WG 1011-0003-41 ADMINISTRATIVE REQUIREMENTS October 2024 City of Hollister IWTP/Bridge Rd
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SECTION 01 30 00
ADMINISTRATIVE REQUIREMENTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Coordination and project conditions.
B. Field engineering.
C. Preconstruction meeting.
D. Site mobilization meeting.
E. Progress meetings.
F. Pre-installation meetings.
G. Cutting and patching.
H. Special procedures.
1.02 COORDINATION AND PROJECT CONDITIONS
A. See City Division 01 Special Provisions (hereinafter referred to as “City SPs”) Section 01016 Coordination of Work for additional information and requirements.
B. Coordinate scheduling, submittals, and Work of various sections of Project Manual to ensure efficient and orderly sequence of installation of interdependent construction elements, with provisions for accommodating items installed later.
C. Coordinate with City, and City’s contract operations staff (SSCWD) continuously throughout construction, allowing operations staff full access to operate facilities.
Contractor’s activities shall not cause violations with the City’s Waste Discharge Requirements.
D. Verify utility requirements and characteristics of operating equipment are compatible with other IWTP site utilities. Coordinate work of various sections having interdependent responsibilities for installing, connecting to, and placing in service, operating equipment.
E. Coordinate space requirements, supports, and installation of mechanical and electrical Work indicated diagrammatically on Drawings. Follow routing shown for pipes, ducts, and conduit, as closely as practicable; place runs parallel with lines of building. Utilize spaces efficiently to maximize accessibility for other installations, for maintenance, and for repairs.
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F. Coordinate completion and clean-up of Work of separate sections in preparation for Substantial Completion.
G. Notify the State Water Board Project Manager at least fifteen (15) working days in advance of upcoming meetings, workshops, and trainings State Water Board Project Manager
Danielle Charleston
1001 I Street, 17 Floor
Sacramento, CA 95814
(916) 319-3185
[email protected]
1.03 FIELD ENGINEERING
A. Refer to City SP Section 01020 Construction Stakes, Lines and Grades; City SP Section 01021 Site Work; and City Division 2 Technical Specifications (herein after referred to as “City TS”) Section 02120 for additional requirements.
B. Employ Land Surveyor registered in State of California and acceptable to Engineer.
C. Locate and protect survey control and reference points. Promptly notify Engineer of discrepancies discovered.
D. Control datum for survey is that established by City provided survey shown on Drawings.
E. Verify set-backs and easements; confirm drawing dimensions and elevations.
F. Provide field engineering services. Establish elevations, lines, and levels, utilizing recognized engineering survey practices.
G. Maintain complete and accurate log of control and survey work as Work progresses.
1.04 PRECONSTRUCTION MEETING
A. See City SP 01210 Preconstruction Conference for additional information and requirements. Also refer to City TS Section 02110 Scheduling.
B. Agenda:
1. Execution of City-Contractor Agreement.
2. Submission of executed bonds and insurance certificates.
3. Distribution of Contract Documents.
4. Submission of list of Subcontractors, list of products, schedule of values, and progress schedule.
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5. Designation of personnel representing parties in Contract, City and Engineer. Lines of Communication. Coordination with City IWTF Operations Staff, Sunny Slope County Water District (SSCWD).
6. Procedures and processing of field decisions, submittals, substitutions, applications for payments, proposal request, Change Orders, and Contract closeout procedures.
7. Scheduling.
8. Scheduling activities of Geotechnical Engineer, and Structural Engineer.
9. Contractor's safety and training program, and designation of the Contractor's Safety Officer and his qualifications, Contractor’s emergency contact information.
10. Public notice of starting Work.
11. Access and rights-of-way furnished by the City.
12. Inspections and Inspectors provided by City and Contractor.
13. Testing laboratory or agency, and testing procedures.
14. Procedures for payroll and labor cost reporting by the Contractor.
15. Procedures to ensure nondiscrimination in employment on and for the Work.
16. Other general and administrative items as required.
C. Contractor will record minutes and distribute copies within three (3) working days after meeting to participants, with one electronic copy to the City, Contractor and those affected by decisions made.
1.05 SITE MOBILIZATION MEETING
A. Engineer will schedule meeting at Project site prior to Contractor occupancy. This meeting may be combined with the pre-construction meeting.
B. Attendance Required: City, Engineer, City Inspector, Construction Manager, SSCWD, Contractor, and major Subcontractors.
C. Agenda:
1. Use of premises by City and Contractor.
2. Construction facilities and controls provided by City.
3. Temporary utilities provided by City.
4. Survey and building layout.
5. Security and housekeeping procedures.
6. Schedules.
7. Application for payment procedures.
8. Procedures for testing.
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9. Procedures for maintaining record documents.
10. Requirements for start-up of equipment.
11. Inspection and acceptance of equipment put into service during construction period.
D. Engineer will record minutes and distribute copies within three (3) working days after meeting to participants, with one electronic copy to the City, Contractor, and those affected by decisions made.
1.06 PROGRESS MEETINGS
A. See SP Section 01222 Revision to Construction Schedule for additional information and requirements.
B. Attendance Required: Job superintendent, major subcontractors and suppliers, City’s Representative, Engineer, Inspector and Plant Operator (SSCWD) as appropriate to agenda topics for each meeting.
C. Agenda (provided by Construction Manager):
1. Review minutes of previous meetings.
2. Review of Work progress.
3. Field observations, problems, and decisions.
4. Identification of problems impeding planned progress.
5. Review of submittals schedule and status of submittals.
6. Review of off-site fabrication and delivery schedules.
7. Maintenance of progress schedule.
8. Corrective measures to regain projected schedules.
9. Planned progress during succeeding work period.
10. Coordination of projected progress.
11. Maintenance of quality and work standards.
12. Effect of proposed changes on progress schedule and coordination.
13. Other business relating to Work.
D. Contractor shall record minutes and distribute copies within two workings days after meeting to participants, with one electronic copy to Engineer, City, and those affected by decisions made.
1.07 PRE-INSTALLATION MEETING
A. Pre-installation meetings shall be held a minimum of 7 calendar days prior to the installation of the following major equipment items:
1. Equipment Item 1: Apricot Lane Trash Capture Structure
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2. Equipment Item 2: Bridge Road Trash Capture Structure B. Refer to individual specification sections for details on pre-installation meetings.
C. Require attendance of parties directly affecting, or affected by, Work of specific section.
D. Notify Engineer 7 calendar days in advance of meeting date.
E. Prepare agenda and preside at meeting:
1. Review conditions of installation, preparation and installation procedures.
2. Review coordination with related work.
F. Contractor will Record minutes and distribute copies within two (2) working days after meeting to participants, with one PDF copy to all attendees, and those affected by decisions made.
PART 2 PRODUCTS
Not Used.
PART 3 EXECUTION
3.01 SPECIAL PROCEDURES
A. Materials: As specified in product sections; match existing with new products for patching and extending work.
B. Employ skilled and experienced installer to perform alteration work.
C. Cut, move, or remove items as necessary for access to alterations and renovation Work. Replace and restore at completion.
D. Remove unsuitable material not marked for salvage, including rotted wood, corroded metals, and deteriorated masonry and concrete. Replace materials as specified for finished Work.
E. Remove debris and abandoned items from area and from concealed spaces.
F. Prepare surface and remove surface finishes to permit installation of new work and finishes.
G. Remove, cut, and patch Work in manner to minimize damage and to permit restoring products and finishes to original condition.
H. Where new Work abuts or aligns with existing, provide smooth and even transition. Patch Work to match existing adjacent Work in texture and appearance.
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I. When finished surfaces are cut so that smooth transition with new Work is not possible, terminate existing surface along straight line at natural line of division and submit recommendation to Engineer for review.
J. Patch or replace portions of existing surfaces which are damaged, lifted, discolored, or showing other imperfections.
K. Finish surfaces as specified in individual product sections.
END OF SECTION
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SECTION 01 35 00
SPECIAL PROJECT PROCEDURES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Protection of improvements
2. Utility potholing
3. Existing utilities
4. Protection of existing pavement
5. Protection of existing hardscape
6. Protection of existing trees
7. Excavation notification
8. Construction Photographs
9. Project Environmental Requirements
1.2 SUBMITTALS
A. Potholing Report
PART 2 - PRODUCTS
Not Used
PART 3 - EXECUTION
3.1 Protect all existing utilities and improvements not designated for removal and restore damaged or temporarily relocated utilities and improvements, immediately, to a condition equal to or better than they were prior to such damage or temporary relocation, all in ac- cordance with requirements of the contract documents.
3.2 Protect all private and public property from damage due to its activities. If any damage does occur to public or private property as a result of the Contractor’s operation, the Contractor shall be responsible for the repair of the property.
3.3 EXISTING UTILITIES, WATER, SEWER AND DRAINAGE
A. General: The Contractor shall protect all above ground and underground utility, water, sewer and drainage improvements, yard piping, that may be impaired dur- ing construction operations.
B. Contractor shall be responsible for coordination and communication with all utility agencies during construction, and in particular Plant Operations staff, Sunny Slope County Water District (SSCWD).
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C. Locations shown: The known existing buried utilities and pipelines are shown on the Drawings in their approximate location, and also may be marked in the field by the utility representatives. The Contractor shall exercise reasonable care in avoiding damage to all utilities and be held responsible for their repair if buried facilities so located are damaged.
D. Services Assumed: Not used.
E. Work by Utilities: Not used
F. Utilities to be moved: Not used
G. Approval of Repairs: All repairs to a damaged utility or improvement are subject to inspection and approval by an authorized representative of the utility or im- provement owner before being concealed by backfill or other work. Similarly, all repairs to damaged plant yard piping/utilities are subject to inspection and ap- proval by the City and Contract Operations Staff (SSCWD).
H. Maintaining Service: All pipelines, power, telephone, communication cable, gas, water, irrigation, sewer, and storm drain systems within the work area shall re- main continuously in service during all the operations under the Contract, unless specifically shown otherwise in the Contract Documents, or unless other ar- rangements satisfactory to the Engineer are made (by the Contractor) with the owner of said system.
3.4 TREES WITHIN PROJECT LIMITS
A. Contractor shall exercise all necessary precautions so as not to damage or de- stroy any trees or shrubs in the Project Area that are not designated for removal.
3.5 EXCAVATION NOTIFICATION
A. Notify Prior to Excavation: Prior to any excavation the Contractor shall notify the respective authorities representing the owners or agencies responsible for such facilities not less than 3 days nor more than 7 days prior to excavation so that a representative of said owners or agencies can be present during such work if they so desire.
B. Call USA: The Contractor shall also notify Underground Service Alert (USA) at 811 at least 2 working days, but no more than 14 calendar days, prior to such excavation. If a utility owner is not equipped to locate its utility, the Contractor shall locate it.
3.6 CONSTRUCTION PHOTOGRAPHS
A. Provide pre-construction, construction progress, and post-construction photo- graphs as part of the Work. Photographs shall be taken with a minimum 5 meg- apixel digital camera, and electronic photos shall be provided to Owner. Photos shall be arranged in folders on the CDs by date taken and clearly identified by lo-
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cation of Work. Provide further cataloging of photographs as required to clearly identify subject matter, if not self-evident on the photograph (such as utility identi- fication).
B. Pre-Construction Photographs. Arrange a meeting time with Owner and Engi- neer, 2 working days prior to taking photographs, to allow Owner and Engineer the op- portunity to accompany Contractor on the pre-construction photograph session. Provide pre-construction photographs during this walk-through of the existing project site condi- tions at locations directed by Owner and Engineer. Submit the electronic copies of pre- construction photographs within 10 working days following the date photographs are taken. Include at a minimum, the following:
1) Photographs and documentation of condition of existing WWTP access roads, paved and unpaved, as well as the
WWTP entry road (South Street)to the entry gate.
2) South Street, from Westside Boulevard to the Plant En- trance.
3) Existing ponds, pond access road, embankments, pup sta- tion, outfalls, and all locations where Work will take place. 4) Intersection of Bridge Road and Bridge Vale Road, moth- balled City Pump Station and Parking lot.
1. Post-Construction Photographs. Provide same coverage as required in the pre-construction photographs. Arrange a meeting time with Owner and Engineer, 2 working days prior to taking photographs, to allow Owner and Engineer the opportunity to accompany Contractor on the post- construction photograph session. Submit final photographs as part of close-out submittals specified in Section 01 70 00.
2. Progress Photographs. Provide photographs of the progress of the Work, to be provided to the Owner throughout progress of the Work. Progress photographs shall be taken at a minimum, on a weekly basis. Photo- graphs shall be taken at a minimum:
a. At utility appurtenant features, such as tie-in points, fittings, man- holes, inlet/outlet, vaults, diversion structures, trash unit, genera- tor, and all items of Work;
b. Existing facilities to remain.
c. Staging and construction haul routes.
3.7 PROJECT ENVIRONMENTAL REQUIREMENTS
A. Contractor shall comply with applicable requirements contained in the Project Mitigated Negative Declaration (MND), and associated mitigation monitoring pro- gram (MMRP). A copy of the MMRP is incorporated into these Contract Docu- ments, and is attached at the end of this Section. The following mitigation measures shall be implemented during construction:
1. Mitigation Measure AQ‐1 – Implement Construction Management Plan
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2. Mitigation Measure AQ‐2 – Implement Construction Equipment Specifica- tions
3. Mitigation Measure BIO‐1 – Implement San Joaquin Kit Fox Protection Measures
4. Mitigation Measure CR‐1 – Implement Cultural Resources Construction Monitoring
5. Mitigation Measure N‐1 – Implement Construction Noise Mitigation B. The MMRP requires certain monitoring and mitigation measures to be imple- mented by the City, the City’s environmental and biological consultants, and the Contractor. Contractor shall cooperate and coordinate with the City and City’s environmental specialists at all times as part of the Work, at no additional cost to the City.
1. Where unavoidable delay claims or changes to the Work arise out of this MMRP, Contractor’s attention is directed to the General Conditions, Sec- tion G8.11 .
C. Applicable MMRP requirements to the Contractor shall be incorporated into Con- tractor’s Work Plan, as specified in City Special Provisions 01011, Summary of Work. Where specific equipment measures are required, such as related to ve- hicle emissions, vehicle engine maintenance and related items, Contractor shall submit appropriate certificates, test reports, registration and documentation of meeting such requirements, particularly AQ-1, AQ-2.
D. AQ-1: AIR QUALITY MITIGATION MEASURES
1. Heavy‐duty diesel vehicles shall be required to have 2010 or newer mod- el year engines, in compliance with the California Air Resources Board’s Truck and Bus Regulation, and shall not be staged within 500 feet of oc- cupied residences; and
2. Construction equipment and heavy‐duty diesel trucks idling shall be avoided, where feasible, and if idling is necessary, it shall not exceed five minutes.
E. AQ-2: AIR QUALITY MITIGATION MEASURES
1. All construction equipment be maintained and properly tuned in accord- ance with manufacturer’s specifications and shall be checked by a certi- fied visible emissions evaluator. All non‐road diesel construction equip- ment shall, at a minimum, meet Tier 3 emission standards listed in the Code of Federal Regulations Title 40, Part 89, Subpart B, §89.112. Fur- ther, where feasible, construction equipment shall include the use of al- ternative fuels such as compressed natural gas, propane, electricity or bi- odiesel
F. BIO-1: SAN JOAQUIN KIT FOX
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1. The U.S. Fish and Wildlife Service Standardized Recommendations for Protection of the San Joaquin Kit Fox Prior to or During Ground Disturb- ance (USFWS 2011) shall be implemented prior to initiation of and during any construction activity on the project site to avoid unintended take of in- dividual San Joaquin kit foxes. Preconstruction/pre-activity surveys for San Joaquin kit fox shall be conducted no less than 30 days prior to the beginning of ground disturbance and/or construction activities or any pro- ject activity that may impact San Joaquin kit fox. The surveys shall in- clude all work areas and a minimum 200-foot buffer of the project site.
The preconstruction surveys shall identify kit fox habitat features on the project site, evaluate use by kit fox and, if possible, assess the potential impacts of the proposed activity. The status of all dens shall be deter- mined and mapped.
2. If a natal/pupping den is discovered within the project area or within 200 feet of the project boundary, the City of Hollister shall consult with the California Department of Fish and Wildlife and U.S. Fish and Wildlife Ser- vice to establish an appropriate avoidance buffer. The avoidance buffer shall be maintained until such time as the burrow is no longer active and/or an incidental take permit is determined to be required and is ob- tained
3. Project‐related vehicles shall observe a 20‐mph speed limit in all project areas; this is particularly important at night when kit foxes are most active.
To the extent possible, night‐time construction shall be minimized.
Off‐road traffic outside of designated project area shall be prohibited.
4. To prevent inadvertent entrapment of kit foxes or other animals during the construction phase of the project, all excavated, steep‐walled holes or trenches more than two feet deep shall be covered at the close of each working day by plywood or similar materials, or provided with one or more escape ramps constructed of earth fill or wooden planks. Before such holes or trenches are filled, they shall be thoroughly inspected for trapped animals. If at any time a trapped or injured kit fox is discovered, the pro- cedures under number 11 must be followed of the “U.S. Fish and Wildlife Service Standardized Recommendations for Protection of the San Joaquin Kit Fox Prior to or During Ground Disturbance (USFWS 2011)” Construction and Operational Requirements section.
5. Kit foxes are attracted to den‐like structures such as pipes and may enter stored pipe becoming trapped or injured. All construction pipes, culverts, or similar structures with a diameter of four inches or greater that are stored at a construction site for one or more overnight periods shall be thoroughly inspected for kit foxes before the pipe is subsequently buried, capped, or otherwise used or moved in any way. If a kit fox is discovered inside a pipe, that section of pipe shall not be moved until the U.S. Fish and Wildlife Service has been consulted. If necessary, and under the di- rect supervision of the biologist, the pipe may be moved once to remove it from the path of construction activity, until the fox has escaped.
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6. All food‐related trash items such as wrappers, cans, bottles, and food scraps shall be disposed of in closed containers and removed at least once a week from a construction or project site.
7. No firearms shall be allowed on the project site during construction activi- ties.
8. To prevent harassment, mortality of kit foxes or destruction of dens by dogs or cats, no pets shall be permitted on site during construction activi- ties.
9. Use of rodenticides and herbicides on the project site during construction shall be prohibited This is necessary to prevent primary or secondary poi- soning of kit foxes and the depletion of prey populations on which they depend. All uses of such compounds shall observe label and other re- strictions mandated by the U.S. Environmental Protection Agency, Cali- fornia Department of Food and Agriculture, and other State and Federal legislation, as well as additional project‐related restrictions deemed nec- essary by the U.S. Fish and Wildlife Service. If rodent control must be conducted, zinc phosphide shall be used because of proven lower risk to kit fox.
10. In the case of trapped animals, escape ramps or structures shall be in- stalled immediately to allow the animal(s) to escape.
11. Any contractor, employee, or agency personnel who inadvertently kills or injures a San Joaquin kit fox shall immediately report the incident to the City of Hollister, who will contact the CDFW and USFWS as needed.
12. The City of Hollister shall prepare and maintain for the record, weekly re- ports on construction monitoring activities.
G. BIO-2: BURROWING OWL
1. To avoid/minimize impacts to burrowing owls potentially occurring within the project site, the City of Hollister shall retain a biologist qualified in orni- thology to conduct surveys for burrowing owl. The approved biologist shall conduct a two‐visit (i.e. morning and evening) presence/absence survey at areas of suitable habitat on and adjacent to the project site boundary no less than 14 days prior to the start of construction or ground disturbance activities. Surveys shall be conducted according to methods described in the Burrowing Owl Survey Protocol and Mitigation Guidelines (California Burrowing Owl Consortium 1993) and the Staff Report on Bur- rowing Owl Mitigation (CDFW 2012). The City of Hollister shall retain the results of the survey, for the record.
2. Because burrowing owls occupy habitat year-round, seasonal no- disturbance buffers, as outlined in the Burrowing Owl Survey Protocol and Mitigation Guidelines (CBOC 1993) and the Staff Report on Burrowing
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Owl Mitigation (CDFW 2012), shall be in place around occupied habitat prior to and during any ground disturbance activities. The following table includes buffer areas based on the time of year and level of disturbance (CDFW 2012), unless a qualified biologist approved by the CDFW verifies through non-invasive measures that either: 1) birds have not begun egg laying and incubation; or 2) that juveniles from the occupied burrows are foraging independently and are capable of independent survival.
3. If burrowing owl is found and avoidance is not possible, burrow exclusion may be conducted by qualified biologists only during the non-breeding season, before breeding behavior is exhibited and after the burrow is con- firmed empty through non-invasive methods, such as surveillance. Occu- pied burrows shall be replaced with artificial burrows at a ratio of one col- lapsed burrow to one constructed artificial burrow (1:1). Evicted burrowing owls may attempt to colonize or re-colonize an area that would be im- pacted, thus ongoing surveillance during project activities shall be con- ducted at a rate sufficient to detect burrowing owls if they return.
4. If surveys locate occupied burrows in or near construction areas, consul- tation with the CDFW shall occur to interpret survey results and develop a project‐specific avoidance and minimization approach.
H. BIO-3: BATS
1. Approximately 14 days prior to tree removal or construction activities, a qualified biologist shall conduct a habitat assessment for bats and poten- tial roosting sites in trees to be removed, in trees within 50 feet of the de- velopment footprint, and within and surrounding any structures that may be disturbed by the project. These surveys shall include a visual inspec- tion of potential roosting features (bats need not be present) and a search for presence of guano within the project site, construction access routes, and 50 feet around these areas. Cavities, crevices, exfoliating bark, and bark fissures that could provide suitable potential nest or roost habitat for
Location Time of Year Level of Disturbance Buffers (meters) Low Med High
Nesting Sites April 1 – Aug 15 200 m Nesting Sites April 1 – Aug 15 Nesting Sites Aug 16 – Oct 15 200 m Nesting Sites Aug 16 – Oct 15 Nesting Sites Oct 16 – Mar 31 50 m Nesting Sites Oct 16 – Mar 31
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bats shall be surveyed. Assumptions can be made on what species is present due to observed visual characteristics along with habitat use, or the bats can be identified to the species level with the use of a bat echo- location detector such as an “Anabat” unit. Potential roosting features found during the survey shall be flagged or marked
2. If no roosting sites or bats are found, a letter report confirming absence shall be prepared and submitted to the City of Hollister and no further mit- igation is required. If bats or roosting sites are found, bats shall not be disturbed without specific notice to and consultation with CDFW.
3. If bats are found roosting outside of the nursery season (May 1 through October 1), CDFW shall be consulted prior to any eviction or other action.
If avoidance or postponement is not feasible, a Bat Eviction Plan will be submitted to CDFW for written approval prior to project implementation. A request to evict bats from a roost includes details for excluding bats from the roost site and monitoring to ensure that all bats have exited the roost prior to the start of activity and are unable to re-enter the roost until activi- ty is completed. Any bat eviction shall be timed to avoid lactation and young-rearing. If bats are found roosting during the nursery season, they shall be monitored to determine if the roost site is a maternal roost. This could occur by either visual inspection of the roost bat pups, if possible, or by monitoring the roost after the adults leave for the night to listen for bat pups. Because bat pups cannot leave the roost until they are mature enough, eviction of a maternal roost cannot occur during the nursery sea- son. Therefore, if a maternal roost is present, a 50-foot buffer zone (or dif- ferent size if determined in consultation with the CDFW) shall be estab- lished around the roosting site within which no construction activities in- cluding tree removal or structure disturbance shall occur until after the nursery season.
I. BIO-4: NESTING BIRDS
1. To avoid impacts to nesting birds during the nesting season (January 15 through September 15), to the extent feasible, construction activities that include any vegetation removal or ground disturbance (such as grading or grubbing) shall be conducted between September 16 and January 14, which is outside of the bird nesting season. If construction activities com- mence during the bird nesting season, then a qualified biologist shall conduct a pre‐construction survey for nesting birds to ensure that no nests would be disturbed during project construction.
2. If construction activities are scheduled during the nesting season (Febru- ary 15 to August 30 for small bird species such as passerines; January 15 to September 15 for owls; and February 15 to September 15 for other raptors), a qualified biologist retained by the City shall conduct nesting bird surveys. Two surveys for active nests of such birds shall occur within 10 days prior to start of construction, with the second survey conducted
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with 48 hours prior to start of construction. Appropriate minimum survey radius surrounding the work area is typically 250 feet for passerines, 500 feet for smaller raptors, and 1,000 feet for larger raptors. Surveys shall be conducted at the appropriate times of day to observe nesting activities.
3. If the qualified biologist documents active nests within the project site or in nearby surrounding areas, an appropriate buffer between each nest and active construction shall be established. The buffer shall be clearly marked and maintained until the young have fledged and are foraging in- dependently. Prior to construction, the qualified biologist shall conduct baseline monitoring of each nest to characterize “normal” bird behavior and establish a buffer distance, which allows the birds to exhibit normal behavior. The qualified biologist shall monitor the nesting birds daily dur- ing construction activities and increase the buffer if birds show signs of unusual or distressed behavior. If buffer establishment is not possible, the qualified retained by the City shall have the authority to cease all con- struction work in the area until the young have fledged and the nest is no longer active. This measure shall be implemented by the City of Hollister prior to start of construction activities.
J. CR-1 CULTURAL RESOURCES: CONSTRUCTION MONITORING
1. The City of Hollister will prepare a specific plan for Native American moni- toring of project construction activities. The specific plan shall include, but not be limited to, the following:
a. Consultation with the Amah Mutsun Tribal Band;
b. Cultural sensitivity training conducted by a qualified archaeologist or Native American monitor for all crews participating in soil- disturbing activities. New crew members will receive the training prior to beginning soil-disturbing activities;
c. Construction monitoring by a Native American monitor of the Amah Mutsun Tribal Band during all soil-disturbing activities within 400 feet of the San Benito River;
d. Construction monitoring by a California-trained archaeological monitor during all soil- disturbing activities;
e. Including the following language on all construction documents: If archaeological resources are discovered during construction, the County of San Benito requires that work be halted within 50 me- ters (165 feet) of the find until a qualified professional archaeolo- gist can evaluate it. If the find is determined to be significant, then appropriate mitigation measures will be formulated and imple- mented.
f. Including the following language on all construction documents:
“If archaeological resources are discovered during construction, the County of San Benito requires that work be halted within 50 meters (165 feet) of the find until a qualified professional archae- ologist can evaluate it. If the find is determined to be significant,
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then appropriate mitigation measures will be formulated and im- plemented.”
K. CR-2: CULTURAL RESOURCES: HUMAN REMAINS
1. Due to the possibility that human remains may be discovered during con- struction activities, the following language shall be included in all con- struction documents:
“If human remains are found during construction, there shall be no further excavation or disturbance of the site or any nearby area reasonably sus- pected to overlie adjacent human remains until the coroner is contacted to determine that no investigation of the cause of death is required.
If the coroner determines the remains to be Native American, then the coroner shall contact the Native American Heritage Commission within 24 hours. The Native American Heritage Commission shall identify the per- son or persons it believes to be the most likely descendent (MLD) from the deceased Native American. The MLD may then make recommenda- tions to the landowner or the person responsible for the excavation work, for means of treating or disposing of, with appropriate dignity, the human remains and associated grave goods as provided in Public Resources Code Section 5097.98.
The landowner or authorized representative will rebury the Native Ameri- can human remains and associated grave goods with appropriate dignity on the project site in a location not subject to further disturbance if: a) the Native American Heritage Commission is unable to identify a MLD or the MLD failed to make a recommendation within 48 hours after being notified by the commission; b) the descendent identified fails to make a recom- mendation; or c) the landowner or his authorized representative rejects the recommendation of the descendent, and the mediation by the Native American Heritage Commission fails to provide measures acceptable to the landowner.
