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The Bodily Injury and Property Damage Liability policies shall contain the following:
1. An endorsement extending coverage to the City as an insured, in the same manner as the named insured as respects liabilities arising out of the performance of any work under the Contract. Such insurance shall be primary insurance as respects the interest of the City, and any other insurance maintained by the City shall be excess and not contributing insurance with the insurance required hereunder.
2. “Severability of Interest” clause.
3. Elimination of any exclusion regarding loss or damage to property caused by explosion or resulting from collapse of buildings or structures or damage to property underground, commonly referred to by insurers as the “XCU” hazards.
4. Provision or endorsement stating that such insurance, subject to all of its other terms and conditions, applies to the liability assumed by the Contractor under the Contract.
Promptly on execution of the Contract, and prior to commencement of any work, the Contractor shall deliver to the City copies of all required policies and endorsements thereto on the forms supplied by the City.
The Contractor shall require and verify similar insurance on the part of its subcontractors.
The foregoing requirements as to the types, limits and City approval of insurance coverage to be maintained by the Contractor are not intended to and shall not in any manner limit or qualify the liabilities and obligation assumed by the Contractor under the Contract.
Any policy or policies of insurance that the Contractor or his Subcontractors elects to carry as insurance against loss or damage to their construction equipment and tools or other personal property used in fulfillment of this Contract shall include a provision waiving the insurer’s right of subrogation against the City.
The cost of all insurance shall be included in the Contractor’s bid. 5-7 SAFETY.
Add the following subsection:
5-7.9 Emergency Provisions.
Unusual conditions may arise on the work which will require that immediate and unusual provision be made to protect the public from danger or loss or damage to life and property, due directly or indirectly to the prosecution of the work, and it is part of the service required of the Contractor to make such provisions and to furnish such protection.
Whenever, in the opinion of the City, an emergency exists of which the City is aware and against which the Contractor has not taken sufficient precaution for the safety of the public or the protection of utilities or of adjacent structures or property which may be injured by the progress of construction; and whenever, in the opinion of the City, immediate action shall be considered necessary in order to protect public or private personnel or property interests, or prevent likely loss of human life or damage on account of the operations under the Contract, then in that event the City may provide suitable protection to said interests by causing such work to be done and material to be furnished, as in the opinion of the City may seem reasonable and
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necessary, all at the expense of the Contractor.
Add the following subsections:
5-8 LAWS TO BE OBSERVED.
5-8.1 Laws and Regulations.
The Contractor shall keep himself fully informed of all Federal and State laws, County and City ordinances and regulations which, in any manner, affect those engaged or employed on the work, the materials used in the work or the conduct of the work. If any discrepancy or inconsistency should be discovered in this Contract or in the Plans or Specifications herein referred to, in relation to any such law, ordinance or regulation, the Contractor shall forthwith report the same in writing to the Engineer. The Contractor shall, at all times, observe and comply with and shall cause all his agents and employees to observe and comply with all such applicable laws, ordinances and regulations in effect or which may become effective before completion of this Contract. He shall protect and indemnify the City and its officers and agents against any claim or liability arising from or based on the violations of any such laws, ordinances or regulations whether by himself or by his employees or his subcontractors or their employees.
Except as otherwise explicitly provided in these Specifications, all permits and licenses necessary to the prosecution of the work shall be secured by the Contractor at his own expense and he shall pay all taxes properly assessed against his equipment or property used or required in connection with the work.
All state laws, all county and city ordinances and regulations now imposed by competent authority and relating to any materials required to be furnished under these specifications and works required to be done hereunder, shall be deemed to be and hereby are made controlling and part of these specifications.
5-8.2 General.
The Contractor shall keep himself fully informed of all existing state and national laws and municipal ordinances and regulations which in any manner affect those engaged or employed in the work, or the materials used in the work or which in any way affect the conduct of the work and of all such orders and decrees of bodies or tribunals having any jurisdiction or authority over the same.
