepared as shown on the drawings.
1. A minimum of 24 inches of compacted crushed rock shall be placed underneath the manholes and handholes/pull boxes as a base, graded level to the elevation shown on the drawings.
2. The crushed rock shall be rock refill in accordance with Section 02200.
H. When placing the sections of the manholes or handhole/pull box, joints shall be made watertight by application of grout consisting of a slurry of cement.
1. The grout shall be composed of 2 parts of sand to 1 part of cement with sufficient water added to make the grout flow under its own weight.
2. The groove of each precast section shall be pre-soaked with clean water prior to placing the grout.
3. The tongue of the subsequent section shall displace sufficient mortar to complete the seal of the joints.
4. For appearance, the Contractor shall paint all inside joints with cement mortar, and shall brush off streaks of excess mortar caused by any overflow.
3.07 WIREWAYS
Wireways shall be mounted securely in accordance with the NEC and manufacturer's printed instructions.
Covers shall be removable or hinged and shall be located on an accessible vertical face of the wireway unless otherwise shown on the drawings.
3.08 PREPARATION FOR PULLING IN CONDUCTORS
A. Crushed or deformed raceways shall not be used.
B. Traps in raceways shall be avoided where possible.
C. During the course of construction care shall be taken to prevent the lodging of plaster, concrete, dirt, or trash in raceways, boxes, fittings, and equipment.
D. Raceways shall be entirely free of obstructions, or they shall be replaced.
E. Raceways shall be reamed, have burrs removed, and their interiors shall be cleaned before introducing conductors or pull wires.
F. Immediately after installation, raceway ends shall be plugged or capped with watertight and dust-tight seals until the time for pulling in conductors.
G. After the concrete envelope has set on concrete-encased raceways, a mandrel with a diameter approximately 0.25 inch less than the raceway inside diameter shall be pulled through each raceway. A bristle brush shall then be pulled through each raceway to remove debris.
3.09 EMPTY/SPARE RACEWAYS
A. Certain raceways will have no conductors pulled in as specified.
B. Tags shall be used to identify the origin and destination of each empty raceway at each end and at any intermediate pull point.
C. Where a raceway has been identified with a number in the Raceway Schedule, that name shall be used on the tag in lieu of origin and destination.
D. A removable permanent cap shall be provided over each end of each empty raceway.
E. A nylon pull cord shall be provided in each empty raceway.
3.10 PAYMENT
Full compensation for conforming to the requirements of RACEWAYS including furnishing all labor, tools, equipment, and materials necessary for doing the work shall be considered as included in the contract unit price bid for the various items of work and no additional compensation will be allowed therefore.
END OF SECTION
SECTION 16120 - CONDUCTORS
PART 1 - GENERAL
1.01 REFERENCES
A. General
1. The publications listed below form a part of this specification to the extent referenced.
2. Where a date is given for reference standards, the edition of that date shall be used.
Where no date is given for reference standards, the latest edition available on the date of the Notice Inviting Bids shall be used.
B. American National Standards Institute (ANSI)
1. ANSI C37.20C, Standard for Switchgear Assemblies Including Metal-Enclosed Bus.
2. ANSI C119.1, Standard for Electric Connectors – Sealed Insulated Underground Connector System Rated 600 Volts.
C. American Society for Testing and Materials (ASTM)
1. ASTM B8, Standard Specification for Concentric-Lay- Stranded Copper Conductors, Hard, Medium-Hard, or Soft
2. ASTM B479, Standard Specification for Annealed Aluminum and Aluminum-Alloy Foil for Flexible Barrier, Food Contact and Other Applications