L. GEO-1: GEOLOGY AND SOILS
1. Due to the possibility that buried paleontological resources might be dis- covered during construction, the following language shall be included on all construction documents and on any permits issued for the project site, including, but not limited to, grading and building permits associated with the proposed project.
“If paleontological resources are unexpectedly discovered during con- struction, work shall be halted immediately within 50 meters (160 feet) of the find, and the Planning Department notified, until it can be evaluated by a qualified professional paleontologist. If the find is determined to be significant, an appropriate resource recovery shall be formulated, with the concurrence of the City of Hollister, and implemented.”
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M. N-1: NOISE MITIGATION MEASURES
1. Construction activities shall be limited to the hours of 7:00 a.m. to 6:00 p.m., Monday through Friday, and 8:00 a.m. to 6:00 p.m. on Saturday.
Construction activities shall be prohibited on Sundays and federally rec- ognized holidays.
2. Locate construction equipment and equipment staging areas at the fur- thest distance possible from nearby noise‐sensitive land uses.
3. Construction equipment shall be properly maintained and equipped with noise‐reduction intake and exhaust mufflers and engine shrouds, in ac- cordance with manufacturers’ recommendations. Equipment engine shrouds should be closed during equipment operation.
4. When not in use, all construction equipment shall be turned off and shall not be allowed to idle.
5. A noise disturbance coordinator shall be designated by the City to handle complaints and the site shall be posted with a phone number and email address so that the nearby residents have a contact person in case of a noise problem.
END OF SECTION
(Attached: MMRP, 15 pages)
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SECTION 01 57 13
TEMPORARY EROSION AND SEDIMENT CONTROL
PART 1 GENERAL
1.01 Work of This Section
A. This section covers the work necessary for to stabilize the site soils to mitigate wind blown dust, prevent soil erosion and sediment discharges off-site during and after construction, demolition, and land disturbing work activities. The work shall include the furnishing of all labor, materials, tools, and equipment to perform the work and services necessary as specified in these Specifications and as indicated on the drawings. This shall include installation, maintenance, and final removal of all temporary soil erosion and sediment control measures.
B. The areas requiring soil erosion and sediment control measures are the areas involving earthwork as shown on the drawings, and the area where imported material is stockpiled. The right is reserved to modify the use, location, and quantities of soil erosion and sediment control measures based on activities of the Contractor and as the Engineer considers to be to the best interest of the Owner.
C. See additional information noted on the Drawings.
1.02 General
A. The Owner may assume the responsibilities of the Engineer.
B. The BMPs set forth in the referenced manuals, that apply to the work are listed in Table 1 furnished at the end of this section.
C. The table listings may not be all inclusive of the BMPs required for the work, especially under different seasons and weather conditions, and depending on the Contractor’s construction methods and operations.
D. The Contractor shall utilize all BMPs required to perform the work in accordance with these contract documents, the referenced manual, and all local, state and federal laws and regulations.
E. The Contractor shall be responsible for phasing work, as required by the SS-1 BMP, so that the soil erosion and sediment control facilities and practices are in place before the start of the work requiring those facilities and practices. This includes installation of all temporary BMPs required to comply with these specifications and BMP practices used during construction.
F. The areas set aside for the Contractor’s use during the project may be temporarily developed to provide satisfactory working, staging, equipment and material storage areas for Contractor’s exclusive use. Preparation of these areas
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shall be in accordance with other requirements contained within these specifications and shall be done in a manner to both control all soil erosion, sediment transport, wind blown dust and runoff that may migrate from the work site during the course of construction.
G. Contractor shall follow the WE-1 BMP practices to reduce dust during site grading and construction activities, and at any other time to minimize soil dust from being blown off the Site. The WE-1 BMP practices shall also be used by the contractor for controlling dust off-site on unpaved roadways used to access the site and for off-site material hauling. Contractor shall regularly sweep or vacuum paved roadways to mitigate dust, and to keep the roadways clean of construction materials and debris. Contractor shall employ these BMP practices as directed by the Engineer at any time during construction of the work to achieve the environmental goals and objectives intended by this specification section.
H. Contractor shall follow the WM-3 BMP for all temporary material stockpiles.
I. The Contractor shall establish a point of ingress and egress for the site and use that access point for all of its construction activities. Contractor shall construct a TC-1 stabilized entrance/exit at that location. Contractor shall remove this BMP at the completion of construction of the work, and re-establish the area to its original condition prior to the start of construction.
J. All non-salvageable material shall be handled on-site and disposed of off-site in accordance with the requirements of WM-5 BMP. This requirement also applies to material cleared and grubbed from the site in preparation for the site earthwork and grading, and excess excavated soil that is not to be stockpiled.
K. Contractor shall maintain the existing soil erosion and sediment control measures on the existing material stockpile, which involves maintenance of the fiber rolls on the side slopes and perimeter silt fence. Contractor’s maintenance activities shall include the application of two soil binder treatments to the surface of the stockpile as directed by the Engineer. The surface of the material stockpile up to 20 feet beyond the toe of the stockpile is to be treated with the soil binder in accordance with the SS-5 BMP to prevent wind blown erosion of the stockpiled soil. The second soil binder treatment shall be effective for a minimum period of four months after completion of construction.
L. Temporary sanitary facilities shall be maintained in accordance with the WM-9 BMP requirements.
M. If vehicles and/or equipment are to be washed on-site, the Contractor shall comply with the NS-8 BMP requirements.
N. If vehicles and/or equipment are to be fueled on-site, the Contractor shall comply with the NS-9 BMP requirements.
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O. If vehicles and/or equipment are to be maintained on-site, the Contractor shall comply with the NS-10 BMP requirements.
1.03 References
A. The following is a list of standards and references which may be used in this Section:
1. State of California Department of Transportation (Caltrans) Construction Site Best Management Practices (BMPs) Manual, latest edition;
2. Caltrans Standard Specifications, latest edition;
3. Caltrans Standard Special Provisions, latest edition;
4. Caltrans Standard Plans, latest edition;
5. In the event of a conflict, the more stringent requirement shall apply.
1.04 Submittals
A. Action Submittal: Contractor shall prepare a Soil Erosion and Sediment Control Plan (Plan) for the project that describes the Best Management Practices (BMPs) Contractor intends to utilize to mitigate soil erosion, wind blown dust and sediment impacts resulting from Contractor’s construction activities and methods.
The plan shall meet the requirements of the manual, and local and county Stormwater Pollution Prevention Program (SWPPP) requirements. Engineer will review and accept the plan. Submit plan in conjunction with work plan specified in City Special Provision 01017, Work Sequence and Constraints.
B. Submittal of the plan shall be made in accordance with City Special Provision 01300, Submittals.
PART 2 PRODUCTS (NOT USED)
PART 3 EXECUTION
3.01 Preparation
A. The Contractor shall prepare Soil Erosion and Sedimentation Control Plan for the project which shall be reviewed and accepted by Engineer before the start of construction of the work. Contractor shall submit the plan to local and county agencies that have jurisdiction over construction-related environmental activities and shall obtain their approval before the start of construction of the work.
B. Contractor shall keep a copy of the approved plan at the site.
C. Soil Erosion and Sedimentation Control activities to be performed by the Contractor shall consist of the at least the following components:
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1. Construction of new temporary storm drainage berms, channels and piping systems and other facilities, as necessary, to maintain existing site drainage patterns and to direct runoff to the adjacent roadways.
2. Construction of temporary soil erosion and sedimentation control facilities and use of procedures, as needed, to minimize windblown dust, off-site runoff to adjacent properties, and to mitigate the off-site discharge of sediment.
3. Maintenance of temporary storm drainage berms, channels and piping systems and facilities during construction, as necessary, or as directed by Engineer. This requirement includes the removal and disposal of accumulated sediment.
4. Removal of the temporary soil erosion and sedimentation control facilities and drainage facilities at the completion of construction of the work that are not to remain in place.
5. Construction and utilization of material and waste management practices during the construction of the work.
3.02 Installation
A. Contractor shall adhere to the plan at all times during construction of the work, and shall install and/or arrange for the BMPs required for each portion of the work and/or construction activity associated with the work prior to start of any portion of the work or construction activity.
B. Contractor shall not start any portion of the work, or construction activity until all required BMPs are in place to the satisfaction of the Engineer.
3.03 Maintenance
A. The Contractor shall maintain all elements of the Soil Erosion and Sedimentation Control systems for the duration of construction activities on the project. Formal inspections made jointly by the Contractor and the Engineer shall be conducted every week to evaluate the Contractor’s conformance to the requirements of both these specifications, and local, state and federal laws and regulations. Noted deficiencies shall be corrected by the Contractor within two days of notification by the Engineer, and as directed by the Engineer.
B. All silt traps and silt fences shall be cleaned of collected sediment after every storm or as determined from the weekly inspections. Cleaning shall be done in a manner that will not direct the sediment into the storm drain piping system.
Removed sediment shall be taken to an area selected by the Engineer where it can be allowed to dry before it is disposed of off-site. Contractor shall dispose of the dried sediment and debris in a lawful manner.
C. Replacement or repair of failed, damaged or overloaded temporary BMPs shall be accomplished by the Contractor within two days after receiving written notice from the Engineer.
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D. If the Contractor has not complied with any of the above maintenance efforts to the satisfaction of the Engineer within two working days after receiving written notification from the Engineer, the Owner shall have the prerogative of engaging others to perform, or performing itself, any needed maintenance, cleanup or corrective measures, including removal of accumulated sediment at constructed erosion control facilities, and deduct from the Contractor’s monthly partial payment the costs for such efforts plus the Owner’s costs to administer the work.
E. Unpaved earth drainage ditches shall be regraded and cleaned as needed to maintain original grade and drainage pattern, and to remove sediment buildup. If a ditch becomes difficult to maintain, the Contractor shall cooperate with the Engineer and install additional erosion control BMPs to solve the problem to the satisfaction of the Engineer.
Table 1
Designation BMP Name Usage
SS-1 Scheduling BMP and Construction Planning
SS-2 Preservation of Existing
Vegetation Soil Stabilization and Sediment Control
SS-7 Geotextiles, Plastic Covers, &
Erosion Control Blankets/Mats Soil Stabilization and Wind Erosion Control SS-9 Earth Dikes/Drainage Swales &
Lined Ditches Runoff Protection and Soil Stabilization
SC-1 Silt Fence Sediment Control
SC-3 Sediment Trap Sediment Control
SC-5 Fiber Rolls Soil Stabilization and Sediment Control SC-6 Gravel Bag Berm Sediment Control
SC-7 Street Sweeping and
Vacuuming Soil Stabilization, and Sediment and Tracking Control SC-8 Sandbag Barrier Sediment Control
SC-9 Straw Bale Barrier Sediment Control
SC-10 Storm Drain Inlet Protection Sediment Control
WE-1 Wind Erosion Control Soil Stabilization, and Sediment and Wind Erosion Control
TC-1 Stabilized Construction
Entrance/Exit
Soil Stabilization, and Tracking and Wind Erosion
Control
TC-2 Stabilized Construction
roadway
Soil Stabilization, and Tracking and Wind Erosion
Control
WM-1 Material Delivery and Storage Materials Management NS-8 Vehicle and Equipment
Cleaning Non-Storm Water Management
NS-9 Vehicle and Equipment Fueling Non-Storm Water Management NS-10 Vehicle and Equipment
Maintenance Non-Storm Water Management
WM-3 Stockpile Management Soils Stabilization, Sediment Control and Materials Management
WM-4 Spill Prevention and Control Materials and Waste Management WM-5 Solid Waste Management Materials Management
WM-6 Hazardous Waste Management Materials Management
WM-9 Sanitary/Septic Waste
Management Materials and Waste Management
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Table 1
Designation BMP Name Usage
WM-10 Liquid Waste Management Materials and Waste Management Caltrans Strom Water Quality Handbooks, Construction Site Best Management Practices Manual March 1, 2003
END OF SECTION
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SECTION 01 60 00
PRODUCT REQUIREMENTS
PART 1 GENERAL
1.01 SUMMARY
A. This section provides the requirements for product substitution. The procedure for requesting substitution approval applies to products defined in the Contract Documents by reference to one or more of the following:
1. Name of manufacturer
2. Name of vendor
3. Trade name
4. Catalog number
B. Requests for Substitution - General:
1. See Sections 33 44 00, Stormwater Utility Equipment, and 33 46 00 Oil and Stormwater Separators for substitution requirements for stormwater treatment equipment. Substitution request, if any, must be submitted a minimum of 10 working days prior bid date.
2. Base all bids on materials, equipment, and procedures specified.
3. Certain types of equipment and kinds of material are described in specifications by means of references to names of manufacturers and vendors, trade names, or catalog numbers. When this method of specifying is used, it is not intended to exclude from consideration other products bearing other manufacturer's or vendor's names, trade names, or catalog numbers, provided said products are capable of accomplishing the same tasks as the products specifically indicated.
4. Other types of equipment and kinds of material may be acceptable.
QUALITY ASSURANCE
C. In making request for substitution or in using an approved product, Contractor represents:
1. He has investigated proposed product and has determined that it is equal or superior in all respects to that specified, and that it will perform function for which it is intended.
2. He will provide same guarantee for substitute item as for product specified.
3. He will coordinate installation of accepted substitution into work, to include building modifications if necessary, making such changes as may be required for work to be complete in all respects.
4. He waives all claims for additional costs related to substitution which subsequently arise.
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1.02 DEFINITIONS
A. Product: Manufactured material or equipment.
1.03 PROCEDURE FOR REQUESTING SUBSTITUTION
A. Considered after award of Contract.
B. Written requests through Contractor only.
C. Transmittal Mechanics:
1. Follow the transmittal mechanics prescribed for shop drawings in Special Provisions, Division 1, Section 01300 Submittals. Describe the deviation and justifications on the transmittal form. Include in the transmittal letter, either directly or as a clearly marked attachment, the items listed in paragraph D below.
D. Transmittal Contents:
1. Product identification:
a. Manufacturer's name.
b. Telephone number and representative contact name.
c. Specification section or drawing reference of originally specified product, including discrete name or tag number assigned to original product in the Contract Documents.
2. Manufacturer's literature clearly marked to show compliance of proposed product with Contract Documents.
3. Itemized comparison of original and proposed product addressing product characteristics including but not necessarily limited to:
a. Size.
b. Composition or materials of construction.
c. Weight.
d. Electrical or mechanical requirements.
4. Product experience:
a. Location of past projects utilizing product.
b. Name and telephone number of persons associated with referenced projects knowledgeable concerning proposed product. c. Available field data and reports associated with proposed product.
5. Data relating to changes in construction schedule.
6. Data relating to changes in cost.
7. Samples:
a. At request of Engineer.
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b. Full size if requested by Engineer.
c. Held until substantial completion.
d. Engineer not responsible for loss or damage to samples.
1.04 APPROVAL OR REJECTION
A. Written approval or rejection of substitution given by the Engineer.
B. Engineer reserves the right to require proposed product to comply with color and pattern of specified product if necessary to secure design intent.
C. In event substitution results in a change of Contract price or time, provisions in Special Provisions-General Conditions will be applied for adjustment.
D. Substitutions will be rejected if:
1. Submittal is not through the Contractor with Contractor’s approval.
2. Requests are not made in accordance with this Section.
3. In the Engineer's opinion, acceptance will require substantial revision of the original design.
4. In the Engineer's opinion, substitution is not equal to original product specified or will not perform adequately the function for which it was intended.
PART 2 PRODUCTS
Not Used.
PART 3 EXECUTION
Not Used.
END OF SECTION
WG 1011-0003-41 EXECUTION AND CLOSEOUT REQUIREMENTS October 2024 City of Hollister IWTP/Bridge Rd
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SECTION 01 70 00
EXECUTION AND CLOSEOUT REQUIREMENTS
PART 1 GENERAL
1.01 REQUIREMENTS INCLUDED
A. Closeout Procedures.
B. Project Record Documents.
C. Operation and Maintenance Data.
D. Guaranties, Warranties and Bonds.
E. Spare Parts and Maintenance Materials.
F. Certification of Recycled Content.
G. Waste Management Report.
1.02 CLOSEOUT PROCEDURES
A. Comply with procedures in General Conditions Section 5, Articles G5.09 and G5.14, for inspection and acceptance of the Work, payment, and retention procedures.
B. A single closeout (and substantial completion) will be conducted simultaneously for both Projects CIP NO. 2401 and 2402, at the same time.
C. When Contractor considers Work has reached substantial completion, submit written certification that Work is ready for inspection.
1.03 INSPECTION PROCEDURES
A. When each phase is in the opinion of the contractor, substantially complete, the Contractor shall call for a punch list inspection.
B. Inspection Procedures: On receipt of a written request for inspection, the Owner’s Representative will schedule the inspection. If in the judgment of the Owner’s Representatives the project is not substantially complete, the Owner’s Representative will so advise the Contractor and discontinue the inspection.
1. The Owner’s Representative will repeat inspection when requested and assured that the work has been completed.
2. Results of the completed inspection will form the basis of requirements for final acceptance of the Work.
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C. Final cleaning shall be completed prior to Owner’s inspection and acceptance. Refer to General Conditions Section 4, Article G4.14
1.04 PROJECT RECORD DOCUMENTS
A. Maintain, on current basis, record drawings showing field installed conditions of project; subject to monthly review by Owner Representative. The Owner will furnish one 24”x 36” bond set and pdf plans to Contractor, who shall transfer installed locations to the bond copy of the plans and submit prints for review by the Owner. Upon receipt of plans, identify each of the documents with a title “RECORD DOCUMENTS-JOB SET”.
Accuracy of records shall be such that future search for items shown in the Contract Documents may reasonably rely on information obtained from the accepted record documents. Monthly pay estimates will not be processed without review and approval of record drawings by the Owner. Written confirmation that the as-builts have been properly updated shall be submitted with each pay application request. Final Acceptance of Work will not take place until record drawings are turned over to the Owner’s Representative.
B. Store Project record documents separate from those used for construction. Protect from deterioration and loss in a secure, fire-resistive location; provide access to the Owner’s Representatives during normal working hours. In the event of loss of recorded data, use means necessary to again secure the data to the Owner’s acceptance; such means shall include, if necessary, in the opinion of the Owner, removal and replacement of concealing materials and in such case, replacements shall be to the standards originally specified.
C. Before commencing backfilling of utilities or any other underground pipes, ducts, conduits, or structures, take photographs showing relationship of below ground utilities to structure(s) or other physical reference point. Photos are to be in compliance with Section 01 35 00, Special Project Procedures, categorized by locations and indicating utilities and progress of Work, as specified. Provide photo(s) of all connections, crossings, stubs, or other critical points. If the Contractor neglects to take such photographs, Contractor shall uncover, at the Contractor’s expense, the area(s) so neglected in order to provide the requisite photos.
D. Record Drawings: Maintain a clean, undamaged set of 24”x36” paper Contract Drawings and Shop Drawings. Mark the set to show the actual installation where the installation varies from the Work as originally shown. Mark whichever drawing is most capable of showing conditions fully and accurately. At time of installation, installed locations of work relating to aboveground and underground utilities, architectural, structural, heating, ventilation, air conditioning, plumbing, electrical, and other scopes of work as may be required, shall be recorded on sepia mylar prints by Contractor, and reviewed with Owner Inspector. Timing of entries shall be within 24 hours after receipt of information. Do not conceal work until required information is recorded.
1. Information entered on paper or PDF documents shall be neat, legible, and emphasized by drawing "clouds" around changed items. Mark paper record sets with red erasable pencil; use other colors to distinguish between variations in separate categories of the work. Date entries.
2. Mark new information that is important to the Owner, but was not shown on Contract Drawings or Shop Drawings.
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3. At a minimum, the following information shall be inserted and dimensioned on record documents where applicable:
a. The exact horizontal and vertical location of all installations in their finished condition, including all electrical, plumbing and mechanical installations;
b. All changes in construction, materials and installed equipment; c. Adequate dimensional data, both horizontal and vertical, to allow location of covered installations;
d. The identification of changes authorized by Change Order and the number of that Change Order;
e. All Requests for information and the number of that Request for Information;
f. All Field Clarifications and the number of that Field Clarification; g. All the Architect’s Supplemental Instruction/Architect’s Field Memos and the number of that Architect’s Supplemental Instruction/Architect’s Field Memos where applicable.
4. Design of future modifications of the facility may require accurate information as to the final physical arrangement of items and location of utilities which are shown only schematically on the Drawings. Convert schematic layouts as follows:
a. Show on the job set of record Drawings, by dimension accurate to within one inch, the centerline of each run of items such as described in the description above. Clearly identify the item by accurate note such as “cast-iron drain”, “galvanized water pipe”, etc. Show, by symbol or note, the vertical location of the item (“under slab”, “in ceiling plenum”, “exposed”, etc.). Make identification sufficiently descriptive that it may be related reliably to the Specifications.
b. The Owner may waive the requirements for conversion of schematic layouts here, if in the Owner’s judgment as advised by the Owner’s Representatives, such conversion serves no beneficial purpose.
However, do not rely upon waivers being issued except as specifically issued in writing by the Owner.
5. Symbols and designations used in preparing record drawings shall match those used in Contract Drawings.
6. Locate and dimension work, including stubs for future connections, with reference to permanent landmarks or buildings and indicate approximate depth below finish grade.
E. Prior to final Acceptance of Work, submit Project record documents with transmittal letter containing date, Project title, Contractor's name and address, list of documents and signature of Contractor.
F. The contractor shall have no responsibility for recording changes in the work subsequent to acceptance of the Work by the Owner, except for changes resulting from replacements, repairs, and alterations made by the Contractor as a part of their guarantee. No changes will be allowed without approval of the Owner.
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1.05 OPERATION AND MAINTENANCE DATA
A. Provide data for Sections as required by the Contract Documents.
B. Preparation of data shall be by personnel:
1. Trained and experienced in maintenance and operation of described products.
2. Familiar with requirements of this Section.
3. Skilled as technical writer to the extent required to communicate essential data.
4. Skilled as draftsperson competent to prepare required drawings.
C. Submit 3 sets of operating/maintenance manuals prior to Final Acceptance of Work, bound in 8-1/2” x 11”, three ring side binders with durable plastic covers; with identification on, or readable through, front cover stating general nature of manual.
D. Provide Operations and Maintenance data in a portable electronic document (PDF), or similar. Provide a compact disc (CD) , including the electronic copy.
E. Provide separate volume for each system, with table of contents and index tabs for each volume; all material neatly typewritten; each volume containing:
1. Part 1: Directory, listing names, addresses and telephone numbers of Architect, Owner Inspector and Contractor; and index furnishing complete information as to location in manual of emergency data regarding installation.
2. Part 2: Operation and maintenance instructions, arranged by system. For each system, give names, addresses and telephone numbers of subcontractors and suppliers; and include the following:
a. Appropriate design criteria.
b. List of equipment.
c. Parts list; including complete nomenclature, current costs, and names and address of nearest vendor of parts.
d. Detailed operating instructions in a logical sequence for each procedure.
Include proper procedures in event of failure.
e. Maintenance instructions, equipment, including routine maintenance cards with time frequency of routine maintenance noted. f. Maintenance instructions, finishes. Provide manufacturer’s recommendation for types of cleaning agents and methods, cautions against agents and methods that are detrimental to the product and a recommended schedule for cleaning and maintenance.
g. Copy of each Material Safety Data Sheet (MSDS) received with products or materials delivered to the site for incorporation into the Project, for Owner future reference.
h. Shop drawings and product data, including changes made during construction. Illustrate relations of component parts of equipment and systems and control and flow diagrams.
i. Copies of Guaranties/Warranties. Note instances that might affect validity of warranties or bonds.
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F. Instruction Manuals shall comply with the requirements of other Sections, and the following:
1. The manufacturer's instruction or O&M manuals required by these Specifications shall be specific to this project and to the equipment being furnished.
2. It is the intent that the instruction manuals be a complete document on the respective equipment item(s), independent of any separate shop drawing submittals, for the information and use by operation and maintenance personnel. As such, the manuals shall contain at a minimum, all approved shop drawing data necessary to describe the respective equipment and conform to the requirements of these Contract Documents, wiring diagrams and detailed circuit operation description; and performance curves and data.
3. The index furnished for each manual shall address all of the content categories to facilitate their being located by the reader. Categories which are considered to be not applicable or not required shall be identified as such in the index.
4. For each class of equipment or machinery identify the name, address and telephone number of the manufacturer, supplier and closest authorized service organization or company. Include this information at the beginning of each respective equipment manual.
G. Extraneous Data: Where contents of manuals include manufacturers' catalog pages, clearly indicate precise items included in this installation and delete, or otherwise clearly indicate, manufacturer's data with which this installation is not concerned.
Include catalog number, size and composition, color and texture designations and information required for re-ordering special manufactured products.
H. Review contents of manual with Owner representative in full detail to explain all aspects of operations and maintenance in addition to demonstration and training requirements per Section 01 75 00, Starting and Adjusting.
I. Final Acceptance of the Work will not take place until operation/maintenance manuals are delivered to the Owner Representative as required by Section 01100.
1.06 GUARANTIES, WARRANTIES AND BONDS
A. Standard Guaranty: Guarantee Work executed under this Contract to be free of defects of workmanship and materials for a period of one year after completion and acceptance by the Owner. Refer to General Conditions Section 00700 of the Contract for Construction, Paragraph 3.5. Submittal not required for standard one year guaranty for Work of this project.
B. Additional Guaranties/Warranties: Provide additional guaranties/warranties (in excess of one year) where specifically required by pertinent Specification Sections.
1. Provide duplicate, notarized copies. Execute Contractor's submittals and assemble documents executed by subcontractors, suppliers and manufacturers. Provide table of contents and assemble in binder with durable plastic cover.
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C. Submit guaranties/warranties prior to final payment.
1. For equipment put into use with Owner's permission during construction, submit guaranties/warranties within 10 days after first operation.
2. For items of work delayed beyond date of substantial completion, provide updated guaranty/warranty submittal within 10 days after acceptance, listing date of acceptance as start of guaranty/warranty period.
1.07 SPARE PARTS AND MAINTENANCE MATERIALS
A. Provide products, spare parts, and maintenance materials in quantities specified in each Section, in addition to that used for construction of work. Coordinate with Owner’s Representative and deliver to Project site. Provide with a detailed transmittal and obtain receipt prior to Final Acceptance of Work.
1.08 DISPOSAL REPORT
A. Upon completion of Work, and prior to final payment, submit a Disposal Report. If using certified hauler and facility, submit copies of all receipts. If using other than certified facility, summarize the waste generated, sent to landfill, reused, and recycled which is attributed to Work of this Project, including copies of all receipts.
B. Final payment will not be made until the Disposal Report is received and approved by the Owner.
1.09 FINAL ACCEPTANCE
A. Preliminary Procedures: Before requesting certification of final Acceptance of the Work, complete the following:
1. Submit a certified copy of the Owner Representative’s list of items to be completed or corrected, stating that each item has been completed or otherwise resolved for acceptance for final inspection.
B. Final Inspection: The Owner’s Representative will re-inspect the work upon receipt of notice that the work, including inspection list items from earlier inspections, “(punch- list)”, has been completed, except items whose completion has been delayed because of circumstances acceptable to the Owner.
1. Upon completion of final inspection, the Owner’s Representative will prepare and submit to the Owner, a certificate of final acceptance, or advise the Contractor of work that is incomplete or of obligations that have not been fulfilled but are required for final acceptance.