5-8.3 Eight-Hour Law.
Eight (8) hours labor constitutes a legal day's work. The Contractor shall forfeit as a penalty $25.00 (Twenty-five dollars) for each workman employed in the execution of the Contract by the Contractor or any subcontractor under him for each calendar day during which such workman is required or permitted to work more than eight (8) hours in any one calendar day and forty (40) hours in any one calendar week in violation of the provisions of the Labor Code and in particular, Section 1810 to Section 1815 thereof inclusive except that work performed by employees of Contractors in excess of eight (8) hours per day and forty (40) hours during any one week, shall be compensated at not less than one and one-half (1 1/2) times the basic rate of pay as provided in Section 1815.
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5-8.4 Prevailing Rate of Per Diem Wages.
Pursuant to the provisions of Section 1773 of the Labor Code, the general prevailing wage rates in the County in which the work is to be done have been determined by the Director of the California Department of Industrial Relations. These wages are set forth in the General Prevailing Wage Rates. The Federal Minimum wage rates for this project as predetermined by the United States Secretary of labor are set forth herein by addenda and in copies that may be examined at the offices described above where project plans, special provisions, and proposal forms may be seen. Addenda to modify the federal minimum wage rates, if necessary, will be issued to holders. Future effective general prevailing wage rates which have been predetermined and are on file with the California Department of Industrial Relations are referenced but not printed in the general prevailing wage rates.
Attention is directed to the Federal minimum wage rate requirements in these Special Provisions.
If there is a difference between the minimum wage rates predetermined by the Secretary of labor and the general prevailing wage rates determined by the Director of the California Department of Industries Relations for similar classifications of labor, the Contractor and subcontractor shall pay not less than the higher wage rate. The City will not accept lower State wage rates not specifically included in the Federal minimum wage determination. This includes “helper” (or other classifications based on hours of experience) or any other classifications not appearing in the Federal wage rate determination. Where Federal wage determinations do not contain the State wage rate determination otherwise available for use by the Contractor and subcontractor, the Contractor and subcontractor shall pay not less than the Federal minimum wage rate which most closely approximates the duties of the employees in question.
The U.S. Department of Transportation (DOT) provides a toll-free “hotline” service to report bid rigging activities. Bid rigging activities can be reported Mondays through Fridays, between 8:00 a.m. and 5:00 p.m., eastern time, Telephone No. 1-800-424-9071. Anyone with knowledge of possible bid, Bidder collusion, or other fraudulent activities should use the “hotline” to report these activities. The “hotline” is part of the DOT’s continuing effort to identify and investigate highway construction Contract fraud and abuse and is operated under the direction of the DOT Inspector General. All information with be treated confidentially and caller anonymity will be respected.
The Contractor shall comply with Labor Code Section 1775. In accordance with said section, the Contractor shall forfeit as a penalty to the City $50.00 (fifty dollars) for each calendar day, or portion thereof, for each workman paid less than the stipulated prevailing rates for such work or craft in which such workman is employed for any work done under the Contract by him or by `any subcontractor under him in violation of the provisions of the Labor Code and in particular Labor Code Sections 1770 to 1780, inclusive. In addition to said penalty and pursuant to said Section 1775, the difference between such stipulated prevailing wage rates and the amount paid to each workman for each calendar day or portion thereof for which each workman was paid less than the stipulated prevailing wage rate shall be paid to each workman by the Contractor.
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5-8.5 Certified Payroll.
Pursuant to Section 1776 of the Labor Code, the Contractor and/or subcontractors shall submit weekly to the City for each week in which any Contract work is performed a certified copy of all payroll records. Should the Contractor fail to provide such payroll certificates, the City may withhold.
$1,000.00 for each weekly payroll certificate not received from payment due. 5-9 FAIR EMPLOYMENT PRACTICE COMMISSION CERTIFICATION.