D. Association of Edison Illumination Companies
1. AEIC CS8, Specification for Extruded Dielectric Shielded Power Cables Rated 5 through 46 kV.
E. Insulated Cable Engineer’s Association (ICEA)
1. ICEA S-58-679, Control Cable Conductor Identification F. Institute of Electrical and Electronics Engineers (IEEE)
1. IEEE 48, Standard Test Procedures and Requirements for Alternating-Current Cable Terminations 2.5 kV Through 765 kV
2. IEEE 386, Standard for Separable Insulated Connector Systems for Power Distribution Systems Above 600 V
3. IEEE 400, Guide for Field Testing and Evaluation of the Insulation of Shielded Power Cable Systems
4. IEEE 404, Standard for Extruded and Laminated Dielectric Shielded Cable Joints Rated 2500 to 500,000 V
5. IEEE 525, Guide for the Design and Installation of Cable Systems in Substations
6. IEEE 1143, Guide on Shielding Practice for Low Voltage Cables
7. IEEE 1185, Guide for Installation Methods for Generating Station Cables
8. IEEE 1202, Standard for Flame Testing of Cables for Use in Cable Tray in Industrial and Commercial Occupancies
G. National Electrical Manufacturers Association (NEMA)
1. NEMA WC-57/ICEA S-73-532, Standard for Control, Thermocouple Extension, and Instrumentation Cables.
2. NEMA WC-70/ICEA S-95-658, Nonshielded Power Cables Rated 2000 Volts or Less for the Distribution of Electrical Energy.
3. NEMA WC-71/ICEA S-96-659, Standard for Nonshielded Cables Rated 2001-5000 Volts for Use In the Distribution of Electric Energy
H. National Fire Protection Association (NFPA)
1. NFPA 70, National Electrical Code (NEC)
I. Underwriters Laboratories (UL)
1. UL 44, Thermoset-Insulated Wires and Cables
2. UL 83, Thermoplastic-Insulated Wires and Cables
3. UL 486A-486B, Wire Connectors
4. UL 510, Polyvinyl Chloride, Polyethylene, and Rubber Insulating Tape
5. UL 1072, Medium-Voltage Power Cables
6. UL 1277, Electrical Power and Control Tray Cables with Optional Optical-Fiber Members
1.02 SUBMITTALS
A. Submit in accordance with Section 01300, Submittals.
B. Product Data: Product data shall be submitted for equipment and materials as follows.
1. Conductors
2. Cable lubricant
3. Busway-equipment interfacing
4. Splice kits
5. Termination kits
C. Calculations: Submit pulling tension and sidewall pressure calculations as specified and in conformance with the approach and methodology defined under IEEE 1185. Submit calculations for all exterior circuits routed in duct banks as shown on the Drawings. Submit separate calculations for each circuit clearly indicating each circuit evaluated using the same numbering scheme as used on the Drawings, each conduit, and each manhole, handhole/pull box, or other pull point used for the installation. Provide assumptions made in selecting the worst case pulling criteria. The worst case analysis shall be sufficient for calculating pulling tensions for groups of circuits only upon approval by the City.
D. Test Reports and Certifications
1. A written report on insulation resistance testing shall be submitted prior to final inspection.
2. A written copy of the readings of current and voltage for high-potential testing shall be submitted.
3. Splices. Manufacturer shall provide a test report demonstrating design-proof testing according to IEEE 404, and water submersion testing according to ANSI C119.1.
Manufacturer shall provide an independent agency test report demonstrating qualification of terminations and splices to the load cycling requirements of MV-105 specifications for 105C continuous operation and 140C emergency operation.
E. Operation and Maintenance Manual: The operation and maintenance manual shall be submitted in accordance with Section 01300, Submittals. A copy of readings of current and voltage testing shall be included in the manual.
1.03 MEDIUM VOLTAGE CABLE (5 kV) QUALITY ASSURANCE
A. The general construction of the medium voltage cable and the insulation system, the inner stress control or semi-conducting strand screen/the EPR insulation/the outer semi-conducting insulating
shield, shall have a successful in-service record of at least 25 years. The EPR insulation shall be formulated and compounded in the cable manufacturer’s facility. The cable manufacturer’s production facilities shall be located in the USA.
B. The cable manufacturer shall submit a qualification test report in accordance with AEIC CS8 and ICEA S-93-639. The test report shall document the identification of each of the triplex extruded compounds used in the tested cable design and a statement that the same identical compounds will be used for the current project.
C. Upon request, the manufacturer shall submit a copy of the Quality Assurance Manual detailing the quality control and quality assurance measures in place at his facility. The cable manufacturer shall describe an ongoing quality surveillance program, in addition to the industry standards, that samples monthly production to confirm consistent electrical quality levels for these m edium voltage cable designs.