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2. If after the inspection, the Owner determines that the Work is complete, the Owner will accept the Work per General Conditions of the Contract for Construction, Exhibit 8
END OF SECTION
WG 1011-0003-41 PROTECTION OF ADJACENT CONSTRUCTION October 2024 City of Hollister IWTP/Bridge Rd
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SECTION 01 71 33
PROTECTION OF ADJACENT CONSTRUCTION
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. Protection of improvements
2. Utility potholing
3. Existing utilities
4. Work within Public right of ways
5. Protection of existing pavement
6. Protection of existing hardscape
7. Excavation notification.
1.02 SUBMITTALS
A. Potholing Report
PART 2 PRODUCTS
Not Used
PART 3 EXECUTION
3.01 The contractor shall protect all existing utilities and improvements not designated for removal and shall restore damaged or temporarily relocated utilities and improvements, immediately, to a condition equal to or better than they were prior to such damage or temporary relocation, all in accordance with requirements of the contract documents.
3.02 The contractor shall protect all private and public property from damage due to its activities. If any damage does occur to public or private property as a result of the contractor’s operation, the contractor shall be responsible for the repair of the property.
3.03 POTHOLING
A. Designated Pothole Locations: The plans indicate locations where potholing is required. For all such designated locations, the Contractor shall perform the potholing and submit a written report at least five (5) working days prior to performing any work or ordering materials for the related underground facilities.
The written report shall be signed by a licensed surveyor or engineer and shall include the following information:
1. Size, type, and material of the facility exposed.
2. Accurate horizontal location, determined by survey.
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3. Accurate vertical location, determined by survey. The vertical location shall be the top of pipe, flow line, or bottom of the pipe, as shown on the plans, or if not designated, whichever is the critical location for the proposed crossing of connection.
B. Non-designated Potholing: The Contractor shall perform exploratory excavations sufficiently ahead of construction for all known crossings, either shown on the plans, or marked on the pavement, so as to identify any unforeseen conflicts with the proposed construction a sufficient time in advance of construction to avoid possible delays to the Contractor's works. The number of exploratory excavations required shall be that number which is sufficient to determine the alignment and grade of the utility. The cost of non-designated potholing shall be considered appurtenant to the bid items requiring such excavation. There will be no separate payment for non-designated potholing.
3.04 EXISTING UTILITIES, WATER, SEWER AND DRAINAGE
A. General: The Contractor shall protect all above ground and underground utility, water, sewer and drainage improvements that may be impaired during construction operations.
B. Locations shown: The known existing buried utilities and pipelines are shown on the Drawings in their approximate location, and also may be marked in the field by the utility representatives. The Contractor shall exercise reasonable care in avoiding damage to all utilities, and be held responsible for their repair if buried facilities so located are damaged.
C. Services Assumed: When underground distribution mains are shown on the plans or marked by the utility companies, the Contractor shall assume that every property parcel will be served by a service connection of each type of facility.
D. Work by Utilities: During the course of the Contract, work may be performed by the utility companies or by the City to inspect, operate, relocate, abandon or install facilities. The Contractor shall coordinate with the utility companies regarding such work. Such coordination shall be included within the Contract bid and there will be no separate payment therefore.
E. Right of Access: The right is reserved to the City and to the owners of public utilities and franchises to enter at any time upon any public street, alley, right -of- way, or easement for the purpose of making changes in their property made necessary by the work of this Contract.
F. Approval of Repairs: All repairs to a damaged utility or improvement are subject to inspection and approval by an authorized representative of the utility or improvement owner before being concealed by backfill or other work.
G. Maintaining Service: All pipelines, power, telephone, communication cable, gas, water, irrigation, sewer, and storm drain systems within the work area shall remain continuously in service during all the operations under the Contract, unless specifically shown otherwise in the Contract Documents, or unless other
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arrangements satisfactory to the Engineer are made (by the Contractor) with the owner of said system, including the City and City’s contracted Plant Operator for continued operation of the IWTP.
3.05 PROPERTY CORNER AND SURVEY MONUMENT RESTORATION
A. Re-establish any property corner markers or monuments disturbed by the Contractors activities. This work shall be performed by a person licensed to perform surveying in the State of California. Prepare and file for recordation the appropriate corner record or record of survey.
B. Property corner markers shall be assumed to exist at all intersections of property lines shown on the drawings.
3.06 RIGHTS-OF-WAY
A. The Contractor shall not perform work within the right of way of any agency without first obtaining an encroachment permit. The Contractor is responsible for the cost of obtaining and complying with encroachment permits.
3.07 CUTTING AND PATCHING
A. Employ skilled and experienced installer to perform cutting and patching.
B. Submit written request in advance of cutting or altering elements affecting:
1. Structural integrity of element.
2. Integrity of weather-exposed or moisture-resistant elements.
3. Efficiency, maintenance, or safety of element.
4. Visual qualities of sight exposed elements.
5. Work of City or separate contractor.
6. Existing lined pond embankments
C. Execute cutting, fitting, and patching, including excavation and fill, to complete Work, and to:
1. Fit the several parts together, to integrate with other Work.
2. Uncover Work to install or correct ill-timed Work.
3. Remove and replace defective and non-conforming Work.
4. Remove samples of installed Work for testing.
5. Provide openings in elements of Work for penetrations of mechanical and electrical Work.
D. Execute work by methods to avoid damage to other Work, and to provide proper surfaces to receive patching and finishing. Sawcut at neat, uniform right-angles to make a neat appearance of cut.
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E. Cut masonry and concrete materials using masonry saw or core drill.
F. Restore Work with new products in accordance with requirements of Contract Documents.
G. Fit Work tight to pipes, sleeves, ducts, conduit, and other penetrations through surfaces.
H. Maintain integrity of wall, ceiling, or floor construction; completely seal voids.
I. Refinish surfaces to match adjacent finishes. For continuous surfaces, refinish to nearest intersection; for assembly, refinish entire unit.
J. Identify hazardous substances or conditions exposed during the Work to Engineer for decision or remedy.
3.08 RESTORATION OF PAVEMENT
A. General: All paved areas cut or damaged during construction shall be replaced with similar materials and of equal thickness to match the existing adjacent undisturbed areas, except where specific resurfacing requirements have been called for in the Contract Documents.
B. Pavement repair shall be in accordance with City of Hollister Standard Specifications.
C. All temporary and permanent pavement shall conform to the requirements of the affected pavement owner. All pavements that are subject to partial removal shall be neatly saw cut in straight lines.
D. Pavement markers and markings: The Contractor shall replace all pavement markings and markers that are removed or disturbed by construction activities.
Pavement markings and markers shall be in accordance with City requirements.
3.09 EXISTING HARDSCAPE
A. General: All concrete or other hardscape areas cut or damaged during construction shall be replaced with similar materials and of equal material and quality to match the existing adjacent undisturbed areas, except where specific resurfacing requirements have been called for in the Contract Documents. All such repairs and replacements shall conform to the requirements of the affected hardscape owner.
B. Partial removal: All concrete that is subject to partial removal shall be neatly saw cut in straight lines. The saw cut lines shall be extended to align with existing score lines or similar feature so as to provide a uniform appearance.
3.010 EXCAVATION NOTIFICATION
A. Notify Prior to Excavation: Prior to any excavation the Contractor shall notify the respective authorities representing the owners or agencies responsible for such
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facilities not less than 3 days nor more than 7 days prior to excavation so that a representative of said owners or agencies can be present during such work if they so desire.
B. Call USA: The Contractor shall also notify Underground Service Alert (USA) North at 811 at least 2 working days, but no more than 14 calendar days, prior to such excavation. If a utility owner is not equipped to locate its utility, the Contractor shall locate it.
END OF SECTION
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SECTION 01 75 00
STARTING AND ADJUSTING
PART 1 GENERAL
1.01 SUMMARY
A. Section Includes:
1. Procedures and actions required of the Contractor, which are necessary to achieve and demonstrate Substantial Completion.
2. Requirements for Substantial Completion Submittals.
3. Requirements for Training.
B. DEFINITIONS
1. 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. PCS, as defined herein, includes the ponds, associated appurtenances and new piping and weirs, diversion structures, trash screening equipment, pumping station, controls, meter, valves, electrical service/generator and other equipment. a. Pre-Demonstration Period: The period of time, of unspecified duration after initial construction and installation activities during which the Contractor performs in the following sequence;
1) Reviews and approves installation of the Work to ensure the Project has reached a state of Substantial Completion.
2) Equipment startup.
3) Personnel training.
2. Demonstration Period: A period of time, of specified duration, following the Pre- Demonstration Period, during which the Contractor initiates flow through the facility and starts up and operates the facility, 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.
3. Substantial Completion: The time at which the Work has progressed to the point where it is sufficiently complete and operational for the purposes intended, in accordance with the Contract Documents as evidenced by the Notice of Completion.
C. SUBMITTALS
1. Submit in the chronological order listed below prior to the completion of the Pre- Demonstration Period.
a. Operational Demonstration and System Validation Tests as follows:
1) At least 21 calendar days before the first operational demonstration and system validation test is to be performed, submit a detailed and comprehensive procedure plan for
performance of the operational demonstration and system validation test required. Identical equipment items may be
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covered under one plan. Include an estimated date and duration for the procedure and the personnel required.
2) System Validation Test. The procedure plan shall describe and itemize the system including associated electrical equipment and related systems, and shall include evidence of an organized step-by-step procedure properly coordinating the efforts of the various trades and manufacturers' representatives involved and of the operations of the facilities. Procedures shall include an estimated duration and date for the procedures and the
personnel required.
3) Procedure Plan Information. In addition to the information specified above, each procedure plan shall include the following information, as applicable.
a) Description of temporary procedure facilities, including drawings and sketches as required to fully illustrate the facilities.
b) List of test materials and estimated quantities.
c) List of instruments, measuring and recording devices, and other test equipment, whether a part of the plant or furnished separately for temporary use.
d) Names of supervising and inspecting manufacturers.
e) Complete listing of all functional parameters to be
observed and recorded.
f) Recording intervals.
4) Records Materials. Submit samples of the forms, charts, and other materials to be used in recording demonstration and validation test results.
5) Results. Within 10 calendar days after completion of each procedure plan submit 1 PDF electronic copy plus 3 copies of all recordings and results of all operational demonstrations and system validation tests.
2. Submit operation and maintenance training schedule, for approval by Owner:
a. Submit 14 calendar days (minimum) prior to first training session for Owner's personnel.
b. Schedule to include:
1) Target date and time for Owner witnessing of the system initial startup, for the various components.
2) Target date and time for Operation and Maintenance training. 3) Target date for initiation of Demonstration Period.
c. Include holidays observed by Owner.
d. Schedule to be resubmitted until approved.
3. Substantial Completion Submittal:
a. File Contractor's Notice of Substantial Completion and Request for Inspection.
b. Approved Operation and Maintenance manual received by Engineer minimum 1 week prior to scheduled training.
c. Written request for Owner to witness pre-demonstration startup.
Request to be received by Owner minimum 1 week before scheduled training of Owner's personnel on that system.
d. Equipment installation and pre-demonstration startup certifications.
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e. Letter verifying completion of all pre-demonstration startup activities including receipt of all specified items from manufacturers or suppliers as final item prior to initiation of Demonstration Period.
D. COST OF STARTUP
1. Contractor to pay all costs associated with Facility startup.
PART 2 PRODUCTS – (NOT USED)
PART 3 EXECUTION
3.01 GENERAL
A. Facility Startup Divided into Two Periods:
1. Pre-Demonstration Period including:
a. Completion of construction work to bring Project to a state of Substantial Completion.
b. Startup 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 facilities.
B. PRE-DEMONSTRATION PERIOD
1. Completion of Construction Work:
a. Complete the Work to bring the Project to a state of substantial completion.
2. Equipment Startup:
a. Requirements for individual items of equipment are included in Equipment O&M Manuals.
b. Prepare the equipment so it will operate properly and safely and be ready to demonstrate functional integrity during the Demonstration Period.
c. Procedures include but are not necessarily limited to the following:
1) Test or check and correct deficiencies of:
2) Power, control, and monitoring circuits for continuity prior to connection to power source.
3) Voltage of all circuits.
4) Phase sequence.
5) Cleanliness of connecting piping systems.
6) Alignment of connected machinery.
7) Pressure of all closed systems.
8) Lubrication.
9) Valve orientation and position status for manual operating mode. 10) Instrumentation and control signal generation, transmission, reception, and response. Coordinate with Owner for Owner- provided alarm and controls integration.
11) Tagging and identification systems.
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d. All equipment: Check for proper connections, alignment, calibration and adjustment.
e. Calibrate all safety equipment.
f. Manually rotate or move moving parts to assure freedom of movement. g. "Bump" start electric motors to verify proper rotation. h. Perform other tests, checks, and activities required to make the equipment ready for Demonstration Period.
i. Documentation:
1) Prepare a log showing each equipment item subject to this paragraph and listing what is to be accomplished during Equipment Startup. Provide a place for the Contractor to record date and person accomplishing required work. Submit
completed document before requesting inspection for Substantial Completion certification.
j. Obtain certifications, without restrictions or qualifications, and deliver to Engineer:
k. Manufacturer's equipment installation check letters. l. Instrumentation Supplier's Instrumentation Installation Certificate. m. Personnel Training:
1) See individual equipment specification sections.
2) Conduct all personnel training after completion of Equipment Startup for the equipment for which training is being conducted. 3) Personnel training on individual equipment or systems will not be considered completed unless:
a) All pretraining deliverables are received and approved before commencement of training on the individual
equipment or system.
b) No system malfunctions occur during training.
c) All provisions of field and classroom training
specifications are met.
4) Training not in compliance with the above will be performed again in its entirety by the manufacturer at no additional cost to owner.
3. Field training requirements:
a. Hold training on-site.
b. Notify each manufacturer specified for on-site training that the Owner reserves the right to video record any or all training sessions. Organize each training session in a format compatible with video recording. c. Training instructor: Factory trained and experienced with giving both classroom and "hands-on" instructions on the specific equipment installed.
d. Training instructors: Be on time. Session beginning and ending times to be coordinated with the Owner and indicated on the schedule. e. Provide sufficient instruction materials, samples, and handouts for those in attendance.
f. Instructors to have a typed agenda and well prepared instructional material. Deliver agendas to the Owner a minimum of 7 days prior to the classroom training. Provide equipment required for presentation of films, slides, and other visual aids.
1) In the on-site training sessions, cover the information required in the Operation and Maintenance manuals and as follows:
a) Operation of equipment.
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b) Lubrication of equipment.
c) Maintenance and repair of equipment.
d) Troubleshooting of equipment.
e) Preventive maintenance procedures.
f) Adjustments to equipment.
g) Inventory of spare parts.
h) Optimizing equipment performance.
i) Capabilities.
j) Operational safety.
k) Emergency situation response.
l) Takedown procedures (disassembly and assembly).
g. Maintain a log of training provided including: Instructors, topics, dates, time, and attendance.
4. Complete the filing of all required submittals:
a. Shop drawings.
b. Operation and Maintenance Manuals.
c. Training material.
5. Filing of Contractor's Notice of Substantial Completion and Request for Inspection of Project:
a. File the notice when the following have been completed:
b. Construction work (brought to state of Substantial Completion). c. Equipment Startup.
d. Personnel Training.
e. Submittal of required documents.
6. Engineer will review required submittals for completeness within 5 calendar days of Contractor's notice. If complete, Engineer will complete inspection of the work within 10 calendar days of Contractor's notice.
7. Engineer 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 Engineer'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 Owner 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.
3) Issued subject to completion or correction of items cited in the certificate (punch list).
4) Issued with responsibilities of owner and Contractor cited. 5) Executed by Engineer.
6) Accepted by Owner.
7) Accepted by Contractor.
d. Upon successful completion of Demonstration Period, Engineer will endorse certificate attesting to the successful demonstration, and citing
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the hour and date of the successful Demonstration Period of functional integrity as the effective date of Substantial Completion.
3.02 DEMONSTRATION PERIOD
A. General:
1. Demonstrate the functional integrity of the mechanical, electrical, and control interfaces of the respective equipment and components comprising the facility as evidence of Substantial Completion.
2. If, during the Demonstration Period, any equipment or system fails or is inoperative, the demonstration of functional integrity will be deemed to have failed. In the event of failure, a new Demonstration Period will recommence after correction of the cause of failure. The new Demonstration Period shall have the same requirements and duration as the Demonstration Period previously conducted.
3. Conduct the demonstration of functional integrity under full operational conditions.
4. Owner will provide operational personnel to provide process decisions and input affecting plant performance. Owner'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.
5. Owner 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.
6. Owner reserves the right to operate any equipment during the period between substantial completion and final acceptance, providing final repairs are on items which do not impede the performance of the facility.
7. Time of beginning and ending any Demonstration Period shall be agreed upon by Contractor, Owner, and Engineer in advance of initiating Demonstration Period.
8. Throughout the Demonstration Period, provide knowledgeable personnel to answer Owner's questions, provide final field instruction on select systems and to respond to any system problems or failures which may occur.
9. Provide all labor, supervision, subcontractors, utilities, chemicals, maintenance, equipment, vehicles or any other item necessary to operate and demonstrate all systems being demonstrated.
END OF SECTION
MSE 2021-38 SEISMIC DESIGN CRITERIA October 2024
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SECTION 01 81 00
SEISMIC DESIGN CRITERIA
PART 1 - GENERAL
1.1 SUMMARY
A. Section includes: Seismic design criteria for the following:
1. Mechanical and electrical equipment.
2. Other structures or items as specified or indicated on the Contract Draw- ings.
1.2 REFERENCES
A. American Society of Civil Engineers (ASCE):
1. 7-16 - Minimum Design Loads for Buildings and Other Structures.
B. California Building Code (CBC) 2019.
C. Seismic Restraint Manual: Guidelines for Mechanical Systems, 3rd edition 2008, ANSI/SMACNA 001-2008.
1.3 SYSTEM DESCRIPTION
A. Design in accordance with the requirements of the building code as specified.
B. Design spectral acceleration at short period, SDS: 1.476 C. Site Class: D – Stiff Soil
D. Seismic Design Category (SDC): E.
E. Risk Category:
1. All areas: Category III
F. Seismic Design Category (SDC) for certification of mechanical and electrical equipment as required by ASCE 7:
1. All areas: Seismic Design Category: E.
G. Design of non-structural components and their connections to structures:
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1. Component amplification factor, ap: In accordance with ASCE 7, Tables
13.5-1 and 13.6-1.
2. Component response modification factor, Rp: In accordance with ASCE 7, Tables 13.5-1 and 13.6-1.
3. Component importance factor, Ip:
Table 1: Component importance factor, Ip
Component Description Ip
Electrical
Equipment and appurtenances
per other Divisions
1.5 Mechanical and Process
Equipment
Equipment, components, and
distributed support systems
per other Divisions
1.5 Architectural
Components
Components and support systems
per other Divisions
1.5 H. Design of nonbuilding structures:
1. In accordance with the seismic design criteria specified herein and within the applicable Section.
2. Nonbuilding structures shall be considered all self-supporting structures that carry gravity loads and that may be required to resist the effects of earthquakes. Such structures include, but are not limited to, tanks, ves- sels, steel storage racks, pipe racks, storage bins, hoppers, stacks, flares, standpipes, telecommunication towers, poles, etc.
3. Component response modification factor, R: In accordance with ASCE 7, Tables 15.4-1 and 15.4-2 unless otherwise specified in the applicable specification Section for the nonbuilding structure.
4. Component importance factor, Ie = 1.25.
I. Design requirements: Anchorage of equipment to structures.
1. Do not use friction to resist sliding due to seismic forces. Do not design or provide connections that use friction to resist seismic loads. Resist seis- mic forces through direct tension and/or shear on anchors and fasteners.
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1.4 SUBMITTALS
A. As noted in individual sections.
PART 2 - PRODUCTS
Not Used.
PART 3 - EXECUTION
Not Used.
END OF SECTION
MSE 2021-38 WIND DESIGN CRITERIA October 2024
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SECTION 01 81 01
WIND DESIGN CRITERIA
PART 1 - GENERAL
1.1 SUMMARY
A. Section includes: Wind design criteria.
1.2 SYSTEM DESCRIPTION
A. Design requirements:
1. Building code criteria: Design for wind in accordance with building code as specified
a. Risk category: III.
b. Wind speed, Vult: 99 miles per hour.
c. Exposure category: C.
d. Topographic factor, Kzt: 1.0.
2. Resist wind forces through direct bearing on anchors and fasteners. Do not design or provide connections that use friction to resist wind loads.
1.3 SUBMITTALS
A. Shop drawings and calculations: Complete shop drawings and wind design cal- culations except where anchorage is designed and detailed in the Contract Draw- ings.
B. Calculations shall be signed and stamped by a civil or structural engineer licensed in the state of California except where anchorage is designed and detailed in the Contract Drawings.
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PART 2 - PRODUCTS
Not Used.
PART 3 - EXECUTION
Not Used.
END OF SECTION
MSE 2021-38 SEISMIC REQ’S FOR MECH AND ELEC EQUIPMENT October 2024 City of Hollister IWTP/Bridge Rd
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SECTION 01 82 00
SEISMIC REQUIREMENTS FOR MECHANICAL AND ELECTRICAL EQUIPMENT PART 1 - GENERAL
1.1 SUMMARY
A. This section applies to all mechanical and electrical. All mechanical and electrical equipment including supports and anchorages shall be selected to withstand the earthquake loads as described in the ASCE Standard (ASCE/SEI 7-16), and the 2019 California Building Code.
1.2 RELATED SECTIONS
A. Specification Section 01 81 00 – Seismic Design Criteria
1.3 CODES AND STANDARDS
A. Equipment including its support and anchorages, vibration isolation and seismic restraint work shall conform to the latest edition of all applicable codes and standards; including, but not limited to, the following:
1. ASCE Standard (ASCE/SEI 7-16)
2. Seismic Restraint Manual: Guidelines for Mechanical Systems, 3rd edition 2008, ANSI/SMACNA 001-2008
3. California Building Code (2019 CBC)
1.4 SUBMITTALS
A. The structural integrity of equipment assemblies, manufactured devices and field- fabricated devices and anchorage elements shall be certified by calculations or testing laboratory data or experience data to demonstrate its adequacy of the equipment and the anchorage system to withstand seismic forces and compliant with the code requirements. These calculations may be based on principles of structural analysis and engineering mechanics, or based on similarity to approved shake table tests, or based on experience data.
B. Contractor shall submit for review and approval, special certification documents, test data or calculations stamped and signed by a Civil or Structural Engineer registered in the State of California to show compliance with the above requirements.
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1.5 SEISMIC LOADS
A. Seismic loads shall be determined by Chapter 16 of CBC and ASCE/SEI 7-16, but calculations in accordance with the latest editions of these documents shall govern.
B. Seismic load shall be determined based on the site-specific response spectra in the project seismic design criteria or geotechnical report, if available.
C. Alternatively, the design/test spectrum can be based upon a 5% minimum damping factor, a peak of 2.57g (3.2-11Hz), and a ZPA of 1.0g at the base of the equipment.
The design or tests shall fully envelop this response spectrum for all equipment natural frequencies up to at least 35 Hz.
1.6 SEISMIC QUALIFICATION OF EQUIPMENT
A. Special certification for mechanical and electrical equipment is required. The certification can be obtained by one of the following three methods outlined in Section 13.2.2, ASCE/SEI 7-16:
1. Shaking table test
2. Experience data
3. Calculations
B. Alternatively, Contractor may submit OSHPD Special Seismic Certification Preapproval (OSP) number for the equipment that will be installed.
PART 2 - PRODUCTS
Not Used.
PART 3 - EXECUTION
Not Used.
END OF SECTION
MSE 2021-38 SEISMIC REQ’S FOR MECH AND ELEC EQUIPMENT October 2024 City of Hollister IWTP/Bridge Rd
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WG 1011-0003-41 REMOVAL & DIVERSION OF CONSTRUCTION MAT’LS October 2024 City of Hollister IWTP/Bridge Rd
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SECTION 02 42 00
REMOVAL AND DIVERSION OF CONSTRUCTION MATERIALS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Surface demolition
2. Underground pipe and structure removal
3. Underground pipe and structure abandonment
4. Removing demolished materials
5. Salvaging Materials to City
1.2 SUBMITTALS
A. Include work plan for maintaining water and sewer service. Address this item in Project Schedule also.
B. Include with the Work Plan Submittal, City Special Provision 01110, Summary of Work, a preliminary list of items to be removed, salvaged and demolished, for re- view by Engineer and City.
C. Project Record Documents: Accurately record actual locations of:
1. Pipes and structures removed, and to be removed
2. Pipes and structures to be abandoned in place
1.3 QUALITY ASSURANCE
A. Conform to applicable codes for procedures when hazardous or contaminated materials are discovered.
B. Maintain one copy of each document on site.
1.4 SCHEDULING
A. Describe demolition, removal and salvage procedures and include in the project schedule.
B. Comply with the requirements for traffic control and maintaining utility service.
PART 2 - PRODUCTS
Not Used.
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PART 3 - EXECUTION
3.1 EXAMINATION
A. Examine the site before demolition. Notify the City’s Representative immediately of any item in question.
B. Verify with City that hazardous material abatement is complete before beginning demolition. (City not aware of any hazardous materials)
3.2 PREPARATION
A. Call Local Underground Service Alert (USA) not less than two working days be- fore performing Work.
1. Request underground utilities to be located and marked within and sur- rounding construction areas.
B. Notify affected utility companies before starting work and comply with utility's re- quirements.
C. Erect, and maintain temporary barriers including warning signs and lights, and similar measures, for protection of plant personnel and the public.
3.3 DEMOLITION REQUIREMENTS
A. Use of explosives is not permitted.
B. Conduct demolition to minimize dust and other airborne debris.
C. Apply water to minimize dust. Provide hoses and water connections required for this purpose.
D. Do not burn or bury materials on site. Leave site in clean condition.
3.4 SURFACE DEMOLITION
A. Within the limits shown on the drawings, remove and dispose:
1. All asphalt paving and base
2. All concrete curbs, gutters, and walks
3. All other surface features indicated to be removed such as landscape,
4. Clear and Grub as indicated.
B. Rough grade the site as described in Section 31 00 00, Earthwork.
C. Continuously clean-up and remove demolished materials from site to an author- ized dump site. Do not allow materials to accumulate on site.
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3.5 BURIED PIPE AND STRUCTURE REMOVAL
A. Within the limits shown on the drawings, remove and dispose of:
1. All buried pipe, fittings, valves, thrust blocks and appurtenances
2. All components of inlets and other structures
B. Coordinate the demolition with the construction schedule to maintain access and utility service.
C. Backfill excavations as described in Section 31 00 00, Earthwork.
D. Maintain utility service as described in City Special Provisions section 01400, Temporary Facilities.
E. Except for gravity sewers and storm drain lines or where shown on the plans, completely fill indicated pipe to be abandoned, with concrete.
1. To abandon storm drain lines in place, complete fill void with sand, and then use concrete plugs to seal both ends. Minimum concrete plug length shall be 2 times the pipe diameter. Contractor shall calculate volume of fill and field verify material quantity used.
2. To abandon gravity sewers in place, flush clean per Paragraph 3.5.H be- low, then use concrete plugs to seal both ends. Minimum concrete plug length shall be 2 times the pipe diameter.
F. Record termination or capped location on Record Documents.
G. Continuously clean-up and remove demolished materials from site to an author- ized dump site. Do not allow materials to accumulate on site.
H. Industrial Wastewater pipe removals:
1. Industrial Wastewater pipe to be removed shall first be flushed with water to remove solids and debris, and drained to remove liquids. Dispose of the flush water in IWTP Settling Basin 1.