The Contractor's attention is directed to the requirements in Section 12990 of the Government Code for nondiscrimination and compliance employment programs.
SECTION 6 – PROSECTION AND PROGRESS OF THE WORK.
6-1 CONSTRUCTION SCHEDULE AND COMMENCEMENT OF THE
WORK.
6-1.1 Construction Schedule.
Add the following:
The Contractor’s proposed construction schedule shall be submitted to the Engineer within ten (10) days of notification of the City’s intent to award this Contract. The schedule shall be supported by written statements from each supplier of materials or equipment indicating that all orders have been placed and acknowledged, and setting forth the dates that each item will be delivered.
In preparation of the construction schedule, the following items shall be considered:
• The City observes the following holidays, which shall be considered non-working days.
If the Contractor elects to work on any of the City holidays the Contractor shall be responsible for paying any associated inspection costs, including overtime and holiday premiums. Any work not completed and fully open to public traffic shall be maintained in a safe and delineated condition. Traffic control and safety devices shall be maintained at all times.
o New Year’s Day
o Martin Luther King Jr.’s Birthday
o Washington’s Birthday
o Cesar Chavez Day
o Memorial Day
o Juneteenth
o Independence Day
o Labor Day
o Veterans Day
o Thanksgiving
o Christmas Day
• The Contractor’s working hours shall be limited to the hours between 8:00 A.M. and
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6:00 P.M., Monday through Friday. Deviation from normal working hours will not be allowed unless written permission has been duly obtained beforehand from the office of the City Engineer. The Contractor shall provide adequate light for proper prosecution of the work, for the safety of the workmen and the public, and for proper inspection. • In the event of either a requested or emergency deviation, inspection service fees will be charged against the Contractor. The service fees will be calculated at overtime rates including benefits, overhead and travel time. The service fees will be deducted from any amounts due to the Contractor.
Prior to issuing the Notice to Proceed, the Engineer will schedule a preconstruction meeting with the Contractor to review the proposed construction schedule and delivery dates, arrange utility coordination, discuss construction methods and clarify inspection procedures.
The names, addresses, and telephone numbers of the Contractor and subcontractors, or their representatives, shall be filed with the Public Works Manager and the County Sheriff’s Department or the City Police Department prior to beginning work.
The Contractor shall also notify the City of Hermosa Beach and the owners of all utilities and substructures not less than 72 hours prior to starting construction. The following utility companies list of names and telephone numbers is intended for the convenience of the Contractor and is not guaranteed to be complete or correct:
Southern California Edison Co. 310/783-9332
The Gas Co. 310/605-7837
Verizon 818/837-0394
Hermosa Beach Police & Fire 310/524-2750
Time Warner (Cable TV) 310/216-4184
West Basin Municipal Water District 310/217-2411
Athens Services 626/934-4696
California Water Service Co. 310/257-1428
Underground Service Alert 800/227-2600
Los Angeles County Flood Maintenance 562/861-0316
Los Angeles County Public Works 626/458-3109
The Contractor shall submit periodic Progress Reports to the Director of Public Works by the tenth day of each month. The report shall include an updated Construction Schedule. Any deviations from the original schedule shall be explained. Progress payments will be withheld pending receipt of any outstanding reports.
6-4.3 Payment for Delays.
To the furthest extent permitted by law, replace the entire subsection with the following:
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In compliance with the provisions of California Public Contract Code § 7102, the Contractor will be compensated for damages incurred due to delays in completing the Work due solely to the fault of the City, where such delay is unreasonable under the circumstances and not contemplated by the parties. The Contractor and City agree that determining actual damages is impracticable and extremely difficult. As such, the Contractor shall be entitled to the appropriate time extension and to payment of liquidated damages in the sum of $1,200 per Day of delay in excess of the time specified for the Completion of the Work. Such amount shall constitute the only payment allowed and shall necessarily include all overhead (direct or indirect), all profit, all administrative costs, all bond costs, all labor, materials, equipment and rental costs, and any other costs, expenses and fees incurred or sustained as a result of such delay. The Contractor expressly agrees to be limited solely to the liquidated damages for all such delays as defined in this subsection. 6-9 LIQUIDATED DAMAGES.