D. The manufacturer shall have available for audit detailed descriptions of the method by which various manufacturing processes and production tests are recorded, thus enabling the “traceability” of the completed cable. All steps in the manufacturing process, from receipt of raw material to the final tests, are to be included. Where multiple records are used, the method for cross -referencing shall be noted.
1.04 DELIVERY, STORAGE AND HANDLING
A. Check for reels not completely restrained, reels with interlocking flanges or broken flanges, damaged reel covering or any other indication of damage. Do not drop reels from any height.
B. Unload reels using a sling and spreader bar. Roll reels in the direction of the arrows shown on the reel and on surfaces free of obstructions that could damage the cable.
C. Store cable on a solid, well drained location. Unjacketed armored cable shall be stored indoors.
Cover cable reels with plastic sheeting or tarpaulin. Do not lay reels flat.
D. Seal cable ends with heat shrinkable end caps. Do not remove end caps until cables are ready to be terminated.
1.05 WARRANTY
The manufacturer of the medium voltage cable shall warrant cable against failures for a period of 20 years from date of installation and shall remove and replace failed cables during this warranty period at no additional cost to City.
1.06 SHOP TESTING
A. Perform manufacturers standard production testing and inspection in accordance with the referenced ICEA standards. Representative testing is not acceptable. If requested by the Engineer, the manufacturer shall submit certified proof of compliance with ICEA design and test standards.
B. Provide certified test reports indicating that the cable has passed the following tests:
1. Partial Corona Discharge Test in accordance with AEIC CS8.
2. Vertical tray flame test in accordance with IEEE 1202.
C. After completion of the factory tests, individual pulling eyes shall be installed on single or triplexed conductor length of cable. Pulling eyes shall be suitable for maximum allowable pulling tension on the conductors and they shall be sealed against entrance of water.
D. Certified test reports shall be issued for each reel of completed cable in accordance with physical and electrical testing samples required by the AEIC and ICEA standards.
PART 2 - PRODUCTS
2.01 IDENTIFICATION SYSTEM
A. A complete power- and control-conductor identification system shall be provided so that after installation, circuits can be easily traced from origin to final destination.
B. Power and control conductors shall be identified at each termination and in every accessible location such as panels, motor control centers, switchboards, pull boxes, manholes, handholes, and terminal boxes.
C. Power conductors, control cables, and instrumentation cables shall be tagged as shown on the drawings and as specified herein below.
D. Individual control and instrumentation conductors shall be tagged as shown on the drawings.
E. Suitable heat-shrink sleeve type tags or the equivalent, subject to the approval of the City, shall be furnished and installed on each end of a cable or conductor. These tags shall be neatly machine printed black on white with the designation of the cable or conductor upon which they are installed.
It is further required that all cables passing through the various pull boxes, manholes, and handholes shall be similarly tagged. Tags on cable or conductor ends shall be BradySleeve Heat- Shrink Polyolefin, or equal. Tags on all other accessible sections of cables or conductors in pull boxes, manholes and handholes shall be BradyTaps, Tyco Raychem Shrinkmark, or equal.
2.02 COLOR CODING
A. The color coding of multiconductor cable for control and instrumentation shall be as specified in the individual cable-type articles.
B. Single conductors and individual conductors of multiconductor cables for power conduction shall have integral insulation pigmentation of the designated colors; except that conductors larger than AWG No. 6 may be provided with color coding by wrapping the conductor with vinyl tape at each end and at all accessible locations. Where this method of color coding is used, at least 6 full overlapping turns of tape shall be wrapped around the conductor, covering an area 1.5 to 2 inches wide at a visible location.