2. Coordinate with City to verify all sewer flows to utility have been ceased;
3. Removal of entire system: all pipe, digging/exposing, backfilling, compac- tion, hauling and disposing of all waste, unsuitable, and excess material in accordance with the Contract Documents.
I. Storm drain pipe removals:
1. Storm drain pipe to be removed shall first be flushed with water to remove solids and debris, and drained to remove liquids. Dispose of the flush wa- ter in the IWTP Percolation Ponds.
2. Verify no storm events forecasted during time of work. Storm drain pipes to be removed during this project are needed to convey stormwater dur- ing a storm event.
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3. Removal of entire system: all pipe, digging/exposing, backfilling, compac- tion, hauling and disposing of all waste, unsuitable, and excess material in accordance with the Contract Documents.
J. Handling, Removal Abandonment of Asbestos Cement Pipe (if encountered):
1. Remove and dispose of asbestos cement pipe (ACP) in accordance with State of California requirements and the contract documents. Removal of ACP shall be performed by a contractor licensed and certified by Cal/OSHA for such removal. Also refer to Article 4.06 of the General Conditions regarding encountering hazardous materials.
a. Follow the AWWA guidelines for handling, removing and dispos- ing of ACP as stated in the applicable sections of AWWA Stand- ards C400, C401, C402, and C403 covering asbestos cement transmission and distribution pipe.
b. Accomplish the removal of ACP by removing intact pipe sections, where possible. Pothole and expose the ACP at least two days prior to removal to verify extent of pope to be removed and appro- priateness of proposed “asbestos cement pipe removal and dis- posal plan”.
c. Perform all cutting and handling of asbestos cement pipe in ac- cordance with the State of California requirements. Provide suffi- cient supervision and perform monitoring to assure conformance with State requirements. Under no circumstances shall the Con- tractor utilize methods of removal that result in the release of as- bestos fibers into the air.
2. Equipment:
a. Snap cutting tools shall be used for the removal of asbestos ce- ment pipe whenever the removal of intact pipe sections is not possible.
b. Power “cut off” saws, hand-saws, and other devices and methods that result in the release of asbestos fibers into the air shall not be used for the removal of ACP.
c. The pipe shall be wetted prior to the snapping operation being performed.
d. Use of a hammer and chisel to gradually split an ACP coupling lengthwise may only be performed if the “asbestos cement pipe removal and disposal plan” developed by the Contractor incorpo- rates measures to prevent the release of asbestos fibers into the air, and is approved by the City.
e. Encapsulate: If during the removal of ACP broken edges occur, the broken edges shall be encapsulated with Certane 1000 Post Removal Encapsulate or approved equal.
3. Continuously wet the ACP around the snap cutting tool during the remov- al operation. All personnel handling the ACP shall wear properly fitted respirators during the removal and bagging operations, and shall be trained in the use of the respirator equipment. All pedestrian traffic shall
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be rerouted to maintain 30 feet clear of the removal point. Dispose of liq- uid and solid waste as follows:
a. All removed sections or pieces of ACP shall be bagged and pre- pared for disposal immediately after removal as described below. b. Transport and dispose of all sections and pieces of ACP in ac- cordance with State requirements at a legally operating landfill that accepts construction debris. All sections or pieces of ACP shall be wetted and double wrapped or bagged with 6 mil plastic wrap immediately after removal. The outer wrap shall be securely held in place with tape in a manner to prevent the release of air- borne asbestos fibers.
K. Perform all related excavation, backfill, and surfacing.
3.6 AREA SPECIFIC DEMOLITION REQUIREMENTS
A. South Street Influent Manhole
1. Submit a stormwater bypass plan in conjunction with the work plan to ad- dress how demolition and removal of the influent manhole downstream the IWTP headworks, and installation of new diversion structure and pip- ing will be accomplished. Plan shall include how stormwater will be di- verted from the IWTP headworks to Pond 3 during construction.
2. Demolish and remove existing influent manhole and pipes as shown in the plans.
3.7 SALVAGE
A. Unless directed otherwise by the Engineer, the existing effluent pumps, motors, chain link fences and gates shall be salvaged and delivered to the City at a loca- tion designated by the Engineer. If City determines that such items are not sal- vageable, Contractor shall remove and dispose of items at no additional cost to the City.
B. Existing pumps, motors, chain link fences and gates must be removed in a fash- ion that allows them to be reused/sold. All other equipment/material can be damaged during removal.
3.8 DISPOSAL
A. Dispose of all items removed and not salvaged. Comply with all laws and regula- tions regarding transport and disposal of waste. Pay all disposal and transport fees.
END OF SECTION
MSE 2021-38 CONCRETE FORMING AND ACCESSORIES October 2024 City of Hollister IWTP/Bridge Rd
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SECTION 03 10 00
CONCRETE FORMING AND ACCESSORIES
PART 1 - GENERAL
1.1 SCOPE
A. This specification section governs the furnishing, installing and removing of form- work to confine and shape concrete, including shoring and form supports, and in- stallation of embedded items and joints.
1.2 RELATED SECTIONS
A. Section 03 20 00 - Concrete Reinforcing
B. Section 03 30 00 - Cast-in-Place Concrete
1.3 REFERENCED CODES AND STANDARDS
A. California Building Code (CBC) 2019.
B. American Concrete Institute (ACI) Standards
1. 301-10 – Specifications for Structural Concrete
2. 318-14 – Building Code Requirements for Structural Concrete
3. 350-06 – Code Requirements for Environmental Engineering Concrete Structures
4. 347R-4 – Guide to Formwork for Concrete
5. SP-15 – Field Reference Manual: Specifications for Structural Concrete (ACI 301-10) with Selected ACI and ASTM References
C. The Engineered Wood Association
1. PS-1 – Construction and Industrial Plywood
1.4 SUBMITTALS
A. Form-Facing Materials: Submit data on form-facing materials proposed if different from that specified in Division 01.
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B. Construction and Contraction Joints: Submit location and detail of construction and contraction joints if different from those indicated in Contract Drawings.
C. Reshoring and Backshoring Procedure: Before using reshoring or backshoring that is required or permitted, submit procedure, including drawings signed and sealed by a professional civil or structural engineer experienced in design of this work and is licensed in the State of California. Include on shop drawings formwork removal procedure and magnitude of construction loads permitted during reshor- ing and backshoring.
D. Submit manufacturer’s product information including storage, handling, and appli- cation procedures on the following:
1. Formwork release agent
2. Form liner
3. Form ties
4. Expansion joint materials
5. Waterstop materials and splices
1.5 QUALITY ASSURANCE
A. Design formwork under direct supervision of a professional civil or structural engi- neer experienced in design of this work and licensed in the State of California.
B. Allowable tolerances shall be in accordance with the requirements of ACI 347 un- less otherwise noted on Contract Drawings or specified.
C. Maintain copies of all applicable Codes and Standards at the project site at all times.
D. Conform to the requirements of the Division of Industrial Safety, State of Califor- nia, and all other codes and regulations.
1.6 DELIVERY, STORAGE AND HANDLING
A. Deliver, store, protect, and handle products in accordance with manufacturer’s in- struction.
B. Store materials in a manner that will preclude any damage or deterioration and provide easy access for inspection and identification of each item.
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PART 2 - PRODUCTS
2.1 MATERIALS
A. Form-Facing Materials
1. General: Forms shall be constructed of sound material, straight and rigid, mortar-tight, and shall be of the correct shape and dimensions. The inside surfaces of forms shall be cleaned of all dirt and foreign materials.
2. Form Materials for Exposed Surfaces: APA grade-stamped “B-B plyform, Class 1, Exterior” Douglas fir plywood; minimum ¾ inch thick; each piece grade marked; clean, smooth, uniform in size and free of raised grain, torn surfaces, worn edges, patches or other defects; no mill oiling permitted
3. Form Materials for Unexposed Surfaces: Made of wood, metal, or other acceptable material. Wood forms shall be constructed of sound lumber or plywood of suitable dimensions, free from knotholes and loose knots; plywood shall be sanded smooth and fitted with tight joints between pan- els. Metal forms shall be of an acceptable type for the class of work in- volved and of the thickness and design required for rigid construction.
B. Formwork Accessories
1. Form Ties: Metal, removable to a depth of at least 1-1/2 inches below the surface of the concrete. Ties shall be of sufficient strength to prevent the spreading of the forms during concrete placement. The use of wire ties will not be permitted.
2. Form Release Agents: Use an approved non-staining coating which will permit the ready release of forms and which will not affect application of applied finishes. Form release agents containing mineral oils or petroleum solvents such as paraffin will not be permitted. Use specially formulated coatings for metal forms to prevent rust stains on concrete.
3. Chamfer Strips: Except as noted on Contract Drawings and at flush joints between concrete and other construction, provide ¾ inch triangular wood or plastic strips, place and secure in forms at external corners.
4. Expansion and Isolation Joint Material: Fosroc Hydrocell XL – provide Fosroc Expancell backer chord & seal joint with Fosroc Colpor 200 joint sealant.
5. Water Stop Material: Waterstop material shall be manufactured by Sika or approved equal.
a. Ribbed Waterstop where specifically noted in Contract Draw- ings: Shall be Sika Greenstreak 709
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b. Swellable Waterstop at all other waterstops: Shall be Hydrotite CJ-1020 or 1030
C. All other materials, not specifically described, but required for proper completion of concrete formwork, shall be as selected by Contractor and subject to the ap- proval of the City Representative.
PART 3 - EXECUTION
3.1 PREPARATION
A. Contractor shall conform to the recommendations in ACI 318, Chapter 6.
B. Vertical and Horizontal Controls: Establish and maintain necessary benchmarks, lines, or controls throughout construction.
C. Obtain necessary information and provide for openings, sleeves, chases, pipes, recesses, nailers, anchors, ties, inserts, and similar embedded items. Coordinate with concrete and other related work for requirements governing embedment and sleeving of pipes and conduit.
D. Obtain written approval from the City Representative before framing openings not shown on Contract Drawings.
E. Install all waterstops and joint materials in accordance with manufacturer’s written instructions.
3.2 CONSTRUCTION OF FORMS
A. General:
1. Construct formwork to produce concrete surfaces conforming to toleranc- es in ACI 301. Construct formwork to the exact shapes, lines and dimen- sions of concrete members, arranged to allow erection in proper se- quence and to permit removal without damage to concrete finish.
2. Unless otherwise indicated on Contract Drawings, construct formwork panels in sections as large as practicable. Construct forms of boards or plywood of same widths, shapes, and design for accurate location of form joints as indicated on the shop drawings. Fasten together with cleats; joists and studs may be used, at Contractor’s option, in lieu of cleats if re- quired for structural integrity of formwork. Verify clear space between forms to insure allowable coverage for reinforcing steel and allowable tol- erances for construction.
B. Framing and Bracing: Framing, bracing and supporting members shall be of am- ple size and strength to safely carry, without excessive deflection (exceeding al-
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lowable tolerances), all dead and live loads to which formwork may be subjected, and shall be placed sufficiently close to prevent any apparent bulging or sagging of forms.
C. Exposed Concrete Surfaces:
1. Make plywood panel patterns regular and symmetrical, joints plumb and level, horizontal joints continuous. Control reuse of forms for exposed sur- faces to provide surface of uniform color and texture without sharp de- marcation between adjacent surfaces.
2. Form ties for exposed concrete surfaces shall be arranged symmetrically and shall be aligned both vertically and horizontally (do not stagger).
3. In general, provide ¾-inch chamfer at corners for exposed concrete un- less otherwise noted. At chamfers, the concrete cover for reinforcement is critical and the minimum specified thickness shall strictly apply.
4. Edges of all form panels in contact with concrete shall be flush within 1/32-inch and form for plane surfaces shall be such that the concrete will be plane within 1/16-inch in 4 ft. Form joints shall be tight to prevent the passage of mortar, water and grout.
D. Embedded Items: Contractor shall secure all inserts, bolts, plates, and other em- bedded items. Use templates for equipment anchor bolts and other embedded items where final alignment is critical. Fill voids with readily removable material to prevent entry of concrete.
E. Waterproofing Conditions: Concrete surfaces to receive waterproofing and damp- proofing materials shall be formed to provide a relatively smooth surface free of sharp corners, projections, and offsets at form joints. Form ties shall not penetrate or damage applied waterproofing and damp-proofing.
F. Camber forms for slabs and beams as required for compensating deflection of form members. Positive means of adjustment (wedges or jacks) of shores and struts shall be provided to permit realignment or readjustment.
G. Forms for walls of considerable height shall be arranged with tremies and hoppers for placing concrete in a manner that will prevent segregation and accumulation of hardened concrete on the forms or reinforcements above the fresh concrete.
H. Provide temporary openings at bottom of forms where necessary to facilitate cleaning and inspection before concrete placement. Provide blockouts for me- chanical and electrical work wherever necessary.
I. Provide forms for footings wherever concrete cannot be placed against solid earth excavation.
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J. Construction joints and expansion joints shall be provided where indicated on the Contract Drawings. Otherwise, Contractor shall provide the layout for review and approval.
3.3 APPLICATION OF FORM COATINGS
A. Thoroughly clean forms and coat with approved form–coating material prior to ini- tial use and before each reuse. Excess form coating material shall not stand in puddles in the forms nor shall such coating come in contact with hardened con- crete against which fresh concrete is to be placed.
B. Apply form–coating material before reinforcing steel, anchoring devices and em- bedded items are placed and in strict accordance with manufacturer’s directions.
3.4 FALSEWORK
A. Contractor shall be fully responsible for the proper strength, safety of the false- work, supports and bearing surfaces which are used in connection with the work.
Falsework shall be designed to support imposed loads without deformation, de- flection or settlement.
B. Wedges in pairs or jacks shall be used where required to maintain and/or adjust forms and formwork for beams, slabs and other parts of the structure at exact ele- vations. To ensure uniform bearing, single wedges are not permitted. Comply with requirements of ACI 347.
C. Vertical and lateral loads shall be carried to ground by falsework framing, or by the completed structure after it has attained the requisite strength. Falsework sup- ports, when placed on ground, shall be protected against undermining or settle- ment.
3.5 REMOVAL OF FORMS AND FALSEWORK
A. Responsibility: The sole responsibility for removal of forms/falsework and for any resulting structural or finish damage rests with the Contractor. If forms are to re- main, The Contractor shall adhere to all governing requirements and/or recom- mendations.
B. The removal of forms and falsework shall be carried out in such manner as to en- sure the complete safety of the structure. Supports shall not be removed until members have sufficient strength to safely support their own weight and all super- imposed loadings with proper factor of safety.
C. Unless otherwise specified in the Drawings, the minimum time for forms to remain in place shall be:
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1. Side forms for footings, foundations, slabs on grade, or other components that do not resist bending shall not be removed in less than 48 hours after concrete placement. At times of low temperature or other adverse weather conditions, the City Representative may increase the required time to five (5) days.
2. The falsework and forms supporting concrete girders, beams, joists, slabs, walls, or other members subject to bending stress, shall not be re- moved or released in less than 14 days after the concrete has been placed. In any case, the falsework and forms supporting the members shall not be removed until the concrete has attained a compressive strength of at least 80% of the design strength based on test results of field cured cylinders. Furthermore, such members shall not be loaded un- til the concrete has attained its 28-day compressive strength.
D. All forms, supports, and falsework shall be arranged so that they may be readily removed without hammering or prying against the concrete.
E. As soon as the forms have been stripped and the concrete surfaces exposed, fins and other projections shall be removed, recesses left by the removal of form ties shall be filled, and surface defects which do not impair structural strength shall be repaired. Clean all exposed concrete surfaces and adjoining work stained by leakage of concrete.
3.6 REUSE OF FORMS
A. Reuse of forms will be accepted, providing they are in good condition and have been cleaned, repaired, and resealed as required to achieve concrete of the spec- ified quality and texture. Do not reuse form facing more than four times.
END OF SECTION
MSE 2021-38 CONCRETE REINFORCING October 2024
City of Hollister IWTP/Bridge Rd
Stormwater Improvements Page 03 20 00 - 1 Rev-A
SECTION 03 20 00
CONCRETE REINFORCING
PART 1 - GENERAL
1.1 SCOPE
A. This specification section governs materials, fabrication, placement, and inspec- tion of steel reinforcement and reinforcement supports.
1.2 RELATED SECTIONS
A. Section 03 10 00 – Concrete Forming and Accessories
B. Section 03 30 00 – Cast-In-Place Concrete
1.3 REFERENCED CODES AND STANDARDS
A. California Building Code (CBC) 2019
B. American Concrete Institute (ACI) Standards
1. 117-10 – Specifications for Tolerances for Concrete Construction and Ma- terials
2. 301-16 – Specifications for Structural Concrete
3. 350-06 – Code Requirements for Environmental Engineering Concrete Structures
4. 318-14 – Building Code Requirements for Structural Concrete
5. SP-66(04) – ACI Detailing Manual
C. AWS - American Welding Society
1. D1.4 – Structural Welding Code – Reinforcing Steel, Latest Edition D. American Society for Testing and Materials (ASTM) International Standards
1. A615/A615M – Standard Specification for Deformed and Plain Carbon- Steel Bars for Concrete Reinforcement
2. A706/A706M – Standard Specification for Low Alloy Steel Deformed and Plain Bars for Concrete Reinforcement
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3. A1064/A1064M – Standard Specification for Carbon Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.
E. Concrete Reinforcing Steel Institute (CRSI)
1. CRSI MSP-2-01 – Manual of Standard Practice, 28th edition
1.4 SUBMITTALS
A. Submittals shall be in accordance with Division 01.
B. Shop Drawings:
1. Contractor shall submit the reinforcing steel shop drawings to City Repre- sentative for review and approval, prepared in accordance with ACI SP- 66, showing list of materials, sizes, dimensions, cutting, bending, place- ment details, and splicing and lapping.
2. Contractor shall coordinate with architectural, structural, mechanical, and electrical Contract Drawings for the location of anchors, bolts, inserts, conduits, sleeves, and any other embedded items, which are required to be cast in concrete. Contractor shall make all necessary provisions as re- quired for the reinforcing steel that will not interfere with the placement of the embedded items.
3. Reinforcing steel shall not be fabricated or placed before the shop draw- ings are reviewed and approved by the City Representative and Engi- neer, and returned to the Contractor. Such review does not relieve the Contractor from the full responsibility for both the accuracy of the shop drawings, and the accurate and complete placing of the work.
4. Shop drawings shall not be reproductions of the Contract Documents, nor shall they use or incorporate reproductions of parts of the Contract Doc- uments.
C. Mill Test Reports: Certified mill test reports (tensile and bending), for each heat or melt of steel, showing physical and chemical analyses, shall be submitted to the City Representative for review and approval before the material delivery to the job site. Where reinforcing is required to be welded, mill test reports shall ver- ify the weldability of the steel or the use of weldable steel (ASTM A706).
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1.5 QUALITY ASSURANCE
A. Concrete reinforcement work shall be in accordance with CRSI Manual of Stand- ard Practice and conform to ACI SP-66. Also see Article 3.04 for reinforcing steel special inspection requirements.
1.6 DELIVERY, STORAGE AND HANDLING
A. Reinforcement shall be shipped and stored with reinforcement of the same size and shape fastened in bundles with durable tags, marked in a legible manner with waterproof markings showing the same designations as shown on the sub- mitted placing drawings.
B. Reinforcement shall be stored off the ground and be protected from moisture.
Keep free from soil, oil, or other injurious contaminants. All steel, which cannot be properly identified, will be rejected, and shall be immediately removed from the job site.
PART 2 - PRODUCTS
2.1 MATERIAL
A. Reinforcing bars: Reinforcing bars shall be deformed, except spirals, load- transfer dowels, and welded wire reinforcement, which may be plain.
1. Reinforcing bars shall conform to ASTM A615, Grade 60, unless other- wise indicated.
B. Wire: Use plain or deformed wire as indicated in the Contract Drawings. Plain wire may be used for spirals.
1. Plain wire shall conform to ASTM A82.
2. Deformed wire size D4 and larger shall conform to ASTM A496.
C. Mechanical Couplers: Mechanical couplers shall be Type 2 and shall be capable of developing 125% of the specified yield strength and the ultimate tensile strength of the reinforcing bar.
2.2 ACCESSORIES
A. Tie wire: Minimum 16 gage black annealed wire.
B. Supports and spacers: Provide spacers, chairs, bolsters, and other devices to support and secure the reinforcement in place. Use plastic tip chairs for exposed finished concrete surfaces. Supports for reinforcing bars on ground, aggregate base or sand over vapor barrier shall be precast concrete blocks of sufficient strength, size and spacing to support the bars in proper locations.
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2.3 FABRICATION
A. All reinforcing bars shall be shop fabricated to conform to the required shapes and dimensions, in accordance with CRSI standards.
B. All reinforcement shall be bent cold.
C. Reinforcement partially embedded in concrete shall not be field bent, except as shown on the Contract Drawings or permitted by the City Representative.
D. Inside diameter of bend, other than for stirrups and ties in sizes No. 3 through No. 5, shall not be less than the following:
Bar Size
Minimum Diameter
No. 3 through No. 8
6 bar diameter
No. 9 , No. 10, and No. 11
8 bar diameter
No. 15 and No. 18
10 bar diameter
E. Inside diameter of bend for stirrups and ties shall not be less than 4 bar diameter for No. 5 and smaller.
F. Standard hooks shall mean one of the following:
1. 180-degree bend plus 4 bar diameter extension, but not less than 2 ½ inches at free end of reinforcing bar.
2. 90-degree bend plus 12 bar diameter extension at free end of reinforcing bar.
3. Stirrups and Tie Hooks:
a. No. 5 bar and smaller, 90-degree bend plus 6 bar diameter ex- tension at free end of reinforcing bar
b. No. 6, No. 7, and No. 8 bar, 90-degree bend plus 12 bar diameter extension at free end of reinforcing bar
c. No. 8 bar and smaller, 135-degree bend plus 6 bar diameter extension at free end of bar
G. Reinforcing bars that are to be butt spliced, placed through limited diameter holes in metal or have a threaded end shall have the applicable end saw-cut.
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H. Reinforcing bars shall not be damaged in bending or straightening, and reinforc- ing bars with kinks or improper bends shall not be used on the job.
I. Welding of reinforcing bars shall conform to AWS D1.4. Type and location of welded splices and other required welding of reinforcing bars shall be indicated on the Contract Drawings.
PART 3 - EXECUTION
3.1 PLACEMENT
A. Before placing concrete, reinforcement shall be cleaned of oil, grease, soil, loose mill scale, loose rust, and any other coating of a character that would destroy or reduce the bond.
B. Reinforcing bars shall be secured firmly in position. Use No. 16-gauge black an- nealed wire at each steel intersection. Use precast mortar blocks, metal chairs, spacers, metal hangers, supporting wires, and other approved devices to set steel in position with sufficient strength to resist crushing under full load and to prevent displacement during concrete placing operations.
C. Precast Concrete Blocks: Precast concrete blocks shall not be less than 3 inches square with embedded wires and shall have at least the same 28-day compres- sive strength as the surrounding concrete. Space concrete blocks no less than 1’-6” and no more than 3 feet apart.
D. Minimum concrete cover for reinforcement and minimum clear bar spacing shall be as specified on Contract Drawings, but in no case shall be less than values specified in ACI 318 or ACI 350
E. Placing bars on layers of fresh concrete as the work progresses, or adjusting bars during the concrete placement, will not be permitted.
3.2 SPLICING
A. Lap Splices:
1. Reinforcing bars shall be lap spliced as indicated on the Contract Draw- ings. Splices at locations other than those indicated are subject to the ap- proval of the City Representative and, if permitted, shall conform to the lap lengths specified in the Contract Drawings.
2. Locate splices not indicated on the Contract Drawings at points of mini- mum stress. Indicate splice locations on shop drawings. Splice locations shall be well staggered with no more than 50% of the bars spliced at any section, subject to review by the City Representative. Welded splices or mechanical couplers may be substituted for contact lap splices at the dis- cretion of the Contractor, subject to approval by the City Representative.
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B. Welded Splices:
1. No reinforcing bars shall be welded either during fabrication or placement unless specifically shown on the Contract Drawings, specified herein, or with prior written consent of the City Representative. All reinforcing bars that have been welded without such approval shall be rejected and im- mediately removed from the work site. When welding of reinforcement is approved or shown, it shall conform to AWS D1.4. All welded splices shall be subjected to Special Inspection performed by a certified Special In- spection and Testing Agency.
3.3 REINFORCEMENT AROUND OPENINGS
A. Whenever conduit, piping, sleeves, bolts, hangers, boxes or other embedded items interfere with the proper placement of reinforcing steel as detailed, the Contractor shall submit to the City Representative the proposed reinforcement adjustment for review. Reinforcing bars shall not be bent around openings or sleeves, except with the City Representative’s prior approval.
3.4 INSPECTION
A. Before concrete is placed, reinforcement placement shall be inspected by a certi- fied Special Inspection Agency. Any errors or discrepancies shall be corrected before placing concrete. Re-inspection shall be paid for by the Contractor. The Special Inspection Agency shall be notified for reinforcing steel special inspection not less than 48 hours prior to concrete placement.
END OF SECTION
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SECTION 03 30 00
CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.1 SCOPE
A. This specification section governs the construction of cast-in-place concrete in- cluding the following:
1. Requirements for materials, proportioning, production, and delivery of concrete
2. Production of cast-in-place structural concrete including methods and procedures for obtaining quality concrete through proper handling, plac- ing, finishing, curing, and repair of surface defects.
1.2 RELATED SECTIONS
A. Section 03 10 00 – Concrete Forming and Accessories
B. Section 03 20 00 – Concrete Reinforcing
C. Section 05 05 19 – Post-Installed Concrete Anchors
1.3 REFERENCED CODES AND STANDARDS
A. California Building Code (CBC) 2019
B. American Concrete Institute (ACI) Standards
1. 117-10 – Specifications for Tolerances for Concrete Construction and Ma- terials
2. 301-16 – Specifications for Structural Concrete
3. 304R-00(09) – Guide for Measuring, Mixing, Transporting, and Placing Concrete
4. 305R-10 – Guide to Hot Weather Concreting
5. 306R-10 – Guide to Cold Weather Concreting
6. 308R-16 – Guide to External Concrete Curing
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7. 309R-05 – Guideline for Consolidation of Concrete
8. 318-14 – Building Code Requirements for Structural Concrete
9. 350-06 – Code Requirements for Environmental Engineering Concrete Structures
10. 347R-14 – Guide to Formwork for Concrete
11. SP-15 – Field Reference Manual: Specifications for Structural Concrete (ACI 301-10) with Selected ACI and ASTM References
C. American Society for Testing and Materials (ASTM) International Standards
1. C31/C31M – Standard Practice for Making and Curing Concrete Test Specimens in the Field
2. C33/C33M – Standard Specification for Concrete Aggregates
3. C39/C39M – Standard Test Method for Compressive Strength of Cylindri- cal Concrete Specimens
4. C42/C42M – Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete
5. C94/C94M – Standard Specification for Ready-Mixed Concrete
6. C150/C150M – Standard Specification for Portland Cement
7. C171 – Standard Specification for Sheet Materials for Curing Concrete
8. C227 – Standard Test Method for Potential Alkali Reactivity of Cement- Aggregate Combinations (Mortar-Bar Method)
9. C260/C260M – Standard Specification for Air-Entraining Admixture for Concrete
10. C309 – Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete
11. C494/C494M – Standard Specification for Chemical Admixtures for Con- crete
12. C618 – Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete
13. C881/C881M – Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete
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14. C1017/C1017M – Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete
15. C1077 – Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Eval- uation
16. C1602/C1602M – Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete
17. D1751 – Standard Specification for Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction
18. E329 – Standard Specification for Agencies Engaged in Construction In- spection, Testing, or Special inspection
19. ASTM E1155 – Standard Test Method for Determining FF Floor Flatness and FL Floor Levelness Numbers
D. Concrete Reinforcing Steel Institute (CRSI)
1. CRSI MSP-2-01 – Manual of Standard Practice, 28th edition
1.4 SUBMITTALS
The Contractor shall submit the following to the City Representative for review prior to concrete placement in accordance with Division 01:
A. Mixture Proportions: Submit concrete mixture proportions and characteristics in- cluding water-cementitious material (w/cm) ratio, weights, slump and compres- sive strength at 28 days.