Add the following:
The amount of liquidated damages is hereby amended to $1,500 for each consecutive calendar day.
SECTION 7 – MEASUREMENT AND PAYMENT.
7-3 PAYMENT.
7-3.2 Partial and Final Payment.
Replace the entire subsection with the following:
The closure date for periodic progress payments shall be the twenty-fifth day of each month.
Authorization to pay is commonly received on the tenth day of the following month.
However, payments will be withheld pending receipt of any outstanding reports required by the Contract Documents.
7-3.4 Mobilization.
Replace the entire subsection with the following:
Mobilization and demobilization shall include all site visits; preparation of all submittals; BMPs; obtaining all permits, insurance, and bonds; video recording of the site existing conditions; moving onto the site all materials and equipment; set up of any temporary facilities (e.g. sanitary facilities, parking, construction water, equipment and materials staging area, fencing); distribution of all notification materials; removal of same at completion of the work; site cleanup; and other work as required to perform and complete the work.
No material, equipment, or vehicles to be left overnight on sidewalks or streets. If staging area is needed by contractor, City facilities and grounds will not be available for use by the contractor.
Possible staging area can be found in Redondo Beach at the corner of Pacific Coast Highway and Herondo Street. This lot is owned by Edison. Contact information is provided below for inquires to use the lot for staging.
Maria Parcell, SCE Land Services
[email protected]
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(909) 274-1877
A minimum of one week prior to the start of construction, the Contractor shall video record all areas where construction is to take place. Such video recordingsshall be provided to the Engineer before construction commences. These video recordings shall serve as a record of the existing conditions for disputes arising from restoration and should therefore be taken along the line of construction and site access and staging areas at sufficient detail as necessary to clearly depict details of existing conditions. Video recordings shall document existing sidewalks, and adjacent conditions. The video recordingsshall be on two USB copies and given to the Engineer. All video recordings shall be indexed and catalogued in such a manner that each photographed area is readily identifiable and shall also indicate the date and time (hour, minutes, and seconds) on which the recording was made. The Contractor shall also video record any unusual conditions encountered during construction that are not already a matter of photographic record. In any areas where existing conditions cannot be determined by means of video recording, the area shall be restored as approvedbytheEngineeratContractor's expense. Allvideorecordingsshall become the property of the City.
Payment for MOBILIZATION AND DEMOBILIZATION (5% MAXIMUM) shall be on a lump sum basis, and shall include furnishing all labor, materials, tools, equipment, transportation, and incidentals for performing all work involved in this section, complete and in place, as shown in the Plans and in accordance with the Contract Documents. The total cost of mobilization and demobilization shall not exceed five (5) percent of the total bid price. Any other costs of work not directly attributed to any specific bid item shall be considered included in mobilization.
Add the following subsection:
7-3.9 Work Performed Without Direct Payment.
Tools and materials of any class for which no price is fixed in the Proposal, it shall be understood that such work, equipment, labor, tools, and materials shall be provided without extra charge, allowance, or direct payment of any kind. The cost of performing such work or furnishing such equipment, labor, tools, and materials shall be included in the unit bid prices in the Proposal and no additional compensation will be paid therefor.
7-4.2 Basis for Establishing Costs.
7-4.2.1 Labor.
Replace the entire subsection with the following:
The costs of labor will be the actual cost for wages of workers performing the extra work at the time the extra work is done, plus the employer payments of payroll taxes, health and welfare, pension, vacation, apprenticeship funds, and other direct costs, resulting from Federal, State, or local laws, as well as assessments or benefits required by collective bargaining agreements. 7-4.3 Markup
7-4.3.1 Work by the Contractor.