C. In Table 1, Phase A, B, and C imply the direction of positive-phase rotation.
Table 1: Color Coding
System Conductor Color
All Systems Equipment Grounding Green
120/240 Volts, 1-Phase, 3-Wire Grounded Neutral White
One Hot Leg Black
Other Hot Leg Red
208Y/120 Volts, 3-Phase, 4-Wire Grounded Neutral White
Phase A Black
Phase B Red
Phase C Blue
277/480 Volts, 3-Phase, 4-Wire Grounded Neutral White
Phase A Brown
Phase B Orange
Phase C Yellow
4,160 Volts, 3-Phase, 3-Wire Phase A Red
Phase B Blue
Phase C Yellow
2.03 CONDUCTORS 600 VOLTS AND LESS
A. Conductor sizes shall be as shown on the drawings. Conductors smaller than those shown on the drawings will not be accepted.
B. Unless otherwise shown on the drawings, conductors shall be stranded copper.
C. Conductors shall be in accordance with NEMA WC-70, NEMA WC-71 and NEMA WC-74, and shall be UL-listed.
D. 208Y/120-volt circuits shall have conductors with Type THHN/THWN/MTW insulation of thermoplastic polyvinyl chloride and a nylon jacket.
E. 480-volt circuit conductors shall be as follows:
1. 480-volt motor feeder circuits 10 AWG and smaller: Three-conductor control cable Type TC with Type XHHW-2 insulation of cross-linked polyethylene and ground wire
2. 480-volt motor feeder circuits 8 AWG and larger: Type TC 3- or 4-conductor power cable with Type XHHW-2 insulation of cross-linked polyethylene and a ground wire.
3. 480Y/277: Single conductor stranded copper with Type XHHW-2 insulation cross-linked polyethylene insulation.
F. Where flexible cords and cables are specified, Type SO, 600-volt shall be provided, having the number and size of copper conductors shown on the drawings.
G. Conductors installed in cable tray shall be Type TC.
2.04 CONDUCTORS ABOVE 600 VOLTS
A. 5 kV Conductors: Unless shown otherwise on the drawings, single conductor shielded power cables shall have:
1. Compact Class B stranded annealed uncoated copper conductor per ASTM B496.
2. Extruded semiconducting co-polymer compound over the conductor.
3. Ethylene-propylene rubber (EPR) insulation
4. Extruded semiconducting co-polymer compound applied directly over the insulation
5. Uncoated helically applied 5 mil bare copper tape shield with a minimum overlap of 20%
6. Polyvinylchloride (PVC) jacket
B. Single-shielded conductors shall have 133-percent insulation level in accordance with the applicable ionization level requirements of NEMA WC-74.
C. Cables shall be suitable for use in wet or dry locations at a continuous conductor operating temperature of 90C, at an emergency overload conductor temperature of 130C and at a short circuit conductor temperature of 250C. Cable shall be UL-listed as Type MV-90.
D. Cable sizes 1/0 AWG and larger shall be marked “Type MV-90 for CT USE” suitable for installation in cable trays per NEC.
E. Label all 5-kV cables in manholes, handholes, pillboxes, and vaults with labels “Danger 4160 volts.”
F. Acceptable manufacturers: Aetna Insulated Wire, American Insulated Wire Corp., General Cable, Houston Wire and Cable, Southwire; or equal.
2.05 MULTI-CONDUCTOR CABLE
A. Cable shall be in accordance with either one of the following sets of requirements as necessary for the application as shown on the Drawings:
1. UL-listed Type TC and in accordance with UL 1277 and NEC, Article 336
2. UL-listed power-limited circuit cable and in accordance with NEC, Article 725 B. Cables shall be permanently and legibly marked with the manufacturer's name, the maximum rated voltage, the cable type, the AWG size or circular mil area, and the UL label.
C. Conduits shown on the drawings and in the Circuit/Raceway Schedule have been sized to accommodate the outside diameter for each type of conductor cable.
D. Type 1, 600-Volt, Multi-Conductor Control Cable, Unshielded, Type TC (For 120 Volts AC/DC Control Circuits)
1. Cable shall be multi-conductor control-circuit interconnection cable with a ground.
2. Cable shall be suitable for installation in open air, in cable trays, conduit, or other approved raceways.
3. The minimum cable-temperature rating shall be 90° C in dry locations and 75° C in wet locations.
4. Cable shall pass the vertical tray flame test.
5. Conductors shall be 14 AWG, 7-strand copper unless noted otherwise on the Drawings or on the Conduit and Cable Schedules.