B. Mixture Proportion Data: Submit field test records and/or trial mixture records used to establish the required average strength for the concrete mixture to be used.
C. Concrete Materials:
1. Cementitious materials: Information showing type, manufacturing loca- tions, shipping locations, manufacturer’s quality control reports, and certif- icates showing compliance with ASTM C150, ASTM C595, ASTM C618, ASTM C845, ASTM C989, ASTM C1157, or ASTM C1240.
2. Aggregates: Information showing types, pit or quarry locations, producers’ names, gradings, specific gravities, and evidence not more than 90 days old demonstrating compliance with requirements herein.
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3. Admixtures: Information showing types, brand names, producers’ names, manufacturers' technical data sheets, and certificates showing compli- ance with ASTM C494/C494M, or ASTM C1017/C1017M.
D. Curing Materials: Submit manufacturer’s product information including storage, handling, and application procedures.
E. Sealing Compounds: Submit manufacturer’s product information including stor- age, handling, and application procedures.
F. Epoxy Bonding Adhesives: Submit manufacturer’s product information including storage, handling, and application procedures.
G. Contraction or Expansion Joints: Submit manufacturer’s product information in- cluding storage, handling, and application procedures. When contraction or ex- pansion joints other than those indicated in the Contract Drawings are proposed, submit locations for acceptance.
H. Construction Joints: Submit information for acceptance of proposed location and treatment of construction joints not indicated in the Contract Drawings.
I. Manufacturer’s specifications with application and installation instructions for all proprietary materials and item including admixtures, bonding agents, joint sys- tems, and curing compounds.
1.5 QUALITY ASSURANCE
A. Specifications herein set minimum results required. The Contractor is responsible for the quality of concrete cast-in-place and bears the burden of proof that all concrete as cast meets minimum requirements.
B. Codes and Standards: Comply with provisions specified in latest editions of all applicable standards of “ACI Manual of Concrete Practice”, including but not lim- ited to the following:
1. ACI 301 – Specifications for Structural Concrete
2. ACI 304R – Guide for Measuring, Mixing, Transporting, and Placing Con- crete
3. ACI 305R – Guide to Hot Weather Concreting
4. ACI 306R – Guide to Cold Weather Concreting
5. ACI 308 – Guide to Concrete Curing
6. ACI 309 – Guideline for Consolidation of Concrete
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7. ACI 318 – Building Code Requirements for Structural Concrete
Maintain copies of all applicable Codes and Standards at the project site at all times.
C. Acceptance tests for materials and concrete mixture designs, were required by the construction documents:
1. Concrete mixture designs, including material certificates, shall be fur- nished by the Contractor and reviewed by the City Representative and the Special Inspection and Testing Agency. No concrete shall be used in the work until the materials and mixture designs have been accepted by the City Representative.
2. Concrete manufactured and intended for placement in the work shall be tested and certified by a Special Inspection and Testing Agency. The Special Inspection and Testing Agency shall comply with ASTM C1077 and E329
3. The Special Inspection and Testing Agency shall sample, cast and test fresh concrete with standard concrete test cylinders.
4. The Special Inspection and Testing Agency shall provide special inspec- tion of the concrete placement. The responsibility for furnishing and plac- ing concrete conforming to the requirements of the Contract Drawings and/or Specifications rests solely with the Contractor.
D. Tolerances:
1. Formed surfaces: Tolerances on formed surfaces shall be as specified in ACI 347, except where other tolerances are indicated.
2. Unformed surfaces: Tolerances on unformed surfaces shall be as speci- fied in ACI 301 for the applicable surface finish, except where other toler- ances are indicated.
3. Floor flatness and levelness shall be as noted below as a minimum, where equipment requires stricter limits, those shall be minimum.
a. FF 35/FL 25
b. Testing as required to verify floor/slab flatness and levelness shall conform to ASTM E1155
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PART 2 - PRODUCTS
2.1 MATERIALS
A. Cementitous Materials: Cementitious materials shall be of the same brand and type and from the same manufacturing plant as the cementitious materials used in the concrete represented by the submitted field test records or used in the trial mixtures. Cementitious materials shall conform to the following:
1. Portland Cement: ASTM C150, Type II
2. Fly Ash: ASTM C618, Class F. When fly ash is used, the minimum amount shall be 15% by weight of the total cementitious materials, unless otherwise noted.
3. Blast-Furnace Slag: ASTM C989, finely ground granulated
4. Silica Fume: ASTM C1240
B. Aggregates: Both fine and coarse aggregates shall conform to the requirements of ASTM C33 and shall be from sources with a proven history of successful use.
Aggregates used in concrete shall be obtained from the same sources and have the same size range as aggregates used in the concrete represented by the submitted field test records or used in the trial mixtures. The maximum size of aggregates shall be 3/4 inch for normal weight aggregate.
1. Coarse: Cleanness value shall not be less than 75 when tested in ac- cordance with California Test Method No. 227.
2. Fine: Sand equivalent shall not be less than 75 when tested in accord- ance with California Test Method No. 217.
3. For exposed exterior surfaces, do not use fine or coarse aggregates that contain substances that cause spalling.
4. Sample of coarse and fine aggregates shall be tested for alkali reactivity in accordance with ASTM C227. Submit certification of materials for re- view with the concrete mix design submittal.
C. Lightweight Aggregates: Both fine and coarse aggregates shall conform to the requirements of ASTM C330 and shall be from sources with a proven history of successful use. Aggregates shall be vacuum saturated. Maximum dry weight shall be 115 pcf. The maximum size of aggregates shall be ¾-inch for lightweight concrete.
D. Water: Water shall be clean and potable, free from impurities detrimental to con- crete.
E. Admixtures:
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1. Admixtures shall be compatible and contain no chlorides, sulfides or ni- trides
2. Concrete shall contain Xypex C series admixture for waterproofing and protection
3. Admixtures for water reduction and setting time modification shall con- form to ASTM C494
4. Admixtures for use in producing flowing concrete shall conform to ASTM C1017
5. Air entraining admixture shall conform to ASTM C260
F. Curing Materials:
1. Liquid Membrane-Forming Curing Compounds: ASTM C309, Type 1, ap- proved clear resin type, free of oil, wax, grease, or other substance which might discolor concrete or prove deleterious to or adversely affect the bonding of any material applied to the concrete.
2. Curing paper: ASTM C171, non-staining waterproof paper, regular type.
G. Sealing Compounds: ASTM C1315
H. Epoxy Bonding Adhesives: ASTM C881
2.2 CONCRETE MIXTURE DESIGNS
A. Concrete mixture designs for concrete shall be at the Contractor’s expense. The designs shall be tested by a qualified Testing Agency, approved by the City.
Concrete mixture designs, including quantities of admixture, shall be submitted for review and approval at least 30 days prior to placing any concrete. Refer to Division 01.
B. Concrete mixture designs shall be proportioned in accordance with ACI 318 Sec- tion 5.3, “Proportioning on the Basis of Field Experience or Trial Mixtures or Both” with a maximum w/cm ratio as noted in the schedule. The w/cm ratio shall be based on total cementitious material, including Supplementary Cementitious Material (SCM). SCM, as a percentage of total weight of cementitious material shall be a minimum of 25 percent and a maximum of 50 percent. Fly ash shall be a maximum of 20 percent. Submit mix designs for each class of concrete for re- view.
C. Concrete mixture proportions shall be such as to produce a dense, workable mix that can be placed without segregation or excess free surface water. Superplas- ticizers may be used to improve workability in thin or congested sections.
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D. If the concrete is to be placed by pumping, recommendations of ACI 304.2R shall be followed.
2.3 SCHEDULE OF CONCRETE CLASSES
A. General: The concrete class and slump for the various types of construction shall be as designated in the following table:
Location
Strengt
h [psi]
Test
Age
[days]
Maximum
Slump
[inches]
Maximum
Aggre-
gate Size
[inches]
Maximum
Wa-
ter/Cement
Ratio
All Concrete
Work 4,000 28 4 ½ 1” 0.43
B. Strength: Concrete shall develop compressive strengths as noted above and on the Contract Drawings. The tests shall be performed on concrete cylinders in ac- cordance with ASTM C39. The averages of all sets of three consecutive strength tests shall be equal to or greater than the specified strength and no individual strength test result shall fall below the specified strength by more than 500 psi.
C. Slump: Concrete shall be of such consistency and mix composition that it can be readily worked into the corners and angles of the forms and around the rein- forcement, inserts, and wall castings without permitting materials to segregate or free water to collect on the surface.
PART 3 - EXECUTION
3.1 PRODUCTION OF CONCRETE
A. Concrete shall be ready-mixed concrete in conformance with ASTM C94. Meas- ure, batch, and mix concrete materials and concrete in conformance with ASTM C94. Equipment shall be adequate for the purpose and kept in good mechanical condition at all times. No hand-mixing will be permitted.
B. Ready-mixed concrete shall be transported to the site in watertight agitator or mixer trucks loaded not in excess of rated capacities for the respective conditions as stated on the name plate. Discharge at the site shall be completed within 1- 1/2 hours, or before the drum has revolved 300 revolutions, whichever comes first, after the introduction of water to the mix. Under conditions contributing to quick stiffening of the concrete, or when the temperature of the concrete is 85 degrees F or above, discharge of concrete shall be completed within 1 hour.
Central mixed concrete shall be plant-mixed a minimum of 1-1/2 minutes per batch and then shall be truck-mixed or agitated a minimum of 8 minutes. Agita-
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tion shall begin immediately after charging the truck, followed by agitation without interruption until discharged.
C. Mixers shall be equipped with an automatic device for recording number of revo- lutions of drum or blades prior to completion of mixing operation. Revolution counters shall be set at “0” and shall commence to operate when drum revolution begins after introduction of ingredients into the mixer. Delivery tickets shall show departure time from plants.
D. Retempering of concrete, that is, remixing with or without additional cement, ag- gregates, water, or admixtures, will not be permitted.
E. No water shall be added to the mix after the initial introduction of mixing water for the batch except when, on arrival at the job site, the slump of the concrete is less than that specified. In this case, additional water may be added only if neither maximum permissible w/cm ratio nor maximum slump is exceeded and if the ad- dition of water is approved by the City Representative. The drum or blades shall then be turned an additional 30 revolutions or more until the mix is uniform.
F. All concrete used in suspended slabs and slabs-on-grade shall be designed with a shrinkage limitation of 0.04% after 28 days of drying.
3.2 PLACEMENT OF CONCRETE
A. General:
1. Maintain continuous and accurate log of placing of concrete in structure.
Record date, location, quantity, air temperature, test samples taken. A copy of the log shall be given to the City Representative.
2. Notify City Representative a minimum of 72 hours prior to placing of any concrete.
3. Do not place concrete until data on materials and mixture proportions are accepted by the City Representative.
B. Preparation:
1. Forms shall be constructed to sizes, shapes, lines, and dimensions as re- quired to obtain accurate alignment, location, grades, level, and plumb work in the finished structure. Refer to Specification Section 03 10 00.
2. Remove debris, mud, water, and all foreign materials from places to re- ceive concrete. All surfaces of forms and embedded materials shall be cleaned of all mortar or grout before the surrounding or adjacent concrete is placed.
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3. Absorbent forms shall be thoroughly wetted before concrete is placed.
Aggregate base/sand beds for slabs on grade shall be moist but not satu- rated when concrete is placed.
4. No concrete shall be placed until reinforcing is fastened in place and in- spected nor until forms are complete. No concrete shall be placed before work that is to be embedded has been set. Reinforcement or other mate- rials that have been set in place shall not be disturbed.
5. Before placing concrete, embedded pipes and conduits shall be sleeved providing ¼” minimum clearance all around. Sleeves shall be positioned so as not to impair the strength of surrounding elements. All items to be embedded in the concrete shall be free from oil, or foreign matter, that would impede the bond of the concrete to these items.
6. Where new concrete is to be cast against existing concrete, the existing concrete surface shall be roughened to a minimum of ¼” amplitude by sandblasting or bush hammering. The existing surface shall be cleaned and laitance removed. Apply bonding adhesive to existing concrete sur- face prior to placement of new concrete in accordance with manufactur- er’s recommendations.
C. Weather Considerations:
1. Hot Weather: Comply with the recommended practices of ACI 305R and the requirements specified herein. Procedures for hot weather concreting will be subject to the approval of the City Representative.
2. Cold Weather: Comply with the recommended practices of ACI 306R and the requirements specified herein. Procedures for cold weather concret- ing will be subject to the approval of the City Representative.
D. Conveying:
1. Transport concrete from mixer to place of final deposit as rapidly and di- rectly as practicable and by methods which prevent segregation or loss of ingredients and displacement of reinforcement, and which avoid rehan- dling. Do not deposit partially hardened concrete.
2. Conveying equipment shall be acceptable to the City Representative and shall be of a size and design such that detectable setting of concrete shall not occur before adjacent concrete is placed. Conveying equipment shall be cleaned at the end of each operation or work day. Equipment having components made of aluminum or magnesium alloys, which would have contact with plastic concrete during pumping, chuting or tremie opera- tions, shall not be used.
E. Depositing:
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1. Place no concrete when sun, wind, heat or other limitation of facilities will prevent proper finishing and curing procedures. Depositing under water will not be permitted.
2. Within the planned placement, deposit concrete continuously and as near as practicable to the final position.
3. Concrete shall not be dropped through the reinforcing steel in such a manner as to cause segregation of the aggregates. In no case, within the formwork or otherwise, shall concrete be permitted to fall from a height greater than 4 feet except through elephant trunks or other approved de- vices.
4. Deposit concrete in layers not exceeding 18 inches in thickness, force concrete around and under reinforcing and embedded items without dis- placing them. Integrate fresh concrete with that already placed; no retem- pering of concrete already placed will be allowed. After concrete has tak- en an initial set, protect forms from jarring and do not place any strain on ends of projecting reinforcement.
5. Splash or accumulation of hardened or partially hardened concrete shall be removed. Contact faces of forms for exposed concrete shall be pro- tected from splash during placing of adjacent concrete.
6. Do not deposit fresh concrete on concrete that has hardened sufficiently to cause formation of cold joints, unless construction joint requirements are met.
7. Do not place concrete over columns or walls until concrete in columns and walls has reached final set.
8. Place concrete for beams, girders, brackets, column capitals, haunches, and drop panels at the same time as the concrete for adjacent slabs.
9. Interruption in depositing longer than 45 minutes shall be cause for dis- continuing casting of the section of work. In this event, cut back concrete and provide construction joints as the City Representative directs; clean forms and reinforcing as necessary to receive concrete at later time.
F. Consolidating:
1. Concrete shall be thoroughly consolidated by placing the mechanical vi- brator directly in concrete at 18” to 30” intervals for a period of approxi- mately 5 to 15 seconds and withdrawing slowly or as directed. Thoroughly work concrete around reinforcing and embedded items and into corners and shapes of formwork. One vibrator will be required for each location where simultaneous concrete placing takes place, to ensure thorough vi- brating of all sections. Provide sufficient spare vibrators on the job so as
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to have them readily available in case any vibrator in use should suddenly cease to function properly.
2. Mechanical vibrator shall be of the flexible immersion type having a fre- quency of not less than 8,000 rpm. Use and type of vibrator shall conform to ACI 309.
a. Penetrate placed layer and at least 6 inches into preceding lay- er. Do not consolidate placed concrete by mechanical vibrating supplemented by hand spading, rodding, or tamping. Use equipment and procedures for consolidation of concrete comply- ing with ACI 309.
b. Do not use vibrators to transport concrete inside forms. Move the vibrators vertically at uniformed spaced locations with no effec- tiveness of the machine function. Place vibrators into the lower layers of concrete that have begun to set.
3. Consolidate slabs six inches and less in thickness by means of vibrating screeds or, for small areas such as curbs, wood tampers.
4. Completely eliminate honeycombing or planes of weakness due to air voids and stone pockets.
G. Construction Joints:
1. All pours shall be terminated at construction joints.
2. Placement of construction joints and the manner in which they are pro- vided for shall be as shown on the Contract Drawings.
3. Construction joints including keys shall be cleaned and roughened in an acceptable manner that exposes aggregate uniformly and does not leave laitance, loosened aggregate particles, or damaged concrete at the sur- face. Forms and reinforcing shall be cleaned of drippings, debris, etc. Ap- ply bonding adhesive to hardened concrete surface prior to placement of fresh concrete in accordance with manufacturer’s recommendations.
3.3 CONCRETE FINISH
A. Exposed Surfaces: At all exposed surfaces of the structure, produce smooth form finish in accordance with ACI 301, unless otherwise noted.
B. Slabs shall be hard trowel finished except where directed to be brushed by the City Representative.
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3.4 SAWED JOINTS
A. Where saw-cut joints are required or permitted, start cutting as soon as concrete has gained sufficient strength to prevent raveling, or the dislodgment of coarse aggregate particles.
B. Saw a continuous slot to a depth one-fourth the thickness of the slab but not less than 1 inch.
C. Complete sawing within 12 hours after placement.
3.5 CURING AND PROTECTION
A. Curing: All newly placed concrete shall be cured by one or more of the following methods:
1. Water Method. The concrete shall be kept continuously wet by the appli- cation of water for a minimum of 7 days after the concrete has been placed. Cotton-mats, rugs, carpets, or earth or sand blankets may be used as a curing medium to retain the moisture during the curing period.
2. Waterproof Membrane Method for Slabs. All slabs shall be saturated such that free moisture occurs over the entire area. After dampening, slabs shall be immediately covered with curing paper lapped 4 inches at all joints and sealed with adhesive tape or waterproof glue. Curing paper shall remain in place for not less than 10 calendar days. Curing floor slab with chemical hardener/sealer may be used. Application shall be promptly in accordance with the manufacturer's instructions. Impervious sheeting is then applied over the slabs with sealed laps, and planks are laid over the slab to prevent injury from traffic.
3. Use an approved Liquid Membrane-Forming Curing Compound. Applica- tion shall commence immediately following completion of specified finish- ing. When applying compound, the surfaces shall be damp but shall be free from standing water. Using pressurized spray equipment, apply as recommended by Manufacturer. Curing compounds shall not be used on surfaces when their use may be detrimental to bonding of concrete, caulking and sealants or the specified surface hardener.
4. Forms-in-Place Method: Keep formed concrete surfaces continuously wet both in forms and after removal of forms for at least seven (7) days after placing. Wood forms and any metal forms exposed to the sun shall be kept wet. If forms are removed prior to expiration of curing period, ex- posed concrete surfaces shall be kept continuously wet by means of fog sprays or non-staining cotton or burlap mats kept moist or by approved curing compound.
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5. Difficult Access: For formed concrete surfaces that have access difficul- ties, Contractor shall provide a method for concrete curing to City Repre- sentative for review and approval.
B. Protection:
1. All concrete placed in forms shall have a temperature of between 50°F and 70°F and adequate means shall be provided for maintaining this temperature for as much time as is necessary to ensure proper curing of the concrete. The housing, covering or other protection used in connec- tion with curing shall remain in place and intact at least 24 hours after the artificial heating is discontinued.
2. Wherever practicable, finished surface and slabs shall be protected from the direct rays of the sun to prevent checking and crazing. During hot weather, as defined in ACI 305R, the Contractor shall implement the re- quirements of ACI 305R.
3.6 REPAIR OF SURFACE DEFECTS
A. Immediately after removing forms, all concrete surfaces shall be inspected and any pour joints, voids, rock pockets, tie holes, etc., shall be patched within 48 hours after removal of forms, but not until surfaces have first been examined by the City Representative.
B. If rock pockets, in the opinion of the City Representative, are of such an extent or character as to affect the strength of the structure materially or does not provide adequate protection of steel reinforcement, the City Representative may declare the concrete defective and require the removal and replacement of the portions of the structure affected at the Contractor’s expense.
C. Sacking: Tie holes, superficial air voids and irregularities shall be filled solid with a cement mortar grout with all excess grout “sacked” off without the use of water.
The following formula (by volume) for cement grout shall be used for this pur- pose:
5 ½ parts sand
2 ½ parts Portland
Cement 1 ½ parts lime
hydrate
Care shall be taken in the application of the grout and in sacking the excess grout from the surface in order that all voids are filled without grout built up on the smooth surface.
D. Patching: Honeycombed or otherwise defective areas shall be cut out to solid concrete to a depth of not less than 1 inch. The edges of the cut shall be perpen- dicular to the surface of the concrete. After cleaning the exposed concrete by air-
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blasting, saturate the area to be patched and at least 6 inches adjacent thereto with water before placing the mortar. Mix the mortar approximately one hour be- fore placing and remix occasionally during this period with a trowel without the addition of water. A grout of cement and water mixed to the consistency of paint shall then be brushed on to the surfaces to which the mortar is to be bonded. The mortar shall be compacted into place and screeded slightly higher than the sur- rounding surface. Finish patches on exposed surfaces to match the adjoining surfaces, after they have set for an hour or more. Cure patches as specified for the concrete. Application of patch mortar shall be in accordance with ACI 301.
Patchwork mixture shall match adjacent surfaces in color and texture. Determine exact mix by trial mixtures before patching, and obtain approval of mix proposed prior to application.
E. Site-Mixed Portland Cement Repair Mortar: Mix repair mortar using the same materials as concrete to be patched, with no coarse aggregate. For repairs in ex- posed concrete, make a trial batch and check color compatibility of repair materi- al with surrounding concrete. Use a repair mortar at a stiff consistency with no more mixing water than necessary for handling and placing.
3.7 FIELD QUALITY CONTROL
A. Certification: In addition to the information specified in ASTM C94 to be provided on the delivery ticket with each batch of concrete, provide the following infor- mation on the same ticket:
1. Reading of the revolution counter at the first addition of aggregates to the mixer.
2. Times of day at which cement and aggregates are first intermingled, and at which water and cement are first intermingled.
3. Mix identification.
4. Weight of cement, aggregate, water and admixtures, and aggregate size.
5. Indicate that all ingredients are as previously approved for use.
B. Testing:
1. Compression Tests: Work related to compression tests shall be per- formed by the City Testing and Inspection Agency. During progress of work, 4 compression test cylinders shall be taken for each placement of 150 cubic yards or 5,000 square feet of surface area for slabs or walls, or fraction thereof of each class of concrete placed each day. Make, cure and store test cylinders as per ASTM C31. One cylinder shall be tested at 7 days for information; two at 28 days for acceptance; and the fourth held in reserve. Cylinders will be numbered in sets (1A, 1B, 1C, 1D) and a record kept on extent of pour represented by each set and type of con- crete tested. Cylinders will be tested in accordance with ASTM C39. If
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any test report indicates 28-day specimen below required strength level (within standard of acceptability established by ACI 318), and if required by City Representative, the Testing Agency will take test cores of hard- ened concrete in accordance with ASTM C42. Such concrete shown to be defective shall be removed and replaced. Cost of core tests, repairs and removal and replacement of defective concrete shall be paid by the Con- tractor.
2. Slump Test: Slump tests will be performed as per ASTM C143 at time of taking test cylinders.
C. Inspection:
1. The Contractor shall advise the City Representative of his readiness to proceed at least 72 hours prior to each concrete placement. No place- ment shall be made without the inspection and acceptance of the City Representative.
2. When forms are removed, voids, stone pockets and other defects shall not be remedied until the City Representative has inspected them and given directions.
3. Continuous special inspection by a Special Inspection and Testing Agen- cy is required during concrete placement. As a minimum, two special in- spectors are required – one at the concrete truck/pump and one at the point of concrete placement.
3.8 DEFECTIVE CONCRETE PATCHING AND REPAIRS
A. Concrete shall be considered defective for the following reasons:
1. Failure of finished concrete profiles, and dimensional tolerances, to con- form to the requirements specified in the Formwork section of this specifi- cation or the requirements specified in ACI 117, whichever is more critical for the surface or profile being considered.
2. Failure to meet the specified cylinder strength requirements set forth in paragraph 16.5.1 of ASTM C94.
3. Concrete showing cracks, rock pockets, voids, spalls or other defects that adversely affect the structural adequacy of the concrete.
B. All defective concrete shall be subject to removal and replacement by the Con- tractor, at his expense, unless it is determined by the City Representative that it can be patched as specified below or that the location of this defective concrete is not detrimental to the function and the appearance of the structure.
C. As directed by the City Representative, the Contractor shall take cores, as need- ed, from any questionable area in the concrete work, for determination of con-
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crete quality. The Contractor shall repair all core holes as required. Core speci- mens shall be drilled and tested in accordance with the requirements of ASTM C42. The results of tests on such cores shall be the basis for acceptance, rejec- tion or determining the continuation of concrete work.
3.9 DAMAGED WORK
A. Before final acceptance of the work, damaged surfaces, corners of concrete, and concrete finish, whether such damage shall have resulted from the action of the elements or from any cause whatsoever, shall be neatly repaired. Any damaged places where surface repairs are permitted shall be brought to a smooth, dense, watertight condition to the satisfaction of the City Representative.
3.10 CLEAN-UP
A. Remove from site all debris resulting from the work of this section.
B. Ensure removal of bituminous materials, form release agents, bond breakers, curing compounds or other materials employed in work of concreting which would otherwise prevent proper application of sealants, liquid waterproofing, or other delayed finishes or treatments.
C. Where cleaning is required, take care not to damage surrounding surfaces or leave residue from cleaning agents.
END OF SECTION
MSE 2021-38 PRECAST CONCRETE October 2024
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SECTION 03 40 00
PRECAST CONCRETE
PART 1 - GENERAL
1.1 SCOPE
A. The Contractor shall construct all precast concrete items as required in the Con- tract Documents, including all appurtenances necessary to make a complete in- stallation.
1.2 RELATED SECTIONS
A. Section 03 20 00 – Concrete Reinforcing
B. Section 03 30 00 – Cast-In-Place Concrete
C. Section 05 13 00 – Stainless Structural Steel
1.3 REFERENCED CODES AND STANDARDS
A. California Building Code (CBC) 2019
B. ACI 318-14 Building Code Requirements for Structural Concrete C. PCI Standard MNL-116 – Manual for Quality Control for Plants and Production of Precast and Prestressed Concrete Products (Current Version) D. PCI Design Handbook MNL-120-17
1.4 SUBMITTALS
The Contractor shall submit the following for review
A. Shop drawings for all precast concrete items showing all dimensions, locations, and type of lifting inserts, and details of reinforcement and joints B. A list of the design criteria used by the manufacturer for all manufactured, pre- cast items.
C. Design calculations, showing at least the design loads and stresses on the item, shall be submitted. Calculations shall be signed and sealed by a Professional Engineer registered in the State of California.
D. Certified reports for all lifting inserts, indicating allowable design loads.
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E. Information on lifting and erection procedures.
1.5 QUALITY ASSURANCE
A. All manufactured precast concrete units shall be produced by an experienced manufacturer regularly engaged in the production of such items. All manufac- tured precast concrete and site cast units shall be free of defects, spalls, and cracks. Care shall be taken in the mixing of materials, casting, curing, and ship- ping to avoid any of the above. The Engineer or City Representative may elect to examine the units at the casting yard or upon arrival of the same at the site. The City Representative shall have the option of rejecting any or all of the precast work if it does not meet with the requirements specified herein or on the Draw- ings. All rejected work shall be replaced at no additional cost to the Owner.