Replace the entire subsection with the following:
An allowance for overhead and profit shall be added to the Contractor’s costs and shall
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constitute the full and complete markup for all overhead and profit on extra work performed by the Contractor. The Contractor shall also be compensated for the actual increase in the Contractor’s bond premium caused by the extra work. The markup shall be:
a. Labor – 20%
b. Materials – 15%
c. Tool and Equipment Rental – 15%
d. Other Items – 15%
7-4.3.2 Work by a Subcontractor.
When any of the extra work is performed by a subcontractor, the markup shall be applied to the subcontractor’s costs. An allowance for the Contractor’s overhead and profit shall be added to the sum of the subcontractor’s costs and markup and shall constitute the full and complete markup for all overhead and profit for the Contractor on work by the subcontractor. For Contractor markup of subcontractor’s costs, the allowance shall be 10% on the first $2,000 or portion thereof and 5% on costs in excess of $2,000.
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PART 2 – CONSTRUCTION MATERIALS
SECTION 200 – ROCK MATERIALS.
200-2 UNTREATED BASE MATERIALS.
200-2.1 General.
Replace the entire subsection with the following:
Materials for use as untreated base or subbase shall be crushed miscellaneous base.
SECTION 201 – CONCRETE, MORTAR, AND RELATED MATERIALS.
201-1 PORTLAND CEMENT CONCRETE.
200-1.1 General.
Add the following:
Concrete shall be type 520-C-2500 PSI concrete.
203-6 ASPHALT CONCRETE.
203-6.1 General.
Add the following:
Asphalt concrete shall be type C2-PG 64-10 for surface courses. No reclaimed asphalt concrete material (RAP) is allowed.
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PART 3 – CONSTRUCTION METHODS
SECTION 300 – EARTHWORK.
300-1 CLEARING AND GRUBBING.
300-1.2 Root Pruning and Tree Trimming.
Replace the entire section with the following:
a. Equipment
Pruning of roots shall be done using a Vermeer trenching machine with a root pruning attachment or a comparable piece of equipment, as approved by the Engineer. The equipment shall safely cut a narrow trench four to six inches wide to accommodate the installation of the root barrier.
Where sidewalks, curb ramp, or curbs are removed, the roots can be severed at the point adjacent to the edge of the new sidewalk, curb ramp, or curb to be installed, using other pneumatic tools to make the break-out and removal work more efficient.
Any roots over three inches in diameter must be cleanly cut using a chain saw or other sawing tool before the barrier is installed and the trench backfilled. b. Execution
Tree roots and other objectionable material shall be removed from areas of construction to a depth of 6 inches below the bottom of concrete. Tree roots shall be removed from parkways if visible or if instructed by Engineer.
Cleanly cut roots do not need to be painted or treated in any way other than the installation of root deflection barrier.
300-1.4 Payment.
Replace the entire subsection with the following:
There shall be no separate payment for root pruning or tree trimming; all costs thereto shall be considered included in the Contract unit prices for the items of work for which the pruning or trimming is required.
There shall be no separate payment for clearing and grubbing; all costs thereto shall be considered included in the Contract unit prices for the items of work for which clearing and grubbing is required.
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SECTION 301 – SUBGRADE PREPARATION, TREATED MATERIALS, AND PLACEMENT OF BASE MATERIALS.
301-1 SUBGRADE PREPARATION.
301-1.1 General.
Add the following:
Base is required under all PCC and AC improvements as shown on the Plans.
A minimum of 4 inches of CMB shall be placed under sidewalks and access ramps.
A minimum of 8 inches of CMB shall be placed under curb and gutter. 301-1.7 Payment.
Add the following:
There shall be no separate payment for placement and preparation of subgrade material under curb, curb and gutter, sidewalks, and access ramps; all costs thereto shall be considered included in the Contract unit prices for the items of work for which subgrade material is required.