6. Insulation and Jacket
a. Conductors shall have 15-mil PVC insulation with a 4-mil nylon jacket. b. Conductors shall be UL-listed as Type THHN/THWN/MTW.
c. The conductor group shall be color-coded in accordance with ICEA S-58-679 Method 1 Table E-2.
d. The conductor group shall be bound with a spiral wrap of barrier tape. e. Cable shall have an overall outer PVC jacket that is flame-retardant, sunlight- and oil-resistant.
7. Acceptable Manufacturers: American Insulated Wire Corp, Houston Wire and Cable, Manhattan Wire Products, Southwire; or equal.
E. Type 2, 600-Volt, Multi-Conductor Control Cable with Overall Shield, Type TC (For 24 Volt DC Signal Circuits)
1. Cable shall be multi-conductor control-circuit interconnection cable with a ground.
2. Cable shall be suitable for installation in open air, in cable trays, conduit, or other approved raceways.
3. The minimum cable temperature rating shall be 90C in dry locations and 75C in wet locations.
4. Cable shall pass the vertical tray flame test.
5. Conductors shall be 14 AWG, 7-strand copper unless noted otherwise on the Drawings or on the Conduit and Cable Schedules
6. Insulation, Shield and Jacket
a. Conductors shall have 15-mil PVC insulation with a 4-mil nylon jacket. b. Conductors shall be UL-listed as Type THHN/THWN/MTW. c. The conductor group shall be color-coded in accordance with ICEA S-58-679 Method 1 Table E-2.
d. The conductor group shall be bound with a spiral wrap of barrier tape. e. The overall shield shall consist of aluminum/polyester foil providing 100% coverage with a flexible 7-strand tinned copper drain wire. f. Cable shall have an overall PVC jacket that is flame-retardant, sunlight- and oil- resistant.
7. Acceptable Manufacturers: American Insulated Wire Corp, General Cable, Houston Wire and Cable, Manhattan Wire Products; or equal.
F. Type 3, 600 Volt, Multi-Conductor Control Cable, Type TC (For 480 Volt Motor Circuit Conductors)
1. Cable shall be 3-conductors with a ground and overall jacket.
2. Cable shall be suitable for installation in open air, in cable trays, conduit, or other approved raceways.
3. The minimum cable temperature rating shall be 90C in dry locations and 75C in wet locations.
4. Cable shall pass the vertical tray flame test.
5. Conductors shall be 12 or 10 AWG, 7-strand copper unless noted otherwise on the Drawings or on the Conduit and Cable Schedules
6. Ground wire shall be 12 AWG, bare stranded copper.
7. Insulation and Jacket
a. Individual conductors shall be Type XHHW-2 insulated with cross-linked polyethylene.
b. The conductor group shall be color-coded in accordance with ICEA S-58-679 Method 1 Table E-2.
c. The conductor group shall be bound with a spiral wrap of barrier tape. d. Cable shall have an overall PVC jacket that is flame-retardant, sunlight- and oil- resistant.
8. Acceptable Manufacturers: American Insulated Wire Corp, General Cable, Houston Wire and Cable, Manhattan Wire Products; or equal.
G. Type 4, 600 Volt, Multi-Conductor Power Cable, Type TC
1. Cable shall be 3- or 4-conductor, with grounding conductor and overall jacket.
2. Cable shall be suitable for installation in open air, in cable trays, conduit, or other approved raceways.
3. The minimum cable-temperature rating shall be 90 C in dry locations and 75° C in wet locations.
4. Conductors shall be soft bare annealed copper per ASTM B-3, Class B stranding per ASTM B-8.
5. Grounding conductor shall be soft bare annealed copper per ASTM B-3, Class B stranding per ASTM B-8 sized in accordance with UL 1277.
6. Insulation and Jacket
a. Individual conductors shall be Type XHHW-2 insulated with cross-linked polyethylene.
b. Conductors shall be UL-rated VW-1.
c. Outer jackets shall be sunlight- and oil-resistant PVC with the nominal thickness as shown in Table 2.
d. Phase conductors shall be color-coded black, red, and blue. The neutral conductor shall be color-coded white with a black tracer.