B. Plant production and engineering must be under direct supervision and control of an Engineer who possesses a minimum of five years experience in precast con- crete work.
PART 2 - PRODUCTS
2.1 CONCRETE
A. Concrete materials including portland cement, aggregates, water, and admix- tures shall conform to Section 03 30 00, Cast-in-Place Concrete.
B. For non-prestressed concrete items, minimum compressive strength of concrete at 28 days shall be 4,000 psi unless otherwise specified.
2.2 GROUT
A. Grout for joints between panels shall be a cement grout in conformance with Section 03 60 00, Grout.
B. Minimum compressive strength of grout at 7 days shall be 4,000 psi
2.3 REINFORCING STEEL
A. Reinforcing steel used for precast concrete construction shall conform to Section 03 20 00, Concrete Reinforcing.
2.4 STEEL INSERTS
A. Steel inserts shall be in accordance with Section 05 13 00, Stainless Structural Steel.
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PART 3 - EXECUTION
3.1 FABRICATION AND CASTING
A. All precast members shall be fabricated and cast to the shapes, dimensions and lengths shown on the Drawings and in compliance with PCI MNL-116. Precast members shall be straight, true and free from dimensional distortions, except for camber and tolerances permitted later in this clause. All integral appurtenances, reinforcing, openings, etc., shall be accurately located and secured in position with the form work system. Form materials shall be steel and the systems free from leakage during the casting operation.
B. All cover of reinforcing shall be the same as detailed on the Contract Drawings.
C. The Contractor shall coordinate the communication of all necessary information concerning openings, sleeves, or inserts to the manufacturer of the precast members.
D. Curing of precast members shall be in accordance with Section 03 30 00.
E. The manufacturer shall provide lifting inserts or other approved means of lifting members.
3.2 HANDLING, TRANSPORTING AND STORING
A. Precast members shall not be transported away from the casting yard until the concrete has reached the minimum required 28 day compressive strength and a period of at least 5 days has elapsed since casting, unless otherwise permitted by the City Representative.
B. No precast member shall be transported from the plant to the job site prior to ap- proval of that member by the plant inspector. This approval will be stamped on the member by the plant inspector.
C. During handling, transporting, and storing, precast concrete members shall be lifted and supported only at the lifting or supporting points as indicated on the shop drawings.
D. All precast members shall be stored on solid, unyielding, storage blocks in a manner to prevent torsion, objectionable bending, and contact with the ground.
E. Precast concrete members shall not be used as storage areas for other materials or equipment.
F. Precast members damaged while being handled or transported will be rejected or shall be repaired in a manner approved by the City Representative.
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3.3 ERECTION
A. Erection shall be carried out by the manufacturer or under his supervision using labor, equipment, tools and materials required for proper execution of the work.
B. Contractor shall prepare all bearing surfaces to a true and level line prior to erec- tion. All supports of the precast members shall be accurately located and of re- quired size and bearing materials.
C. Installation of the precast members shall be made by leveling the top surface of the assembled units keeping the units tight and at right angles to the bearing sur- face.
D. Grouting between adjacent precast members and along the edges of the assem- bled precast members shall be accomplished as indicated on the drawings, care being taken to solidly pack such spaces and to prevent leakage or droppings of grout through the assembled precast members. Any grout which seeps through the precast members shall be removed before it hardens.
E. In no case shall concentrated construction loads, or construction loads exceeding the design loads, be placed on the precast members. In no case shall loads be placed on the precast members prior to the welding operations associated with erection, and prior to placing of topping (if required).
F. No Contractor, Subcontractor or any of his employees shall arbitrarily cut, drill, punch or otherwise tamper with the precast members.
G. Precast members damaged while being erected will be rejected or shall be re- paired in a manner approved by the City Representative.
END OF SECTION
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SECTION 03 60 00
GROUTING
PART 1 - GENERAL
1.1 SUMMARY
A. This specification section governs the furnishing, materials, production, and ap- plication of the following:
1. Cementitious grout
2. Epoxy grout
3. Epoxy adhesive
1.2 RELATED SECTIONS
A. Section 03 30 00 – Cast-In-Place Concrete
B. Section 05 05 19 – Post-Installed Concrete Anchors
1.3 REFERENCED CODES AND STANDARDS
A. California Building Code (CBC) 2019
B. American Concrete Institute (ACI) Standards
1. 503.2-92(03) – Standard Specification for Bonding Plastic Concrete to Hardened Concrete with a Multi-Component Epoxy Adhesive C. American Society for Testing and Materials (ASTM) International Standards
1. C33/C33M – Standard Specification for Concrete Aggregates
2. C109/C109M – Standard Test Method for Compressive Strength of Hy- draulic Cement Mortars
3. C157/C157M – Standard Test Method for Length Change of Hardened Hydraulic-Cement Mortar and Concrete
4. C579 – Standard Test Methods for Compressive Strength of Chemical- Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes
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5. C827/C827M – Standard Test Method for Change in Height at Early Ages of Cylindrical Specimens of Cementitious Mixtures
6. C881/C881M – Specification for Epoxy-Resin-Base Bonding Systems for Concrete
7. C1090/C1090M – Standard Test Method for Measuring Changes in Height of Cylindrical Specimens of Hydraulic Cement Grout
8. C1107/1107M – Standard Specification for Packaged Dry, Hydraulic Ce- ment Grout (Nonshrink)
D. U.S. Army Corps of Engineers, Concrete Research Division (CRD)
1. CRD-C 620 – Standard Method of Sampling Fresh Grout
2. CRD-C 621 – Specification for Non-shrink Grout
1.4 SUBMITTALS
The Contractor shall submit the following to the City Representative for review in accordance with the provisions of Division 1.
A. Product Data: Submit manufacturer’s product data and installation instructions.
B. Certification: Submit certificates of compliance or laboratory test reports which in- dicate the following:
1. Materials used in the grout are free from metallic components and corro- sion-producing elements.
2. Materials meet specified shrinkage and compressive strength require- ments.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Cementitious Grout: Pre-packaged, non-shrink, non-metallic, non-corrosive ce- ment-based grout conforming to the following requirements:
1. ASTM C1107 and CRD-C621
2. Grout shall be manufactured specifically for use in supporting heavy loads (loads in excess of 300 pounds per square foot concentrated load or 100 pounds per square foot uniform load). Grout: ASTM C1107, Grade A, B, or C, as appropriate for the condition or circumstance.
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3. Shrinkage at twenty-eight (28) days: No shrinkage before hardening (0.00 shrinkage when tested in accordance with ASTM C827); no shrinkage af- ter hardening (0.00 shrinkage when tested in accordance with CRD- C621).
4. Compressive strength, minimum:
At three (3) days
2,500 psi
At twenty-eight (28) days
4,000 psi
5. Initial setting time, after addition of water: Approximately one (1) hour at seventy (70) degrees F.
6. Provide non-sag trowelability or flowability as necessary for the particular application.
7. Aggregate for cement grout: Fine aggregate, ASTM C33, except maxi- mum size of sand not larger than ½ the size of the recess, hole, or space where grout is to be placed.
B. Water: Clean, potable, and containing no substances deleterious to the grout.
C. High Strength Epoxy Grout: Pre-packaged, non-shrink, non-metallic, non- corrosive epoxy grout conforming to the following requirements:
1. Shrinkage at twenty-eight (28) days: None (0.00 shrinkage when tested in accordance with ASTM C827) with a minimum effective bearing area of ninety-five (95) percent coverage of the tested base plate.
2. Compressive strength, minimum: 7,000 psi at twenty-eight (28) days when tested in accordance with ASTM C579.
3. Initial setting time: Approximately one (1) hour at seventy (70) degrees F.
4. Provide flowable consistency as necessary for the particular application.
5. Epoxy grouts which are volatile and which give off noxious fumes are not acceptable.
D. Epoxy Adhesives: Two-part, pre-packaged epoxy adhesive conforming to the fol- lowing requirements:
1. Bonding Agent and Concrete Repairs: Non-sagging materials that con- form to ACI 503.2 and ASTM C881.
E. Curing materials shall be in accordance with Section 03 30 00.
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PART 3 - EXECUTION
3.1 SURFACE PREPARATION
A. Concrete surfaces to receive grout shall be prepared by chipping, sandblasting, water blasting, or other accepted methods to remove defective concrete, lai- tance, dirt, oil, grease, and other foreign matter to achieve sound, clean concrete surfaces. Lightly roughen concrete for bond, but not enough to interfere with proper placement of grout.
B. Cover concrete areas with protective waterproof covering until ready to place grout.
C. Remove foreign matter from steel surfaces to be in contact with grout. Clean con- tact steel surfaces as necessary by wire brushing and wiping dust clean.
D. Align and level components in position at the proper elevation by steel wedges or double nuts on the anchor bolts and maintain in final position until grout place- ment is complete and accepted.
E. Install form for grout around the column base plates and other spaces to be grouted. The tops of such forms shall be one inch above the surfaces to grouted or as noted on the Contract Drawings.
F. Remove protective waterproof covering and clean contaminated surfaces imme- diately before grouting.
G. Provide air-relief holes in large baseplates and in baseplates where underneath obstructions may cause air entrapment.
H. Saturate concrete surfaces with clean water, and remove excess water immedi- ately before grouting.
I. Where necessary or appropriate for better bond, epoxy adhesive may be applied to clean, dry substrate surfaces in accordance with applicable requirements of ACI 503.2.
3.2 MEASUREMENT OF INGREDIENTS
A. Measurements for cement grout shall be made accurately by volume using con- tainers. Shovel measurement shall not be allowed.
B. Prepackaged grouts shall have ingredients measured by means recommended by the manufacturer.
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3.3 MIXING
A. Mix grout ingredients for both cementitious grout and epoxy grout in accordance with the respective manufacturer’s mixing instructions and recommendations. Mix grout materials in proper mechanical mixers.
B. Mix grout as close to work area as possible.
3.4 PLACING GROUT
A. Place grout in accordance with manufacturer’s installation instructions and rec- ommendations. Pour grout from one side only until grout rises at least one inch above the plate on opposite side of said plate. Strapping and plunging or other recommended method may be used to force grout to flow under the entire area.
B. The consistency of grout shall be as necessary to completely fill the space to be grouted for the particular application. Dry pack consistency is such that the grout is plastic and moldable but will not flow. Where “dry-pack” is required by the Drawings, it shall mean a grout of that consistency; the type of grout to be used shall be as indicated herein for the particular application.
C. Neatly trowel edges of grout base, tapered at an angle of sixty (60) degrees when measured from the horizontal, or as indicated in the Contract Drawings.
Provide dry-pack cementitious grout where additional grout is required for shoul- ders.
D. Do not remove leveling shims for at least forty-eight (48) hours after grout has been placed.
E. After shims have been removed, if used, fill voids with grout, packing the material with a suitable tool.
F. Do not use grout which has begun to set or if more than one hour has elapsed af- ter initial mixing.
3.5 QUALITY ASSURANCE
A. Cementitious Grout:
1. Inspections: Perform special inspection of grout mixing and placement by a certified Special Inspection Agency as specified in the Contract Draw- ings or as required by the City Representative.
2. Tests: Perform shrinkage and compressive strength tests by a certified Testing Laboratory as specified in the Contract Drawings or as required
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by the City Representative. Sampling and testing of grout shall conform to applicable ASTM or CRD-C 620 requirements.
B. Epoxy Grout:
1. Inspections: Perform special inspection of grout mixing and placement by a certified Special Inspection Agency as specified in the Contract Draw- ings or as required by the City Representative.
2. Tests: Perform shrinkage and compressive strength tests by a certified Testing Laboratory as specified in the Contract Drawings or as required by the City Representative. Sampling and testing of grout shall conform to applicable ASTM C579 and ASTM C827.
END OF SECTION
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SECTION 05 05 19
POST-INSTALLED CONCRETE ANCHORS
PART 1 - GENERAL
1.1 SUMMARY
A.This specification section governs the furnishing of materials, labor, equipment, and services necessary for the installation of reinforcing bars, steel rods threaded full length, or anchor bolts into existing concrete.
1.2 RELATED SECTIONS
A.Section 03 20 00 – Concrete Reinforcing
B.Section 03 30 00 – Cast-In-Place Concrete
1.3 REFERENCED CODES AND STANDARDS
A.California Building Code (CBC) 2019
B.American Concrete Institute (ACI) Standards
1.318-14 – Building Code Requirements for Structural Concrete
2.355.2-07 – Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary
C.American Society for Testing and Materials (ASTM) International Standards
1.A36/A36M – Standard Specification for Carbon Structural Steel
2.A153/A153M – Standard Specification for Zinc Coating (Hot Dip) on Iron and Steel Hardware
3.A193/A193M – Standard Specification for Alloy Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and Other Special Purpose Applications
4.A307 – Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength
5.A510/A510M – Standard Specification for General Requirements for Wire Rods and Coarse Round Wire, Carbon Steel
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6.A615/A615M – Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement
7.B633 – Standard Specification for Electrodeposited Coatings of Zinc on Iron and Steel
8.B695 – Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel
9.C881/C881M – Specification for Epoxy-Resin-Base Bonding Systems for Concrete
10.C882/C882M – Standard Test Method for Bond Strength of Epoxy Resin Systems used with Concrete by Slant Shear
11.D695 - Standard Test Method for Compressive Properties of Rigid Plastics
12.E488/E488M – Standard Test Methods for Strength of Anchors in Concrete Elements
13.E1512 – Standard Test Methods for Testing Bond Performance of Bonded Anchors
14.F593 – Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs
D.International Code Council (ICC) Acceptance Criteria
1.ICC AC 193 – Acceptance Criteria for Mechanical Anchors in Concrete Elements
2.ICC AC 308 – Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements
1.4 SUBMITTALS
A.The Contractor shall submit the following to the City Representative for review in accordance with the provisions of Division 1.
1)Product Data: Submit manufacturer’s product data and installation instructions and manufacturer's recommended application procedures for product.
2)Test Reports: Submit ICC-ES Evaluation Report (ESR) for each product.
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B.QUALITY CONTROL
1)Installer Qualifications: Drilled-in anchors shall be installed by a Contractor with at least five (5) years of experience performing similar installations.
2)Installer Training: Conduct a thorough training with the manufacturer or the manufacturer’s representative for the Contractor on the project. Training to consist of a review of the complete installation process for drilled-in anchors, to include but not limited to:
a)Hole drilling procedure
b)Hole preparation & cleaning technique
c)Adhesive injection technique & dispenser training / maintenance d)Rebar dowel preparation and installation
e)Proof loading/torquing
3)All installation of anchors in hardened concrete shall be inspected by a Special Inspector.
4)Special inspection and testing of anchors/dowels shall be provided per Contract Drawings.
C.DELIVERY, STORAGE AND HANDLING
1)Deliver products to job site in manufacturer’s or distributor’s packaging undamaged, complete with installation instructions. 2)Protect and handle materials in accordance with manufacturer’s recommendations to prevent damage or deterioration.
3)Ensure storage facilities are weather-tight and dry.
4)Do not use remnant portions of epoxy solids exposed to air or mixed beyond pot life.
PART 2 - PRODUCTS
2.1 MATERIALS
A.Fasteners and Anchors:
1.Bolts and Studs: ASTM A307; ASTM A449 where “high strength” is indicated on the Drawings
2.Carbon and Alloy Steel Nuts: ASTM A563
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3.Carbon Steel Washers: ASTM F436
4.Carbon Steel Threaded Rod: ASTM A36; ASTM A 193 Type B7; or ASTM F1554
5.Wedge Anchors: ASTM A510; or ASTM A108
6.Stainless Steel Bolts, All Thread Rod, Hex Cap Screws, and Studs: ASTM F593 CW1 or CW2
7.Stainless Steel Nuts: ASTM F594 CW1 or CW2
8.Zinc Plating: ASTM B633
9.Hot-Dip Galvanizing: ASTM A153
10.Reinforcing Dowels: ASTM A615
2.2 DRILLED-IN ANCHORS
A.Wedge Anchors: Wedge type, torque-controlled, with impact section to prevent thread damage complete with required nuts and washers. Provide anchors with length identification markings conforming to ICC ES AC193. Type and size as indicated on Contract Drawings.
1.Interior Use: Unless otherwise indicated on the Drawings, provide carbon steel anchors with zinc plating in accordance with ASTM B633, Type III Fe/Zn 5 (SC1).
2.Exterior Use: As indicated on the Drawings, provide stainless steel anchors. Stainless steel anchors shall be AISI Type 316 stainless steel provided with stainless steel nuts and washers of matching alloy group and minimum proof stress equal to or greater than the specified minimum full- size tensile strength of the externally threaded fastener. Stainless steel nuts shall conform to ASTM F594 unless otherwise specified. Avoid installing stainless steel anchors in contact with galvanically dissimilar metals.
3.Where anchor manufacturer is not indicated, subject to compliance with requirements and acceptance by the City Representative, provide the following or approved equal:
a.Hilti Kwik Bolt TZ, ICC-ES ESR-1917 (carbon steel and AISI Type 316 Stainless Steel).
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b.Simpson Strong-Bolt 2, ICC-ES ESR-3037 (carbon steel and AISI Type 316 Stainless Steel).
B.Cartridge Injection Adhesive Anchors: Threaded steel rod, inserts or reinforcing dowels, complete with nuts, washers, polymer or hybrid mortar adhesive injection system, and manufacturer’s installation instructions. Type and size as indicated on Drawings.
1.Interior Use: Unless otherwise indicated on the Drawings, provide carbon steel threaded rods conforming to ASTM A36, ASTM A 193 Type B7, or ASTM F1554 Gr. 36 – unless otherwise noted in construction documents.
2.Exterior Use: As indicated on the Drawings, provide stainless steel anchors. Stainless steel anchors shall be AISI Type 316 stainless steel provided with stainless steel nuts and washers of matching alloy group and minimum proof stress equal to or greater than the specified minimum full- size tensile strength of the externally threaded fastener. All nuts shall conform to ASTM F594 unless otherwise specified. Avoid installing stainless steel anchors in contact with galvanically dissimilar metals.
3.Reinforcing dowels shall be A615 Grade 60.
4.Where anchor manufacturer is not indicated, subject to compliance with requirements and acceptance by the City Representative, provide the following or approved equal:
a.Hilti HAS threaded rods with HIT-RE 500 V3 Injection Adhesive Anchoring System for anchorage to concrete, ICC-ES ESR-3814. b.Threaded rod anchor with Simpson SET-3G, ICC-ES ESR-4057.
PART 3 - EXECUTION
3.1 EXAMINATION
A.Examine areas to be drilled and verify access conditions, existing materials and interferences.
3.2 PREPARATION
A.Protect existing exposed surfaces from grouting operations.
B.Clean dowels free of grease, paint and mill scale by wire brushing or washing with petroleum solvents as required. If solvents are used, surfaces shall be completely dry prior to installation.
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3.3 INSTALLATION
A.Drilled-In Anchors:
1.Drill holes with rotary impact hammer drills using carbide-tipped bits, hollow drill bit system, or core drills using diamond core bits. Drill bits shall be of diameters as specified by the anchor manufacturer. Unless otherwise shown on the Drawings, all holes shall be drilled perpendicular to the concrete surface.
a.Cored Holes: Where anchors are permitted to be installed in cored holes, use core bits with matched tolerances as specified by the manufacturer. Properly clean cored hole per manufacturer’s instructions. Only use cored holes were specifically identified in the construction documents or as recommended by the engineer. b.Embedded Items: Identify position of reinforcing steel and other embedded items prior to drilling holes for anchors. Exercise care in coring or drilling to avoid damaging existing reinforcing or embedded items. Notify the City Representative if reinforcing steel or other embedded items are encountered during drilling. Take precautions as necessary to avoid damaging prestressing tendons, electrical and telecommunications conduit, and gas lines. c.Base Material Strength: Unless otherwise specified, do not drill holes in concrete or masonry until concrete, mortar, or grout has achieved full design strength.
2.Perform anchor installation in accordance with manufacturer instructions.
3.Cartridge Injection Adhesive Anchors: Clean all holes per manufacturer instructions to remove loose material and drilling dust prior to installation of adhesive. Inject adhesive into holes proceeding from the bottom of the hole and progressing toward the surface in such a manner as to avoid introduction of air pockets in the adhesive. Follow manufacturer recommendations to ensure proper mixing of adhesive components.
Sufficient adhesive shall be injected in the hole to ensure that the annular gap is filled to the surface. Remove excess adhesive from the surface.
Shim anchors with suitable device to center the anchor in the hole. Do not disturb or load anchors before manufacturer specified cure time has elapsed.
4.Observe manufacturer recommendations with respect to installation temperatures for cartridge injection adhesive anchors.
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3.4 REPAIR OF DEFECTIVE WORK
A.Remove and replace misplaced or malfunctioning anchors. Fill empty anchor holes and patch failed anchor locations with high-strength non-shrink, nonmetallic grout. Anchors that fail to meet proof load or installation torque requirements shall be regarded as malfunctioning.
3.5 PROTECTION
A.Protect grouted dowels from accidental disturbance during curing time specified by manufacturer or for twelve (12) hours minimum, whichever is greater.
B.Do not place pull-out or shear loads on dowels for minimum three (3) days after grouting.
3.6 QUALITY ASSURANCE
A.Inspection and testing will be performed in accordance the 2019 California Building Code.
B.Testing and Inspection Agency shall:
1.Review manufacturer's recommended application procedures.
2.Periodically inspect installation for conformance with Contract Drawings and manufacturer's recommendations.
END OF SECTION
MSE 2021-38 STRUCTURAL STEEL FRAMING October 2024
City of Hollister IWTP/Bridge Rd
Stormwater Improvements Page 05 12 00 - 1 Rev-A
SECTION 05 12 00
STRUCTURAL STEEL FRAMING
PART 1 - GENERAL
1.1 SECTION INCLUDES
A.This specification section governs the furnishing, materials, storage and handling, and erection of structural steel and miscellaneous metal, including, but not limited to, columns, beams, plates, and anchor bolts.
1.2 RELATED SECTIONS
A.Section 05 05 19 – Post-Installed Concrete Anchors
1.3 REFERENCED CODES AND STANDARDS
A.California Building Code (CBC) 2019
B.American Institute of Steel Construction (AISC)
1.Steel Construction Manual, 14th Edition
2.AISC 360-10 – Specification for Structural Steel Buildings.
3.AISC 41-10 – Seismic Provisions for Structural Steel Buildings, including all supplements.
4.AISC 303-10 – Code of Standard Practice for Structural Steel Buildings and Bridges
5.Specification for Structural Joints Using ASTM A325 or A490 Bolts C.American Society for Testing and Materials (ASTM) International Standards
1.A36/A36M – Standard Specification for Carbon Structural Steel
2.A53/A53M – Standard Specification for Pipe, Steel, Black and Hot- Dipped, Zinc Coated, Welded and Seamless
3.A123/A123M – Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
4.A307– Standard Specification for Carbon Steel Bolts, Studs, and Threaded Rod 60,000 psi Tensile Strength
MSE 2021-38 STRUCTURAL STEEL FRAMING October 2024
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5.A325– Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength
6.A449 – Standard Specification for Hex Cap Screws, Bolts and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General Use
7.A500/A500M – Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes
8.A563 – Standard Specification for Carbon and Alloy Steel Nuts
9.A572/A572M – Standard Specification for High-Strength Low-Alloy Columbium- Vanadium Structural Steel
10.A780/A780M – Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings
11.A992/A992M – Standard Specification for Structural Steel Shapes
12.F436 – Standard Specification for Hardened Steel Washers
13.F1554 – Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength
14.F3125/F3125 – Standard Specification for High Strength Structural Bolts, Steel and Alloy Steel, Heat Treated, 120 ksi (830 MPa) and 150 ksi (1040 MPa) Minimum Tensile Strength, Inch and Metric Dimensions
D.American Welding Society (AWS)
1.AWS D1.1 – Structural Welding Code – Steel, Latest Edition
2.AWS D1.8 – Structural Welding Code – Seismic Supplement, Latest Edition E.National Association of Architectural Metal Manufacturers (NAAMM)
1.Pipe Railing System Manual, Latest Edition
F.Society for Protective Coatings (SSPC)
1.SP 2 – Hand Tool Cleaning
2.SP 3 – Power Tool Cleaning
3.SP 6 – Commercial Blast Cleaning
MSE 2021-38 STRUCTURAL STEEL FRAMING October 2024
City of Hollister IWTP/Bridge Rd
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1.4 SUBMITTALS
A.Submittals shall be in accordance with Division 1.
B.Shop Drawings:
1.Contractor shall submit the structural steel shop drawings to City Representative for review and approval, showing list of materials, sizes, and dimensions.
2.Contractor shall coordinate with architectural, structural, mechanical, and electrical Contract Drawings for the location of penetrations.
3.Structural steel shall not be fabricated or erected before the shop drawings are reviewed and approved by the City Representative, and returned to the Contractor. Such review does not relieve the Contractor from the full responsibility for both the accuracy of these shop drawings, and the accurate and complete erection of the work.
4.Shop drawings shall not be reproductions of the Contract Documents, nor shall they use or incorporate reproductions of parts of the Contract Documents.
C.Mill Test Reports: Certified mill test reports (tensile and bending), for each heat or melt of steel, showing physical and chemical analyses, shall be submitted to the City Representative for review and approval before the material delivery to the job site.
D.Welding Procedure Specifications (WPS) and Procedure Qualification Records (PQRs): Provide in accordance with AWS D1.1 for each welded joint, including the following:
1.Power source (constant current or constant voltage).
2.Electrode manufacturer and trade name, for demand critical welds.
E.Welder Certification: Contractor shall submit welder certification and qualifications for all welders for this work.
1.5 QUALITY ASSURANCE
A.Fabricator Qualifications: A qualified fabricator that participates in the AISC Quality Certification Program and is designated an AISC-Certificated Plant, Category STD, or is accredited by the IAS Fabricator Inspection Program for Structural Steel (AC 172).
B.Installer Qualifications: A qualified installer who participates in the AISC Quality Certification Program and is designated an AISC-Certified Erector.
MSE 2021-38 STRUCTURAL STEEL FRAMING October 2024
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C.Shop-Painting Applicators: Qualified according to AISC’s Sophisticated Paint or to SSPC-QP 3, “Standard Procedure for Evaluating Qualifications of Shop Painting Applicators.” D.Welding:
1.Performed by certified welders in compliance with AWS D1.1.
2.Welders shall be duly qualified (test passed in the preceding 12 months) in the position in which they are to weld and the qualifications and specifications for workmanship shall comply with the AWS D1.1.
E.Certifications:
1.Prior to fabrication or shipment of materials to the job site, furnish certification of the manufacturer of the structural steel that materials furbished meets or exceeds requirements of ASTM standards specified or noted on drawings for each type of materials
2.Prior to site welding operation, submit welders’ written certification and qualification.
F.Tolerances: All steel exposed to view shall be architectural steel, and tolerances as minimum shall comply with section 10 of AISC Code of Standard Practice.
G.Make field measurements as required prior to fabrication and installation.
H.Coordinate with other trades to ensure proper sequencing and fitting of construction.
I.Preassemble items in shop to greatest extent possible to minimize field splicing and assembly.
Disassemble units only as necessary for shipping and handling limitations. Clearly mark units for reassembly and coordination of installation.
1.6 CONTRACTORS QUALIFICATIONS
A.The contractor shall have a minimum of 5 years of proven experience in similar construction.
Submit job history to include description, quantity, owner, engineer, addresses and telephone numbers of references.