SECTION 303 – CONCRETE AND MASONRY CONSTRUCTION.
303-5 CONCRETE CURBS, WALKS, GUTTERS, CROSS GUTTERS, ALLEY INTERSECTIONS, ACCESS RAMPS, AND DRIVEWAYS.
303-5.1 Requirements.
303-5.1.1 General.
Add the following:
PCC access ramps, sidewalks, and driveways shall not be poured monolithically with any new concrete adjacent to them.
303-5.5 Finishing.
303-5.5.2 Curb.
Add the following:
Unless otherwise approved by the Engineer, the entire affected concrete curb or curb and gutter portion shall be removed by sawcutting the adjacent AC pavement two (2) feet from the edge of the area to be removed. The Contractor shall reconstruct this two-foot-wide section in accordance with Standard Plan 111-5 of the SPPWC or as directed by the Engineer.
Curb and curb and guttershall be constructed within 72 hours ofremoval ofsidewalks, ADA curb ramp, and curb and gutter in each location. Clearing and grubbing shall be in accordance with Subsection 300-1, per the SSPWC, including removal and disposal of materials, and pruning and removal of interfering tree roots underneath or adjacent to existing access ramp.
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The Contractor shall contact the Engineer a minimum of 24 hours prior to performing any excavations within a 25-foot radius of a street tree. Any damage to the street tree may result in tree replacement by Contractor or payment of replacement costs by Contractor based on the value of the damaged tree.
303-5.5.3 Walk.
Add the following:
Sidewalk shall be constructed within 72 hours of removal of sidewalks in each location. The Contractorshall remove all existing concrete sidewalk shown on the plans to the nearest control joint. Clearing and grubbing shall be in accordance with Subsection 300-1, per the SSPWC, including removal and disposal of materials, and pruning and removal of interfering tree roots underneath existing sidewalk or adjacent to sidewalk.
Finished surfaces shall match the finish and color of adjacent concrete.
The Contractorshall be responsible for protecting newly constructed concrete improvements from damage. Contractor shall remove and replace all concrete damaged priorto acceptance.Concrete shall be replaced score line to score line unless otherwise directed by the Engineer. Patching damaged concrete is not allowed.
The Contractor shall contact the Engineer a minimum of 24 hours prior to performing any excavations within a 25-foot radius of a street tree. Any damage to the street tree may result in tree replacement by Contractor or payment of replacement costs by Contractor based on the value of the damaged tree.
The expansion joint and weakened joint pattern shall be maintained and reconstructed, unless otherwise directed by the Engineer.
The Contractor shall mark all manholes, valves, substructures, survey monuments, vaults, utility boxes, or any other items that are visible on the surface and that will interfere with constructing a fully compliantsidewalk. The Contractor shall protect and adjust to grade any such items to match grade of the surrounding concrete to the satisfaction of the Engineer.
Vegetation interfering with construction operations shall be carefully trimmed without damaging the integrity of the vegetation. Vegetation, which must be removed for construction, shall be removed, and disposed of by the Contractor. The Contractor shall protect in place or reconstruct any irrigation lines and sprinkler heads hindering (and adjacent to) the construction activity area as directed by the Engineer. Damage to existing irrigation lines and sprinkler heads shall be replaced at Contractors expense.
303-5.5.5 Alley Intersections, Access Ramps, and Driveways.
Add the following:
Unless otherwise approved by the Engineer, the entire affected concrete curb or curb and gutter portion shall be removed by sawcutting the adjacent AC pavement two (2) feet from the edge of the area to be removed. The Contractor shall reconstruct this this two (2) foot wide section in accordance with Standard Plan 111-5 of the SPPWC or as directed by the Engineer.
Curb ramps shall be constructed within 72 hours of removal of sidewalks, ADA curb ramp, and
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curb and gutter in each location. Clearing and grubbing shall be in accordance with Subsection 300-1, per the SSPWC, including removal and disposal of materials, and pruning and removal of interfering tree roots underneath or adjacent to existing access ramp.