7. Acceptable Manufacturers: Aetna Insulated Wire, General Cable, Houston Wire and Cable, Southwire; or equal.
Table 2: Power Cable Size and Thickness
Conductor
Size
(AWG)
No. of Conductors
(AWG)
Ground Wire
Size
Maximum OD (in.) Jacket Thickness
(mil)
8 3
4 10
10 0.66
0.72 60
60 6 3
4 8
8 0.74
0.81 60
60 4 3
4 8
8 0.88
0.97 60
80 2 3
4 6
6 1.01
1.11 80
80 1 3
4 6
6 1.14
1.25 80
80 1/0 3
4 6
6 1.22
1.35 80
80 2/0 3
4 6
6 1.32
1.46 80
80 3/0 3
4 4
4 1.42
1.58 80
80 4/0 3
4 4
4 1.56
1.78 80
110
H. Type 5, 600-Volt, 18 AWG Twisted, Shielded-Pair Instrumentation Cable, Type TC
1. Cable shall be single-pair instrumentation cable, designed for noise-rejection for process- control, computer, or data-log applications.
2. Cable shall be suitable for installation in cable trays, conduit, or other approved raceways.
3. The minimum cable-temperature rating shall be 90° C in dry locations and 75° C in wet locations.
4. Conductors shall be bare soft annealed copper, Class B, 7-strand concentric in accordance with ASTM B8. The drain wire shall be 20 AWG, 7-strand tinned copper.
5. Insulation and Jacket
a. Conductors shall have 15 mils PVC insulation with a 4-mil nylon jacket. b. The pair of conductors shall be colored black and white. c. The jacket shall be flame-retardant and sunlight- and oil-resistant PVC with a nominal thickness of 45 mils.
d. The shield shall be 1.35 mils thick aluminum/Mylar in accordance with ASTM B479, overlapped to provide 100-percent coverage over the tinned copper drain wire.
6. Dimension: 0.28 inch, nominal, OD
7. Acceptable Manufacturers: Alpha Wire Corp., General Cable, Manhattan Wire Products; or equal.
I. Type 6, 600-Volt, 18 AWG Twisted, Shielded-Triad Instrumentation Cable, Type TC
1. Cable shall be single-triad instrumentation cable, designed for noise-rejection for process- control, computer, or data-log applications.
2. Cables shall be suitable for installation in cable tray, conduit, or other approved raceways.
3. The minimum cable-temperature rating shall be 90° C in dry locations and 75° C in wet locations.
4. Conductors shall be bare soft annealed copper, Class B, 7-strand concentric in accordance with ASTM B8. The drain wire shall be 20 AWG, 7-strand tinned copper.
5. Insulation and Jacket
a. Conductors shall have 15 mils PVC insulation with 4-mil nylon jacket. b. Triad conductors shall be pigmented black, white and red. c. The jacket shall be flame-retardant and sunlight- and oil-resistant PVC with a nominal thickness of 45 mils.
d. The shield shall be 1.35mils thick aluminum/Mylar in accordance with ASTM B479, overlapped to provide 100-percent coverage over the tinned copper drain wire.
e. Dimension: 0.32 inch, nominal, OD
f. Acceptable Manufacturers: Alpha Wire Corp., General Cable, Manhattan Wire Products; or equal.
J. Type 7, 600-Volt, 18 AWG Multi-Twisted Shielded Pairs of Instrumentation Cable with a Common Overall Shield, Type TC
1. Cables shall be twisted, shielded pairs of instrument cables, grouped in a single cable, designed for use as instrumentation, process control, and computer cable. Dimensions shall be in accordance with Table 3.
2. Cables shall be suitable for installation in cable tray, conduit, or other approved raceways.
3. The minimum cable-temperature rating shall be 90° C in dry locations and 75° C in wet locations.
4. Conductors shall be bare soft annealed copper, Class B, 7-strand, concentric in accordance with ASTM B8. Drain wires shall be tinned copper. Paired drain wire shall be AWG No. 20. The group drain wire size shall be AWG No. 18.