1.7 DELIVERY, STORAGE AND HANDLING
A.Exercise care during unloading, storage and erection to avoid damage. Dumping on the ground is not permitted.
B.Support material stored at the site completely free to the ground, and cover to avoid damage from the elements.
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PART 2 - PRODUCTS
2.1 GENERAL
A.To ensure proper fitting of the work, field-verify critical dimensions at the jobsite prior to preparing of Shop Drawings and before product fabrication begins. Field fabrication will not be permitted.
B.All exposed steel, including but not limited to steel beams, columns, plates and bolts, shall be galvanized (G90 Galvanized).
2.2 MATERIALS
A.Standard Structural Steel Shapes: ASTM A992
B.Steel Bars and Plates: ASTM A36
C.Steel Pipe Columns: ASTM A53, Grade B
D.Hollow Steel Sections (HSS): ASTM A500, Grade C
E.Shear Stud Connectors: ASTM A108
F.Machine Bolts: ASTM A307, Grade A
G.Anchor Rods: ASTM F1554, Grade 36
H.Threaded Rods: ASTM A36 or ASTM F1554, Grade 36
I.High Strength Bolts, Nuts, and Washers: ASTM A325 galvanized to ASTM A153 for galvanized components.
J.Welding Electrodes: E70xx conforming to AWS “Specification for Arc Welding Electrodes”.
PART 3 - EXECUTION
3.1 PREPARATION
A.Verification of Conditions:
1.Verify anchor bolt locations, grouting and elevation of base and setting plates, and other material set by other Trades before commencing work.
2.Notify City Representative of Work set by others which does not comply with specified tolerances. Do not erect materials upon such work until it has been satisfactorily corrected.
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3.2 ERECTION
A.Erect Work to the proper lines and levels, plumb and true, and in correct relation to other Work.
Maintain this condition to completion.
B.For steel columns, OSHA Section 1926.755 may require additional anchor bolts for stability during construction.
C.Connections:
1.Machine Bolting:
a.Fair-up holes with pins to align holes before bolting. b.Ream unfair holes to obtain
c.Enlargement of holes with drift pins or burning of new holes is not permitted. d.Draw bolts up tight after member are aligned and leveled, and set or deform threads to prevent loosening.
2.Welding:
a.Weld by shielding arc method per AWS standard code for arc and gas welding in building construction.
b.Submit certification that welders have passed AWS code qualification tests. c.Certification must be dated no earlier than 3 months prior to beginning of project.
d.Refer to Shop Drawings for weld size and dimensions.
e.Close joints exposed to weathering with continuous 1/8 inch weather welds. f.Grind smooth exposed welds, but grinding shall not reduce weld strength or required cross section.
g.Protect finish material from damage due to welding.
h.Remove unsatisfactory welds by chipping or arc air method.
3.Connect members temporarily and align completely before making permanent connections.
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a.Temporary conditions shall consist of bolts in not less than 1/3 of the holes and in no case less than 3 bolts in any single connection.
b.Surfaces in contact shall be thoroughly clean when assembled. c.Provide necessary temporary bracing and guying to align the structure properly for permanent connection and safely resist erection dead load and wind stress. d.Take particular care to have the work plumb and level (maximum tolerance 1 to 500 for interior member, 0 to 1000 for exterior members) before making permanent connection.
e.Remove bracing and guys only after permanent alignment and assembly and structure is capable of completely sustaining design and temporary construction loads.
D.Exposed Steel:
1.All exposed steel shall be hot-dipped galvanized.
2.Verify the condition of exposed steel after erection.
3.Exert particular care to provide a neat, accurate installation with members straight and true, corners and edge square, sharp and free from burrs and irregularities, adjacent members perfectly matched and no bolts or rivets exposed.
3.3 CLEANING
A.During the course of work and on completion of the work, remove excess materials, equipment and debris and dispose of away from premises.
B.Leave work ready to receive fireproofing when applicable.
END OF SECTION
MSE 2021-38 STAINLESS STRUCTURAL STEEL October 2024
City of Hollister IWTP/Bridge Rd
Stormwater Improvements Page 05 13 00 - 1 Rev-A
SECTION 05 13 00
STAINLESS STRUCTURAL STEEL
PART 1 - GENERAL
1.1 SCOPE
A.This specification section governs the furnishing, materials, production, and application of stainless structural steel work, as shown on Drawings, including notes and details showing size and location of members, typical connections, and types of stainless steel required.
1.2 RELATED SECTIONS
A.Section 03 60 00 – Grouting
B.Section 05 05 19 – Post-Installed Concrete Anchors
C.Section 05 12 00 – Structural Steel Framing
1.3 REFERENCED CODES AND STANDARDS
A.California Building Code (CBC) 2019
B.American Institute of Steel Construction (AISC)
1.Steel Construction Manual, 14th Edition
2.303-10 – Code of Standard Practice for Structural Steel Buildings and Bridges C.American Society for Testing and Materials (ASTM) International Standards
1.A276A276M – Standard Specification for Stainless Steel Bars and Shapes
2.A666 – Standard Specification for Annealed or Cold-Worked Austenitic Stainless Steel Sheet, Strip, Plate, and Flat Bar
3.F594– Standard Specification for Stainless Steel Nuts
4.F593 – Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs
MSE 2021-38 STAINLESS STRUCTURAL STEEL October 2024
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D.American Welding Society (AWS)
1.AWS D1.6 – Structural Welding Code – Stainless Steel, 2007 E.Society for Protective Coatings (SSPC)
1.SP 2 – Hand Tool Cleaning
2.SP 3 – Power Tool Cleaning
3.SP 6 – Commercial Blast Cleaning
1.4 SUBMITTALS
The Contractor shall submit the following to the City Representative for review in accordance with Division 01:
A.General: Submit the following in accordance with Division 01.
B.Product data or manufacturer’s specifications and installation instructions for following products.
Include laboratory test reports and other data to show compliance with specifications (including specified standards).
1.Type of stainless structural steel, including certified copies of mill reports covering chemical and physical properties, and names and locations of mills and shops.
2.Stainless steel bolts, including nuts and washers.
3.Welding Procedure Specifications.
4.Welder’s Certifications.
5.Weld Filler materials.
C.Shop drawings prepared under the supervision of a licensed Civil or Structural Engineer, including complete details and schedules for fabrication and assembly of stainless structural steel members, procedures, and diagrams.
1.Include details of cuts, connections, camber, holes, and other pertinent data. Indicate welds by standard AWS symbols and show size, length, and type of each weld.
2.Provide setting drawings, templates, and directions for installation of anchor rods and other anchors to be installed as work of other sections.
D.Test reports conducted on shop-welded connections (see Article 2.03 - Source Quality Control).
Include data on type(s) of tests conducted and test results.
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1.5 QUALITY CONTROL
A.Codes and Standards: Comply with provisions of the following, except as otherwise indicated:
1.AISI “Specifications for Type 316 Stainless Steel.”
2.American Welding Society (AWS) D1.6 “Structural Welding Code- Stainless Steel.” B.Qualifications for Welding Work: Qualify welding procedures and welding operators in accordance with AWS “Qualification” requirements and these specifications.
1.Provide certification that welders to be employed in work have satisfactorily passed AWS D1.6.
2.If re-certification of welders is required, re-testing will be the Contractor’s responsibility.
C.The stainless steel subcontractor shall demonstrate to the satisfaction of the City that minimum three (3) similar sizes of the projects with equal or more stainless steel or steel tonnage have been successfully completed within the last ten (10) years.
D.Prior to the proceeding with stainless steel shop drawings, the Contractor shall coordinate and schedule a pre-shop drawing submittal working meeting with the City’s representative to discuss the connection details and contractor proposed erection procedure.
1.6 DELIVERY, STORAGE AND HANDLING
A.Deliver materials to site at such intervals to ensure uninterrupted progress of work.
B.Store materials to permit easy access for inspection and identification. Keep stainless steel members off ground by using pallets, platforms, or other supports. Protect stainless steel members and packaged materials from corrosion and deterioration.
1.Do not store materials on structure in a manner that might cause distortion or damage to members or supporting structures. Repair the damaged materials and/or replace as required as directed.
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PART 2 - PRODUCTS
2.1 GENERAL
A.To ensure proper fitting of the work, field-verify critical dimensions at the jobsite prior to preparing of Shop Drawings and before product fabrication begins. Field fabrication will not be permitted.
2.2 MATERIALS
A.Stainless-Steel Sheet, Strip, Plate, and Flat Bars: ASTM A 666, Type 316.
B.Stainless Steel Bars and Shapes: ASTM A276, Type 316.
C.Steel Tubing: AISI, Type 316.
D.Steel Pipe: AISI, Type 316, round HSS
E.Threaded Rods: ASTM F 593, CW1 or CW2
1.Provide heavy hexagonal heads and nuts for all connections unless otherwise indicated.
F.Nuts: ASTM F 594, CW1 or CW2
G.Washers: ANSI B 18.22.1, TYPE A, plain
H.Electrodes for Welding: Comply with AWS D.1.6 code and these specifications. (1)E316 Series E316-X
2.3 FABRICATION
A.Shop Assembly: Preassemble items in the shop to greatest extent possible. Disassemble units only as necessary for shipping and handling limitations. Use connections that maintain structural value of joined pieces. Clearly mark units for reassembly.
B.Cut, drill, and punch metals cleanly and accurately. Remove burrs and ease edges to a radius of approximately 1/32-inch, unless otherwise indicated. Remove sharp or rough areas on exposed surfaces.
C.Form bent-metal corners to smallest radius possible without causing grain separation or otherwise impairing work.
D.Form exposed work true to line and level with accurate angles and surfaces and straight edges.
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E.Weld corners and seams continuously to comply with the following:
1.Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals.
2.Obtain fusion without undercut or overlap.
3.Remove welding flux immediately.
4.Finish exposed welds and surfaces smooth and blended so no roughness shows after finishing and contour of welded surface matches that of adjacent surface.
F.Cut, reinforce, drill, and tap metal fabrications as indicated to receive finish hardware and similar items.
2.4 SOURCE QUALITY CONTROL
A.Materials and fabrication procedures are subject to inspection and tests in mill, shop, and field, conducted by an Inspection and Testing Agency. Such inspections and tests will not relieve the Contractor of responsibility for providing materials and fabrication procedures in compliance with specified requirements.
1.Promptly remove and replace materials or fabricated components that do not comply or are rejected.
B.Design of Members and Connections: Details shown are typical; similar details apply to similar conditions, unless otherwise indicated.
C.All welds will be subject to testing and inspection. If welds are found to be defective, or non- compliance, Contractor shall make all necessary corrective measures at no cost to the City.
2.5 STAINLESS-STEEL FINISHES
A.Grind and polish surfaces to produce uniform, directionally textured, polished finish indicated, free of cross scratches. Run grain with long dimension of each piece.
PART 3 - EXECUTION
3.1 PREPARATION
A.Verification of Conditions:
1.Verify anchor bolt locations, grouting and elevation of base and setting plates, and other material set by other Trades before commencing work.
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2.Notify City Representative of Work set by others which does not comply with specified tolerances. Do not erect materials upon such work until it has been satisfactorily corrected.
3.2 INSTALLATION, GENERAL
A.Cutting, Drilling, Fitting, and Placement: Perform cutting, drilling, and fitting required for installing stainless steel fabrications. Set stainless steel fabrications accurately in location, alignment, and elevation; with edges and surfaces level, plumb, and true; and measured from established lines and levels.
B.Fit exposed connections accurately together.
C.Field Welding: Comply with the following requirements:
1.Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals.
2.Obtain fusion without undercut or overlap.
3.Remove welding flux immediately.
D.Fastening to In-Place Construction: Provide anchorage devices and fasteners where stainless steel fabrications are required to be fastened to in-place construction. Provide threaded fasteners for use with concrete.
END OF SECTION
MSE 2021-38 STAINLESS STEEL WIRE ROPE October 2024
City of Hollister IWTP/Bridge Rd
Stormwater Improvements Page 05 14 00 - 1 Rev-A
SECTION 05 14 00
STAINLESS STEEL WIRE ROPE
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Stainless steel structural support wire rope assemblies.
1. Structural Ties.
2. Suspension Cables.
3. Tension Elements.
1.2 RELATED SECTIONS
A. Section 03 30 00 - Cast-in-Place Concrete.
B. Section 03 40 00 – Precast Concrete
C. Section 05 13 00 – Stainless Structural Steel.
1.3 REFERENCES
A. American Iron and Steel Institute (AISI) - Manual of Steel Construction; Design, Fabrication and Erection of Structural Steel Buildings.
B. American Iron and Steel Institute (AISI) - Steel Product Manual; Stainless and Heat Resisting Steel.
C. American Iron and Steel Institute (AISI): The Design of Fabrication of Cold Formed Steel Structures.
D. ASTM A 276 - Stainless and Heat-Resisting Steel Bars and Shapes.
E. ASTM A 380 - Practice for Cleaning and Descaling Stainless Steel Parts, Equipment and Systems.
F. ASTM A 492 - Specification for Stainless Steel Rope Wire.
G. ASTM A 555 - Stainless Steel Wire.
H. ASTM A 582 - Specification for Free-Machining Stainless and Heat-Resisting Steel Bars.
I. ASTM B 912 - Specification for Passivation of Stainless Steels Using Electropolishing.
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J. ASTM F 1145 - Specification for Turnbuckles, Swaged, Welded, Forged.
K. MIL-C-5688 - Pre-Stretching and Proof-Testing of Wire Rope Assemblies.
L. Wire rope assemblies shall be designed, fabricated, and installed to accommodate expansion and contraction of metal components without causing undue stress, buckling, opening of joints, and distortion. Design for the following minimum temperature ranges.
M. Ambient Temperature Range: 100 degrees F
N. Material Surface Temperature Range: 110 degrees F
O. Design supports and hardware to withstand loads encountered without excessive deflection or distortion when cables are tensioned to required amounts required to conform to applicable building codes.
P. Components shall be free from defects impairing strength, durability and appearance. Exposed surfaces throughout system shall have same inherent texture and color for similar locations.
Q. Design system to prevent galvanic action and other forms of corrosion by insulating metals and other materials from direct contact with incompatible materials.
R. Exposed fasteners shall be of same materials, color and finish as material to which applied. Exposed surfaces throughout project shall have same inherent texture and color for similar locations.
1.4 SUBMITTALS
A. Product Data: Provide manufacturer's standard catalog data for specified products demonstrating compliance with referenced standards. Provide list of fittings being provided with descriptions, load capabilities, and either photographs or drawings for each type.
B. Shop Drawings: Submit Shop Drawings for fabrication and installation. Include the following:
1. Plans, elevations, and detail sections.
2. Indicate materials, methods, finishes, fittings, fasteners, anchorages, and accessory items.
3. Provide setting diagrams and templates for anchorages, sleeves, and bolts to be installed by others.
4. Where materials or fabrications are indicated to comply with design loadings, include material and safety factor properties, and other information needed for structural analysis.
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C. Verification Samples: Two samples representing actual products and finishes as follows:
1. Wire rope with fitting, minimum size 12 inches (300 mm) long.
2. Rods, minimum size 12 inches (300 mm) long.
3. Typical fittings.
D. Installation Instructions: Manufacturer's printed installation instructions.
E. Operation and Maintenance Data: Include methods for maintaining installed products and precautions against cleaning materials and methods detrimental to finishes and performance.
F. Manufacturer's Certificates: Certify products meet or exceed specified requirements.
1.5 QUALITY ASSURANCE
A. Manufacturer Qualifications: Company specializing in manufacturer of stainless steel wire rope, fittings, and other stainless steel components with 10 years minimum successful experience.
B. Installer Qualifications: Experienced in performing work of this section that has specialized in installation of work similar to that required for this project.
C. and support conditions, mounting surfaces and manufacturer's installation requirements.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Store products in manufacturer's unopened packaging until ready for installation.
B. All individual parts and packages of identical parts are to be clearly marked for identification. The packing list shall include the description, quantity and piece mark of the parts, components and elements.
C. Handle and store products according to manufacturer's recommendations. Leave products wrapped or otherwise protected and under clean and dry storage conditions until required for installation.
D. Exercise care not to scratch, mark, dent, or bend metal components during delivery, storage, and installation.
1.7 PROJECT CONDITIONS
A. Verify actual openings by field measurements before fabrication; show recorded measurements on shop drawings.
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B. Coordinate field measurements and fabrication schedule with construction progress to avoid construction delays.
PART 2 - PRODUCTS
2.1 DESIGN / PERFORMANCE REQUIREMENTS
A. Structural Requirements: Provide stainless steel wire rope assemblies capable of withstanding the ultimate capacity of the specified wire rope. All components shall meet or exceed the capacity of the rope.
2.2 MANUFACTURERS
A. Acceptable Manufacturer: Jakob Rope Systems, which is located at: 2665 N.W. 1st Ave.; Boca Raton, FL 33431; Toll Free Tel: 866-215-1421; Tel: 561-330- 6502; Fax: 561-330-6508; Email:request info ([email protected]); Web: https://www.jakob-usa.com
B. Requests for substitutions will be considered as approved by Engineer.
C. Provide all cable, materials, fittings and components from a single manufacturer.
2.3 ASSEMBLIES
A. Provide Jacob, Inc. INOX Line stainless steel wire rope assembly components as specified and as indicated on the Contract Drawings. Manufacturer shall engineer and fabricate components and assemblies for installation. Design requirements for individual components and wire rope shall be as indicated on the Contract Drawings.
B. Stainless steel structural support wire rope assemblies including.
1. Structural Ties.
2. Suspension Cables.
3. Tension Elements.
2.4 WIRE ROPE
A. Material: ASTM A 492 and ASTM A 555, Type 316 stainless steel. Fabricate wire rope with integral colored filament designating specific manufacturer.
B. Type 1: 6 x 19 wire rope; INOX as manufactured by Jakob, Inc.
1. Diameter per Contract Drawings
2. Ultimate breaking load per Contract Drawings.
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C. Length: Provide wire rope tendons in lengths indicated on Drawings and approved shop drawings.
1. Provide optimum adjustment in both directions by calculating final tendon lengths with allowance for tensioning fittings with 2/3 open and with 1/3 of thread length engaged.
2. Measure tendon length from center of pin to center of pin, or center of eye to center of eye.
2.5 FITTINGS AND CONNECTORS
A. Provide fittings and connectors required for wire rope assemblies and for attachment and connection of stainless steel wire rope, wire netting and metal rods to support framework and substrates.
B. Fitting minimum breaking strength:
C. 100 percent of wire rope minimum breaking strength.
D. Types: Fabricate from AISI Type 316L stainless steel complying with ASTM F 1145; INOX Line Fittings as manufactured by Jakob, Inc. Provide sizes and types as required to meet project design conditions specified and indicated on the Contract Drawings and reviewed shop drawings including:
1. Shop applied swaged rope ends: Threaded external and internal swivel ends, turnbuckles, tensioning screws, end stops, clevis ends, eye ends, loop ends, and end cones.
2. Screwed rope ends for on-site assembly: Threaded external and internal swivel ends, turnbuckles, tensioning screws, end stops, clevis ends, eye ends, loop ends, and end cones.
3. Clamps: Ring clamps, cross clamps, wire rope clamping cones, and connecting wire rope clamps.
4. Post fittings: Straight, angled, and spherical
5. Anchoring systems: Studs, clevis, eye end, eye bolt, slotted, spacer baskets, radial clevis holder, cross clamp with support disk, slotted rope deflector, ball cage.
E. Accessories: Provide threaded couplings, tensioning screws, cover disks, eye bolts, eye nuts, carabineers, shackles, clips, welded rings, screws, washers, lock nuts, hexagonal nuts, dome nuts, wall anchors, screws, and wire end caps as required to complete the installation.
2.6 FINISH
A. After fabrication, clean and de-scale stainless steel wire rope, fittings, and other components in accordance with ASTM A 380.
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B. Finish components with AISI No. 4 brushed satin finish in accordance with ASTM B 912.
2.7 FABRICATION
A. Tolerances: Verify dimensions on site prior to shop fabrication.
B. Fabricate stainless steel in accordance with AISI Steel Product Manual and the manufacturers requirements.
C. Shop fabricate to designs indicated on the Contract Drawings and to meet performance requirements specified.
D. Shop fabricate fittings, interfacing parts and assemblies so that field cutting adjustments are not necessary.
E. Coordinate requirements, dimensions and spacing of wire rope assemblies to ensure required factory drilled holes in supporting framework are correctly located.
F. Make exposed joints butt, flush, and hairline.
G. Fabricate connections that will be exposed to weather in a manner to exclude water. Provide weep holes where water may accumulate.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Before beginning installation, verify that conditions installed under other sections are acceptable for installation of cable trellis systems in accordance with manufacturer's installation instructions.
B. Supply items required to be cast into concrete or embedded in masonry with setting templates, to appropriate Sections.
C. Verify supporting system for stainless steel wire rope assemblies is prepared for attachment of anchors, fittings, wire rope, and wire netting and transfer of calculated loads.
D. If conditions are the responsibility of another installer, notify Architect of unsatisfactory preparation before proceeding.
3.2 PREPARATION
A. Verify alignment, support dimensions, and tolerances are correct.
B. Inventory components to ensure all required items are available for installation.
Inspect components for damage. Remove damaged components from site and replace.
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C. Provide for erection and wind loads. Provide temporary bracing to maintain structure plumb and in alignment until completion of erection and installation of permanent bracing.
3.3 INSTALLATION
A. Install wire rope assemblies in accordance with manufacturer's instructions and the approved shop drawings.
B. Provide anchorage devices and fittings to secure to in-place construction; including threaded fittings for concrete inserts, toggle bolts and through-bolts.
C. Install components plumb, level, square, and rigid without kinks or sags.
D. Anchor to mounting surfaces as indicated on the Contact Drawings.
E. Separate dissimilar materials with bushings, grommets or washers to prevent electrolytic corrosion.
F. Use only manufacturer's supplied cable hardware.
G. Ensure cables are clean, parallel to each other, and without kinks or sags.
H. Tension cable with hand or hydraulic equipment so that no slack is visible.
I. After final adjustment provide tamper resistant locktight materials on all fittings.
3.4 ADJUSTING AND CLEANING
A. Adjust wire rope tension and connecting hardware.
B. Remove temporary coverings and protection of adjacent work areas. Clean installed products in accordance with manufacturer's instructions before owner's acceptance.
C. Do not use abrasive cleaners.
D. Remove from project site and legally dispose of construction debris associated with this work.
3.5 PROTECTION
A. Protect installed products until completion of project.
B. Touch-up, repair or replace damaged products before Substantial Completion.
C. Protect installed products and finished surfaces from damage during construction.
D. Replace defective or damaged components as directed by the City Representative.
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END OF SECTION
MSE 2021-38 METAL FABRICTIONS GUARDRAILS & HANDRAILS October 2024 City of Hollister IWTP/Bridge Rd
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SECTION 05 50 00
METAL FABRICATIONS GUARDRAILS & HANDRAILS
PART 1 - GENERAL
1.1 SCOPE
A.This specification section governs the furnishing, materials, production, and application of metal fabrications, as shown on Contract Drawings, including notes and details showing size and location of members, typical connections, and types of steel required.
1.2 RELATED SECTIONS
A.Section 05 05 19 – Post-Installed Concrete Anchors
B.Section 05 12 00 – Structural Steel Framing
1.3 REFERENCED CODES AND STANDARDS
A.California Building Code (CBC) 2019
B.CAL/Osha Title 8 Regulations (CALOsha)
C.American Institute of Steel Construction (AISC)
1.Steel Construction Manual, 14th Edition
2.AISC 360-10 – Specification for Structural Steel Buildings.
D.American Society for Testing and Materials (ASTM) International Standards
1.A36/A36M – Standard Specification for Carbon Structural Steel
2.A53/A53M – Standard Specification for Pipe, Steel, Black and Hot- Dipped, Zinc Coated, Welded and Seamless
3.A123/A123M – Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products
4.A500/A500M – Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes
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5.A572/A572M – Standard Specification for High-Strength Low-Alloy Columbium- Vanadium Structural Steel
6.A780/A780M – Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings
7.A992/A992M – Standard Specification for Structural Steel Shapes
8.F436 – Standard Specification for Hardened Steel Washers
9.F1554 – Standard Specification for Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength
E.American Welding Society (AWS)
1.AWS D1.1 – Structural Welding Code – Steel, Latest Edition F.National Association of Architectural Metal Manufacturers (NAAMM)
1.Pipe Railing System Manual, Latest Edition
G.Society for Protective Coatings (SSPC)
1.SP 2 – Hand Tool Cleaning
2.SP 3 – Power Tool Cleaning
3.SP 6 – Commercial Blast Cleaning
1.4 SUBMITTALS
A.General: Submit the following in accordance with Division 01.
B.Submit calculations for guardrails and stair handrails signed by a Civil or Structural Engineer licensed to practice in the State of California, and shop drawings of fabricated items for review before fabrication and installation.
1.Indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and type of fasteners, and accessories
C.Submit certification that manufactured products (including bolts, nuts and washers) meet or exceed specified requirements. Certification numbers must appear on product containers for bolts, nuts and washers and the numbers shall correspond to the identification numbers on the Manufacturer's Certificate. The Manufacturer's symbol and grade markings must appear on bolts, nuts and washers.
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D.Shop Drawings:
1.Contractor shall submit the structural steel shop drawings to City Representative for review and approval, showing list of materials, sizes, and dimensions.
2.Structural steel shall not be fabricated or erected before the shop drawings are reviewed and approved by the City Representative, and returned to the Contractor. Such review does not relieve the Contractor from the full responsibility for both the accuracy of these shop drawings, and the accurate and complete erection of the work.
3.Shop drawings shall not be reproductions of the Contract Documents, nor shall they use or incorporate reproductions of parts of the Contract Documents.
4.Weld Filler materials.
E.Test reports conducted on shop-welded connections (see Article 2.03 - Source Quality Control). Include data on type(s) of tests conducted and test results.
1.5 QUALITY CONTROL
A.Fabricator Qualifications: A qualified fabricator that participates in the AISC Quality Certification Program and is designated an AISC-Certificated Plant, Category STD, or is accredited by the IAS Fabricator Inspection Program for Structural Steel (AC 172).
B.Installer Qualifications: A qualified installer who participates in the AISC Quality Certification Program and is designated an AISC-Certified Erector.
C.Shop-Painting Applicators: Qualified according to AISC’s Sophisticated Paint or to SSPC-QP 3, “Standard Procedure for Evaluating Qualifications of Shop Painting Applicators.”
D.Welding:
1.Performed by certified welders in compliance with AWS D1.1.
2.Welders shall be duly qualified (test passed in the preceding 12 months) in the position in which they are to weld and the qualifications and specifications for workmanship shall comply with the AWS D1.1.
E.Certifications:
1.Prior to fabrication or shipment of materials to the job site, furnish certification of the manufacturer of the structural steel that materials furbished
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meets or exceeds requirements of ASTM standards specified or noted on drawings for each type of materials
2.Prior to site welding operation, submit welders’ written certification and qualification.
F.Tolerances: All steel exposed to view shall be architectural steel, and tolerances as minimum shall comply with section 10 of AISC Code of Standard Practice.
G.Make field measurements as required prior to fabrication and installation.
H.Coordinate with other trades to ensure proper sequencing and fitting of construction.
I.Preassemble items in shop to greatest extent possible to minimize field splicing and assembly. Disassemble units only as necessary for shipping and handling limitations.
Clearly mark units for reassembly and coordination of installation.
1.6 DELIVERY, STORAGE AND HANDLING
A.Deliver materials to site at such intervals to ensure uninterrupted progress of work.
B.Store materials to permit easy access for inspection and identification. Keep steel members off ground by using pallets, platforms, or other supports. Protect steel members and packaged materials from corrosion and deterioration.
1.Do not store materials on structure in a manner that might cause distortion or damage to members or supporting structures. Repair the damaged materials and/or replace as required as directed.
PART 2 - PRODUCTS
2.1 GENERAL
A.To ensure proper fitting of the work, field-verify critical dimensions at the jobsite prior to preparing of Shop Drawings and before product fabrication begins. Field fabrication will not be permitted.
B.All exposed steel, including but not limited to steel beams, columns, plates and bolts, shall be galvanized (G90 Galvanized).
2.2 STRUCTURAL PERFORMANCE
A.Railing geometry shall be as shown on plan or meet the requirements of current CalOsha General Safety Order, whichever is more strict.
B.Guardrails are to be anchored to the top of concrete with post-installed anchors.
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C.Provide railings capable of withstanding the effects of gravity loads and the following loads and stresses within limits and under conditions indicated:
D.Handrails and Top Rails of Guards:
1.Uniform load of 50 lbf/ ft. applied in any direction.
2.Concentrated load of 200 lbf applied in any direction.
3.Uniform and concentrated loads need not be assumed to act concurrently.
E.Infill of Guards:
1.Concentrated load of 50 lbf applied horizontally on an area of 1 sq. ft.
2.Infill load and other loads need not be assumed to act concurrently.
2.3 MATERIALS
A.Steel Sections: ASTM A992
B.Steel Pipe: ASTM A53
C.Steel Tubing: Cold formed, ASTM A500; or hot rolled, ASTM A501; seamless D.Cold-Rolled Carbon Steel Sheets: ASTM A653
E.Welding Electrodes: E70xx conforming to AWS “Specification for Arc Welding Electrodes”
2.4 FABRICATION ASSEMBLIES
A.Rails:
1.Form rails and posts from steel pipe and shapes with welded jointing. Fabricate right-angle and 45 degree bends of rail with 3 inches (75 mm) radius to center line of pipe without flattening the rail member noticeably.
2.For fittings, elbows, wall brackets, and escutcheons provide machined steel.
Provide splice connectors of steel as shown.
3.Provide return at free ends of handrails to 1 inch (25 mm) from face of wall.
Provide end cap for free ends of tube handrails and railings. Weld joints, end caps, returns, and transitions. Grind smooth and make flush.
4.Provide extension for handrails and railings at edges of stairs and ramp to comply with California Code of Regulations.
5.Provide mounting brackets and flanges, for secure anchorage of handrails and railings.
6.Fabricate guardrails to comply with the specified loading requirements.
2.5 WELDING
A.All surfaces shall be clean, free of rust, paint, and foreign matter of any kind. Burned edges to be welded shall be chipped clean and wire brushed before welding. Clamp members as required, space and alternate welds, as may be necessary to prevent warping or misalignment.
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B.Weld Metal: Weld metal shall be thoroughly fused with the base metal along surfaces and edges of the union. Penetration shall be 1/8 inch (4 mm) minimum and shall be into the root of the joint.
C.Weld Quality: Welds shall present a uniform surface, free of imperfections, without undercutting or overlapping, and free from excessive oxides, gas pockets, and nonmetallic inclusions. Welds shall be made with the proper number of beads or passes to secure sound, thoroughly fused joints. Provide backup bars, temporary backup bars, or backup welds for full-penetration butt welds. Each deposit shall not exceed 1/2 inch (12 mm) of weld for each pass of bead. Preceding layers shall be cleaned by wire brushing or preening to remove scale and slag before placing new weld material.
D.Faulty and Defective Welding: Welding showing cracks, slag inclusion, lack of fusion, bad undercut, or other defects ascertained by visual or other means of inspection, shall be chipped out and properly replaced.
2.6 SOURCE QUALITY CONTROL
A.Materials and fabrication procedures are subject to inspection and tests in mill, shop, and field, conducted by an Inspection and Testing Agency. Such inspections and tests will not relieve the Contractor of responsibility for providing materials and fabrication procedures in compliance with specified requirements.
1.Promptly remove and replace materials or fabricated components that do not comply or are rejected.
B.Design of Members and Connections: Details shown are typical; similar details apply to similar conditions, unless otherwise indicated.
C.All welds will be subject to testing and inspection. If welds are found to be defective, or non-compliance, Contractor shall make all necessary corrective measures at no cost to the City.
PART 3 - EXECUTION
3.1 PREPARATION
A.Verification of Conditions:
1.Verify anchor bolt locations, grouting and elevation of base and setting plates, and other material set by other Trades before commencing work.
2.Notify City Representative of Work set by others which does not comply with specified tolerances. Do not erect materials upon such work until it has been satisfactorily corrected.
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B.Exposed Steel:
1.All exposed steel shall be hot-dipped galvanized.
2.Verify the condition of exposed steel after erection.
3.Exert particular care to provide a neat, accurate installation with members straight and true, corners and edge square, sharp and free from burrs and irregularities, adjacent members perfectly matched and no bolts or rivets exposed.
3.2 INSTALLATION, GENERAL
A.Cutting, Drilling, Fitting, and Placement: Perform cutting, drilling, and fitting required for installing steel fabrications. Set steel fabrications accurately in location, alignment, and elevation; with edges and surfaces level, plumb, and true; and measured from established lines and levels.
B.Fit exposed connections accurately together.
C.Fastening to In-Place Construction: Provide anchorage devices and fasteners where steel fabrications are required to be fastened to in-place construction. Provide threaded fasteners for use with concrete.
END OF SECTION
WG 1011-0003-41 FIBERGLASS REINFORCED GRATINGS October 2024 City of Hollister IWTP/Bridge Rd
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SECTION 06 74 13
FIBERGLASS REINFORCED GRATINGS
PART 1 GENERAL
1.01 SCOPE OF WORK
A. The scope of work includes providing fiberglass reinforced plastic (FRP) grating for various hydraulic control structures at the Hollister Industrial Wastewater Treatment Plant (IWTP), with all appurtenances, accessories and serviceable installation as shown on the Contract Drawings and as specified herein, and in accordance with the requirements of the Contract Documents.
1.02 REFERENCES
A. The publications listed below (latest revision applicable) form a part of this specification to the extent referenced herein. The publications are referred to within the text by the designation only.
1. ASTM International:
a. ASTM D 635 Rate of Burning and/or Extent and Time of Burning of Self Supporting Plastics in a Horizontal Position b. ASTM D 732 Shear Strength of Plastics by Punch Tool
c. ASTM E 84 Surface Burning Characteristics of Building Materials
1.03 SUBMITTALS
A. Submit the following in accordance with City Special Provisions Section 01300, Submittals:
1. Manufacturer's published literature including structural design data, structural properties data, grating load/deflection tables, certificates of compliance, test reports as applicable.
2. Shop drawings of all fabricated gratings and accessories in accordance with the provisions of this Section. Submit manufacturer's shop drawings clearly showing material sizes, types, styles, part or catalog numbers, complete details for the fabrication and erection of components including, but not limited to, location, lengths, type and sizes of fasteners, clip angles, member sizes, and connection details.
3. Contractor may be requested to submit sample pieces of each item specified herein for acceptance by the Engineer as to quality and color.
Sample pieces shall be manufactured by the method to be used in the Work.
4. Manufacturers' warranty.
5. Inspection and maintenance guidelines.
1.04 QUALITY ASSURANCE
A. All items to be provided under this Section shall be furnished only by manufacturers having a minimum of five (5) years experience in the design and
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manufacture of similar products and systems. Additionally, if requested, a record of at least five (5) previous, separate, similar successful installations in the last five (5) years shall be provided.
B. Manufacturer shall provide a 3 year limited warranty on all FRP products against defects in materials and workmanship.
C. Unit Responsibility. Grating, hold-down clips, embedment angles, adhesives, resins and catalysts shall be provided by a single manufacturer, to ensure compatibility with the product installation.
1.05 PRODUCT DELIVERY AND STORAGE
A. Delivery of Materials: Manufactured materials shall be delivered in original, unbroken pallets, packages, containers, or bundles bearing the label of the manufacturer. Adhesives, resins and their catalysts and hardeners shall be crated or boxed separately and noted as such to facilitate their movement to a dry indoor storage facility, and shall all be delivered in original un-opened containers.
B. Storage of Products: All materials shall be carefully handled to prevent them from abrasion, cracking, chipping, twisting, other deformations, and other types of damage. Adhesives, resins and their catalysts are to be stored in dry indoor storage facilities between 70 and 85 degrees Fahrenheit (21 to 29 degrees Celsius) until they are required.
PART 2 PRODUCTS
2.01 MANUFACTURER
A. Pultruded gratings shall be Safe-T-Span grating as manufactured by:
1. Fibergrate Composite Structures Inc., 5151 Belt Line Road, Suite 700, Dallas, Texas, 75254-7028 USA, (800) 527 4043, (972) 250 1530 Fax; or approved equal.
2.02 GENERAL
A. All FRP items furnished under this Section shall be composed of fiberglass reinforcement and resin in qualities, quantities, properties, arrangements and dimensions as necessary to meet the design requirements and dimensions as specified in the Contract Documents.
B. Fiberglass reinforcement shall be continuous roving, continuous strand mat, and surfacing veil in sufficient quantities as needed by the application and/or physical properties required.
C. Resin shall be vinyl ester as necessary to provide the corrosion resistance, strength and other physical properties as required.
D. All pultruded structural shapes shall be further protected from ultraviolet (UV) light with 1) integral UV inhibitors in the resin and 2) a synthetic surfacing veil to help produce a resin rich surface.
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E. All finished surfaces of FRP items and fabrications shall be smooth, resin rich, free of voids and without dry spots, cracks, crazes or unreinforced areas. All glass fibers shall be well covered with resin to protect against their exposure to corrosives, wear or weathering.
F. All grating products shall have a tested flame spread rating of 25 or less per ASTM E 84 Tunnel Test. Gratings shall also have tested burn time of less than 30 seconds and an extent of burn rate of less than or equal to 10 millimeters per ASTM D635.
2.03 PULTRUDED FRP GRATING
A. Manufacture: Grating components shall be high strength and high stiffness pultruded elements having a maximum of 70% and a minimum of 60% glass content (by weight) of continuous roving and continuous strand mat fiberglass reinforcements. The finished surface of the product shall be provided with a surfacing veil to provide a resin rich surface which improves corrosion resistance and resistance to ultraviolet degradation. Bearing bars shall be interlocked and epoxied in place with a two piece cross rod system to provide a mechanical and chemical lock. Cross rods shall be below the walking surface of the grating. Gratings with cross rods that are flush with the walking surface are excluded.
B. Non slip surfacing: Grating shall be manufactured with a quartz grit slip resistant surface bonded and baked to the top surface of the finished grating product.
C. Fire rating: Grating shall be fire retardant with a tested flame spread rating of 25 or less when tested in accordance with ASTM E 84. Manufacturer may be required to provide certification of ASTM E84 test on grating panels from an independent testing laboratory. Test data shall be from full scale testing of actual production grating, of the same type and material supplied on the project.
Test data performed only on the base resin shall not be acceptable D. Resin system: The resin system used in the manufacture of the grating shall be suitable for municipal wastewater service, and exposure to sunlight and outdoor weather conditions in Hollister, CA. Manufacturer may be required to submit corrosion data from tests performed on actual grating products in standard chemical environments. Corrosion resistance data of the base resin from the manufacturer is not a true indicator of grating product corrosion resistance and shall not be accepted.
E. Color: Light Gray
F. Depth: 1-1/2” deep load bars with a tolerance of plus or minus 1/32".
G. Mesh Configuration: 1-1/2” load bar spacing, 6” tie bar spacing on center.
Grating shall be SAFE-T-SPAN® as manufactured by Fibergrate Composite Structures Incorporated or approved equal.
H. Load/Deflection: Grating shall meet manufacturers published safe recommended loadings with deflection not to exceed the following:
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1. Uniform distributed load over a 60" span: 100 pounds per square foot, with a maximum deflection of 0.31".
2. Substitutions: Other products of equal strength, stiffness, corrosion resistance and overall quality may be submitted with the proper supporting data to the engineer for approval. The manufacturer shall certify that the stiffness of all panels manufactured are never more than
2.5% below the published load-deflection values.
I. Substitutions: Other products of equal strength, stiffness, corrosion resistance and overall quality are acceptable only with prior approval by the Engineer, after review of the proper supporting data.
2.04 GRATING FABRICATION
A. Measurements: Grating supplied shall meet the dimensional requirements and tolerances as shown or specified. The Contractor shall provide and/or verify measurements in field for work fabricated to fit field conditions, as required by grating manufacturer to complete their fabrication work.
B. When field dimensions are not required, Contractor shall determine correct size and locations of required holes or cutouts from field dimensions before field fabricating grating.
C. Layout: Manufacturer to provide openings and holes where located on the contract drawings. Grating openings which fit around penetrations (pipes, cables, machinery, etc.) shall be discontinuous at approximately the centerline of opening so each section of grating is readily removable.
D. Sealing: All shop fabricated grating cuts shall be coated with vinyl ester resin to provide maximum corrosion resistance. All field fabricated grating cuts shall be coated similarly by the Contractor in accordance with the manufacturer's instructions.
2.05 HOLD-DOWN CLIP ASSEMBLIES
A. Hardware: Type 316 stainless steel hold down clips, bolts, nuts and washers shall be provided and spaced at a maximum of four feet apart with a minimum of four per piece of grating, or as recommended by the manufacturer.
B. Fibergrate Composite Structures, Inc., FC-3 clip assembly Part No. 710630, suitable for use with Grating I6015; or approved equal. See Paragraph 1.04.E regarding unit responsibility to provide fiberglass grating and appurtenances.
2.06 EMBEDMENT ANGLE
A. Provide 1-1/2” fiberglass reinforced plastic embedment angles as shown on the drawings, for proper seating of the specified grating to the hydraulic control structures. Embedment angles shall be EZ Angle®, as manufactured by Fibergrate Composite Structures, Inc., or approved equal. See Paragraph
1.04.E regarding unit responsibility to provide fiberglass grating and appurtenances.
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B. Coordinate with pre-cast concrete manufacturer, and FRP grate manufacturer, to allow installation of embedment angles during the pre-cast structure manufacturing process. See Section 03 40 00, Precast Concrete.
PART 3 EXECUTION
3.01 INSPECTION
A. Shop inspection shall be authorized as required by the Owner and shall be at Owner's expense. The fabricator shall give ample notice to Contractor prior to the beginning of any fabrication work so that inspection may be provided. The grating shall be as free, as commercially possible, from visual defects such as foreign inclusions, delamination, blisters, resin burns, air bubbles and pits. The surface shall have a smooth finish (except for grit top surfaces).
3.02 INSTALLATION
A. Contractor shall install gratings, hold-down clips and embedment angles in accordance with manufacturer's assembly drawings and instructions. Fasten grating panels securely in place with hold down fasteners as specified herein.
Field cuts or drilled holes in reinforced plastic products shall be done with carbide or diamond tipped bits and blades. Cut, drilled or scarred surfaces shall be sealed with a compatible resin, in accordance with manufacturer's instructions, to prevent corrosive attack of the glass reinforcements. Follow manufacturer's instructions when cutting or drilling fiberglass products or using resin products; provide adequate ventilation.
B. Embedment Angles and Grating Dimensions. Contractor shall verify exact grating dimensions to accommodate the embedment angles, and dimensions of hydraulic structures shown on the drawings.
END OF SECTION
WG 1011-0003-41 PAINTING AND COATING October 2024
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SECTION 09 90 00
PAINTING AND COATING
PART 1 GENERAL
1.01 Work Included
A. Furnish and apply required paints and coatings. Prepare, clean, and finish all surfaces specified, scheduled or otherwise indicated to be field painted.
B. The terms "paint" and "coating" used herein include emulsions, enamels, paints, stains, varnishes, sealers, and other coatings, organic or inorganic, whether used as intermediate, or finish coats.
C. This section covers all labor, material, tools and services for the performance of all painting work specified, shown or scheduled, except for the lining and painting of tanks and pressure vessels.
D. This section also covers painting of all machinery, piping, miscellaneous structural metal hangers and supports, and certain ferrous surfaces exposed to liquids or the weather.
E. Include painting of all pipe hangers or supports.
F. Complete painting in accordance with specifications, and paint manufacturer's current surface preparation and application instructions.
1.02 References
A. The following is a list of standards which may be referenced in this section:
1. NACE International (NACE): RP0188, Discontinuity (Holiday) Testing of New Protective Coatings on Conductive Substrates.
2. NSF International (NSF): 61, Drinking Water System Components-Health Effects.
3. The Society for Protective Coatings (SSPC):
1.03 Definitions
A. Terms used in this section:
1. Coverage: Total minimum dry film thickness in mils or square feet per gallon.
2. FRP: Fiberglass Reinforced Plastic.
3. HCl: Hydrochloric Acid.
4. MDFT: Minimum Dry Film Thickness, mils.
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5. MDFTPC: Minimum Dry Film Thickness per Coat, mils.
6. Mil: Thousandth of an inch.
7. PDS: Product Data Sheet.
8. PSDS: Paint System Data Sheet.
9. PVC: Polyvinyl Chloride.
10. SFPG: Square Feet per Gallon.
11. SFPGPC: Square Feet per Gallon per Coat.
12. SP: Surface Preparation.
1.04 Submittals
A. Action Submittals:
1. Shop Drawings: See City Special Provisions section 01300 Submittals - Shop Drawings
2. Product Data Sheets:
a. For each product, furnish a Product Data Sheet (PDS), the manufacturer’s technical data sheets, and paint colors available (where applicable). The PDS form is appended to the end of this section.
b. For each paint system, furnish a Paint System Data Sheet (PSDS). The PSDS form is appended to the end of this section. c. Furnish copies of paint system submittals to coating applicator. d. Indiscriminate submittal of manufacturer’s literature is not acceptable.
e. Detailed chemical and gradation analysis for each proposed abrasive material.
3. Paint:
a. Approved Samples to be quality standard for final finishes.
B. Informational Submittals:
1. Applicator’s Experience: List of references substantiating this requirement as specified.
2. Manufacturer’s written verification that submitted products are suitable for the intended use.
3. Factory Applied Coatings: Manufacturer’s certification stating factory applied coating system meets or exceeds requirements specified herein. a. If manufacturer of finish coating differs from that of shop primer, provide both manufacturers’ written confirmation that materials are compatible.
4. Coating Manufacturer’s Certificate of Compliance.
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1.05 Quality Assurance
A. Applicator’s Experience: Minimum 5 years’ practical experience in application of specified products.
1.06 Regulatory Requirements:
A. Meet federal, state, and local requirements limiting emission of volatile organic compounds.
B. Perform surface preparation and painting in accordance with recommendations of the following:
1. Paint manufacturer’s instructions.
2. SSPC PA 3, Guide to Safety in Paint Applications.
3. Federal, state, and local agencies having jurisdiction.
1.07 Delivery, Storage, and Handling
A. Deliver materials to Site in unopened containers that plainly show designated name, date of manufacture, color, and manufacturer.
B. Store paints in a protected area that is heated or cooled to maintain temperature range recommended by paint manufacturer.
1.08 Project Conditions
A. Environmental Requirements:
1. Do not apply paint in temperatures outside of manufacturer’s recommended maximum or minimum allowable, or in dust, smoke-laden atmosphere, damp or humid weather.
2. Do not perform abrasive blast cleaning whenever relative humidity exceeds 85 percent, or whenever surface temperature is less than 5 degrees F above dewpoint of ambient air. Strictly adhere to coating manufacturer’s recommendations.
PART 2 PRODUCTS
2.01 Manufacturers
A. Paint manufacturer shall be nationally recognized manufacturer of paints and protective coatings and regularly engaged in production of such materials that have essentially identical service conditions as this Project.
B. Minimum of 5 years’ verifiable experience in manufacture of specified products.
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2.02 Abrasive Materials
A. Select abrasive type and size to produce surface profile that meets coating manufacturer’s recommendations for specific primer and coating system to be applied.
2.03 Paint Materials
A. General:
1. Material Quality: Manufacturer’s highest quality products and suitable for the intended service.
2. Materials, Including Primer and Finish Coats: Produced by same paint manufacturer.
3. Thinners, Cleaners, Driers, and Other Additives: As recommended by paint manufacturer of particular coating.
4. Paint Coating Systems. All coating systems requiring two or more coats shall be of the same paint manufacturer and compatible with one another.
B. Extra Materials. Provide small quantity kits for touchup painting and for painting other small areas.
C. Fusion Bonded Coating: Provide appropriate liquid repair kits for field use.
D. Acceptable Products:
Product Definition
Acrylic Latex Single component, gloss as specified
Acrylic Sealer Clear acrylic
Alkyd Enamel Optimum quality, gloss or semigloss finish as specified, medium long oil
Bituminous Paint Single-component, coal-tar pitch based Coal-Tar Epoxy Amine, polyamide, or phenolic epoxy type; 70% volume solids minimum, suitable for
immersion service
Epoxy Filler/Surfacer 100 percent solids epoxy trowel grade filler and surfacer, nonshrinking, suitable for
application to concrete and masonry.
Approved for potable water contact and
conforming to NSF 61, where required
Epoxy Primer Converted epoxy primer containing rust-
inhibitive pigments
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Product Definition
High Build Epoxy Polyamidoamine epoxy, minimum 69%
volume solids, capability of 4 MDFT to
8 MDFT per coat
Inorganic Zinc Primer Solvent or water based, having 85% metallic zinc content in the dry film; follow
manufacturer’s recommendation for
topcoating
NSF Epoxy Polyamidoamine epoxy, approved for
potable water contact and conforming to
NSF 61
Epoxy, High Solids Polyamidoamine epoxy, 80% volume
solids, minimum, suitable for immersion
service
Polyurethane Enamel Two-component, aliphatic or acrylic based polyurethane; high gloss finish
Rust-Inhibitive Primer Single-package steel primers with anticorrosive pigment loading
Silicone/Silicone Acrylic Elevated temperature silicone or silicone/acrylic based
Stain, Concrete Acrylic, water repellent, penetrating stain
E. Colors
1. Provide as selected by the City and as shown in Division 26.
2. Formulate with colorants free of lead, lead compounds, or other materials, which might be affected by presence of hydrogen sulfide or other gas likely to be present at Site.
F. Pipe Identification Painting:
1. Color code nonsubmerged metal piping, except electrical conduit. Paint fittings and valves the same color as pipe, except equipment isolation valves.
2. Pipe and Pipe Support Color Coding: As provided by the City.
G. Shop Finishes
1. Shop Blast Cleaning: Reference paragraph Shop Coating Requirements, this section.
H. Surface Preparation: Provide Engineer minimum 7 days’ advance notice to start of shop surface preparation work and coating application work.
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I. Shop Coating Requirements:
1. When required by equipment Specifications, such equipment shall be primed and finish coated in shop by manufacturer and touched up in field with identical material after installation.
2. Where manufacturer’s standard coating is not suitable for intended service condition, Engineer may approve use of a tie-coat to be used between manufacturer’s standard coating and specified field finish. In such cases, tie-coat shall be surface tolerant epoxy as recommended by manufacturer of specified field finish coat. Coordinate details of equipment manufacturer’s standard coating with field coating manufacturer.
2.04 Pipe:
A. Use SSPC standards as a guide for desired prepared surface. Follow recommendations of pipe and coating manufacturers for means and methods to achieve SSPC-equivalent surface.
B. Prior to blast cleaning, grind smooth surface imperfections including, but not limited to, delaminating metal or oxide layers.
C. Surface preparation and application of primer and finish coats shall be performed by pipe manufacturer.
D. For high performance (epoxy) coatings, follow additional recommendations of pipe and coating manufacturers.
PART 3 EXECUTION
3.01 General
A. Surface Preparation Inspection:
1. Inspect and provide substrate surfaces prepared in accordance with these Specifications and printed directions and recommendations of paint manufacturer whose product is to be applied. In event of conflict, more stringent shall apply.
2. Notify Engineer minimum 7 days’ prior to start of surface preparation work or coating application work.
3. Perform work only in presence of Engineer, unless Engineer grants prior approval to perform work in Engineer’s absence.
4. For coatings subject to immersion, obtain full cure for completed system.
Consult coatings manufacturer’s written instructions for these requirements. Do not immerse coating until completion of curing cycle.
5. Perform painting in accordance with recommendations of the following:
B. Paint manufacturer’s instructions.
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1. Federal, state, and local agencies having jurisdiction.
2. Unless otherwise specified, follow all paint/coating manufacturers’ instructions.
3.02 Protection of Materials Not to be Painted
A. Protect all surfaces adjacent to, and downwind of Work area from overspray.
Contractor shall be responsible for any damages resulting from overspray.
B. Remove, mask, or otherwise protect hardware, lighting fixtures, switchplates, aluminum surfaces, machined surfaces, couplings, shafts, bearings, nameplates on machinery, and other surfaces not specified elsewhere.
C. Provide drop cloths to prevent paint materials from falling on or marring adjacent surfaces.
D. Protect working parts of mechanical and electrical equipment from damage.
E. Mask openings in motors to prevent paint and other materials from entering the motors.
3.03 Field Sandblasting
A. Perform sandblasting for items and equipment where specified, and as required to restore damaged surfaces previously shop or field blasted and primed.
Materials, equipment, procedures shall meet requirements of SSPC.
B. Comply with all Air Quality Management District (AQMD) regulations for field sandblasting.
3.04 Preparation of Surfaces
A. Plastic and FRP Surface Preparation:
1. Hand sand with medium grit sandpaper to provide tooth for coating system.
2. Large areas may be power sanded or brush-off blasted, provided sufficient controls are employed so surface is roughened without removing excess material.
B. Galvanized Metal, Copper, and Nonferrous Metal Alloy Surface Preparation:
1. Remove soil, cement spatter, and other surface dirt with appropriate hand or power tools.
2. Remove oil and grease by wiping or scrubbing surface with suitable solvent, rag, and brush. Use clean solvent and clean rag for final wiping to avoid contaminating surface.
3. Obtain and follow coating manufacturer’s recommendations for additional preparation that may be required.
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3.05 Paint Mixing
A. Multiple-Component Coatings:
1. Prepare using contents of container for each component as packaged by paint manufacturer.
2. No partial batches will be permitted.
3. Do not use multiple-component coatings that have been mixed beyond their pot life.
4. Mix only components specified and furnished by paint manufacturer.
5. Do not intermix additional components for reasons of color or otherwise, even within same generic type of coating.
6. Keep paint materials sealed when not in use.
7. Where more than one coat of material is applied within given system, alternate color to provide visual reference that required number of coats has been applied.
3.06 Paint Application
A. General:
1. Inspection: Schedule with Engineer in advance for cleaned surfaces and all coats prior to succeeding coat.
2. Apply coating in accordance with paint manufacturer’s recommendations.
Allow sufficient time between coats to ensure thorough drying of previously applied paint.
B. Fusion Bonded Coating Application: Electrostatic, fluidized bed, or flocking.
1. Paint units to be bolted together and to structures, prior to assembly or installation.
2. Extent of Coating (Immersion): Coatings shall be applied to internal vessel and pipe surfaces, nozzle bores, flange gasket sealing surfaces, carbon steel internals, and stainless steel internals, unless otherwise specified.
C. Shop Primed or Factory Finished Surfaces:
1. Inspection: Schedule inspection for compliance with Specifications of shop primed or factory finished items with Engineer in advance of delivery to Site.
2. Hand or power sand areas of chipped, peeled, or abraded coating, feathering the edges. Follow with a spot primer using specified primer.
3. For two-package or converted coatings, consult coatings manufacturer for specific procedures as relates to manufacturer’s products.