5. Insulation and Jacket
a. Conductors shall have 15 mils PVC insulation with 4 mil nylon jacket. b. Paired conductors shall be pigmented black and white, with the white conductor numerically printed for group identification.
c. The outer jacket shall be flame-retardant and sunlight- and oil-resistant PVC with a nominal thickness as shown in Table 3.
d. Individual pairs shall be shielded with a 1.35 mils thickness of aluminum/Mylar in accordance with ASTM B479. The group shield shall be a 2.35 mils thickness of aluminum/Mylar in accordance with ASTM B479, overlapped for 100-percent coverage over the tinned copper drain wire.
6. Acceptable Manufacturers: Alpha Wire Corp., General Cable, Manhattan Wire Products; or equal.
Table 3: Cable Dimensions
No. Of Pairs Maximum OD (in.) Nominal Jacket
Thickness (mils)
4 0.50 45
8 0.68 60
12 0.82 60
16 0.95 80
20 1.05 80
24 1.16 80
36 1.33 80
50 1.56 80
K. Type 8, 600-Volt, 18 AWG Multi-Twisted Pairs of Instrumentation Cable with a Common Overall Shield, Type TC
1. Cables shall be twisted pairs of instrument cables, grouped in a single cable, and designed for use as instrumentation, process-control, and computer cable. Dimensions shall be in accordance with Table 4.
2. Cable shall be suitable for installation in cable tray, conduit, or other approved raceways.
3. The minimum cable-temperature rating shall be 90° C in dry locations and 75° C in wet locations.
4. Conductors shall be bare soft annealed copper, Class B, 7-strand concentric in accordance with ASTM B8. The drain wire shall be AWG No. 18 tinned copper.
5. Insulation and Jacket
a. Conductors shall have 15 mils PVC insulation with 4 mils nylon jacket. b. Paired conductors shall be pigmented black and white, with the white conductor numerically printed for group identification.
c. The outer jacket shall be flame-retardant and sunlight- and oil-resistant PVC with a nominal thickness as shown in Table 4.
d. The group shield shall be a 2.35 mils thickness of aluminum/mylar in accordance with ASTM B479, overlapped for 100 percent coverage over the tinned copper drain wire.
6. Acceptable Manufacturers: Alpha Wire Corp., General Cable, Manhattan Wire Products; or equal.
Table 4: Cable Dimensions
No. of Pairs Maximum OD (in.) Nominal Jacket Thickness
(mils)
4 0.46 45
8 0.63 60
12 0.75 60
16 0.83 60
20 0.96 80
24 1.06 80
36 1.21 80
50 1.42 80
L. Type 15, 300-Volt Twisted-Pair Nonshielded Fire Alarm Cable
1. Cable shall be power-limited fire-protective signaling-circuit cable Type FPLP for plenum application or Type FPLR for riser application in accordance with NEC Article 760.
2. Cable shall pass the UL 70,000 BTU flame test and shall be listed by the California State Fire Marshall.
3. Conductors shall be 18 AWG solid, tinned, or bare copper.
4. Insulation and Jacket
a. Each conductor shall have a 10-mil thick PVC insulation. b. The jacket shall be PVC, red in color and identified along its entire length as fire- protective signaling-circuit cable. Dimensions shall be as shown in Table 5.
5. Acceptable Manufacturers: Houston Wire and Cable, Manhattan Wire Products; or equal.
Table 5: Cable Dimensions
No. of Conductors Maximum OD (in.) Nominal Jacket Thickness (mils)
2 0.150 15
4 0.175 15
M. Type 16, 300-Volt, Two-Pair, Individually Shielded with Overall Foil/Braid Shield, Low Capacitance Communication and Control Cable (For DMM, ASD and Other Serial Communication Applications)
1. Cable shall consist of two twisted pairs, grouped in a single cable, and designed for computer communication in accordance with EIA RS-232, EIA RS-422, and EIA RS-485 interface requirements.
2. Cable shall be UL-listed and suitable for installation in conduit or other approved raceways.
3. Conductors shall be 24 AWG tinned copper, 7-strand.
4. Insulation, Shield/Drain and Jacket
a. Conductor insulation shall be foam polyethylene, 19 mils nominal thickness. b. Each pair shall be shielded with foil free aluminum/mylar tape, 25% minimum overlap over a 24 AWG 7-strand tinned copper drain wire. c. The group shield shall consist of aluminum/mylar tape, 25% minimum overlap, a 24 AWG 7-strand tinned copper drain wire and a tinned copper braid with 65% minimum coverage.
d. The outer jacket shall be flame-retardant and sunlight- and oil-resistant PVC, 48 mils nominal thickness.
5. Acceptable Manufacturers: Alpha Wire Corp Cat. No. 6316, Belden, Houston Wire and Cable; or equal.
2.07 EQUIPMENT-GROUNDING CONDUCTORS
A. Equipment-grounding conductors shall be stranded copper in accordance with NEC.
B. Conductors shall have green Type THWN insulation.
C. Direct Buried Grounding Conductors: Bare-stranded copper conductors, with size as shown on the drawings, shall be provided for the ground system at transformers, switchgear, and where shown on the drawings.
2.08 BUSWAY
A. Bus bars shall be low-impedance, copper, outdoor-type with 1/2 neutral and shall have an internal ground bus.
B. Busway shall be UL-listed for the required support and spacing, and shall be in accordance with NEC.
C. Busway shall be totally enclosed throughout the length.
D. Busway shall be suitable for mounting in vertical (edgewise) or horizontal positions without derating, and shall be rated to withstand a minimum short circuit of 100,000 amps.
E. Busway shall be coordinated with motor-control centers or other equipment that connects to the busway to properly interface these systems.
F. All bus bar connections shall be tin-plated.
2.09 CONDUCTOR ACCESSORIES
A. Conductor Arc and Fireproofing Materials
1. Acceptable Products (arc and fireproofing): 3M Company, Scotch Brand 77; Plymouth Rubber Co., Plyarc 30; or equal.
2. Acceptable Products (glass-cloth electrical tape): 3M Company, Scotch Brand 69; Plymouth Rubber Co., Plyglass; or equal.
B. Vinyl plastic insulating tape for splices and terminations of wire and cable shall be flame-retardant, 7-mil thick minimum, and shall be rated for 90° C, minimum, in accordance with UL 510.
C. Conductor and Cable Tags
1. Tags shall be provided for cables and for conductors 250 kcmil and larger. They shall be permanent nylon marker plates with legible designations, hot-stamped on the plate. They shall be attached to conductors and cables with 2 nylon tie cords.
2. Conductor tags for conductors smaller than 250 kcmil shall be provided with legible permanent heat-shrink tubing sleeves that are white with machine-printed black marking.
D. Low-Voltage Splices and Terminations
1. Splice locations shall be approved by the City.
2. Self-insulated crimp terminals and splices shall have a seamless barrel and be vinyl - or nylon-insulated.
3. Terminations at terminal blocks shall be locking forked-tongue-type. a. Acceptable Products: Thomas & Betts Corp., Sta-Kon; Burndy Corp., Insulink; or equal.
4. Uninsulated crimp terminators and connections shall be single size compression -type connectors.
a. Acceptable Products: Square D Co., Versatile; Burndy Corp., Hylug; or equal.
5. Uninsulated Bolted 2-way Connectors
a. Acceptable Products: Thomas & Betts Corp., Locktite; Burndy Corp., Qiklug; or equal.
6. Crimp-on wire joints shall be nylon-insulated, have a seamless barrel, and shall accept conductors laid side-by-side.
a. Acceptable Manufacturers: Thomas & Betts Corporation; Panduit Corporation; or equal.
E. Wire Ties (PVC)
1. Acceptable Products: Thomas & Betts Corp., Ty-Rap; Panduit Corp., Pan-Ty; or equal.
F. Heat-Shrinkable Insulation
1. Acceptable Products: Thomas & Betts Corp., Shrink-Kon; Panduit Corporation, Type HS; or equal.
G. Splices
1. Insulation of splices shall be made by the application of resin in accordance with the manufacturer's printed instructions and using an appropriate rigid plastic mold.