The Contractor shall contact the Engineer a minimum of 24 hours prior to performing any excavations within a 25-foot radius of a street tree. Any damage to the street tree may result in tree replacement by Contractor or payment of replacement costs by Contractor based on the value of the damaged tree.
Where necessary to match existing grades at the back or side of the ramp, the Contractor shall construct a rear curbforcurbramps.Curbheightshall be constructedtomatch existinggrade. Where existing walls are adjacent to curb ramp construction, the rear side curb shall be constructed to protect existing walls. Contractor shall protect in place existing vegetation and miscellaneous items adjacent to rear curb for access ramps adjacent to private property.
The Contractor shall mark all manholes, valves, substructures, survey monuments, vaults, utility boxes, or any other items that are visible on the surface and that will interfere with constructing a fully compliant curb ramp. The Contractor shall protect and adjust to grade any such items to match grade of the surrounding concrete to the satisfaction of the Engineer.
Vegetation interfering with construction operations shall be carefully trimmed without damaging the integrity of the vegetation. Vegetation, which must be removed for construction, shall be removed, and disposed of by the Contractor. The Contractor shall protect in place or reconstruct any irrigation lines and sprinkler heads hindering (and adjacent to) the construction activity area as directed by the Engineer. Damage to existing irrigation lines and sprinkler heads shall be replaced at Contractors expense.
The Contractor shall relocate existing facilities such as street sign poles that are within the curb ramp area that conflict with the new proposed improvement. Any damaged signs due to construction shall be replaced at the Contractor’s expense. The new location forsuch facility shall be as directed by the Engineer, if not already included in the plans, in the field and shall be within the general vicinity of the existing.
The Contractor shall tie down any survey monuments/markers obliterated during construction and reestablish said monuments/markers following construction.
Add the following subsections:
303-5.5.6 Detectable Warning Surface.
Access ramps shall have a single piece prefabricated detectable warning surface with dimensions of 36 inches (perpendicular to curb) by 48 inches (parallel to curb).
Detectable warning surface(s) shall be Armor-Tile Tactile Systems, Yellow Detectable Warning Tiles, or equivalent by a single manufacturer of Cast In Place Detectable/Tactile Warning Surface Tiles, cast-in-place, and installed per manufacturer’s recommendation. All material submittals must be submitted and approved by the Engineer prior to commencement of construction. The finished surfaces of the detectable warning tiles shall be free from blemishes. Panels may have embedded frames with replaceable surfaces or non-removable surfaces.
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Tiles/Panels are to be cut so that they align flush with any curved edges or radius of the curb ramp.
Priorto constructing all cast-in-place detectable warning tiles, theContractor shall demonstrate the ability to produce a detectable warning tile conforming to the details shown on the plans and these special provisions by constructing a test panel at one of the curb ramp locations.
The manufacturer shall provide a written and signed 5-year warranty equal to or exceeding the remedies by Armor-Tile Tactile Systems for prefabricated detectable warning tiles (see appendix), guaranteeing replacement when there are defects in workmanship and material including deterioration, breakage and delamination. The warranty period shall begin upon acceptance of the Contract. A signed warranty shall be provided to the City prior to final progress payment and release of retention.
303-5.5.6.1 Quality Assurance.
Installer shall be an experienced installer qualified for installation, who has successfully completed installationssimilarinmaterial, design, and extent to that indicated for project.
Contactor shall use only approved DSAAC detectable warning products as provided in the California Code of Regulations (CCR) Title 24, Part 2, Cast In Place Detectable/Tactile Warning Surface Tiles shall be an epoxy polymer composition with an ultra violet stabilized coating employing aluminum oxide particles in the truncated domes or a homogenous glass and carbon reinforced composite, which is colorfast, and UV stable. The tile shall incorporate an in-line pattern of truncated domes measuring nominal 0.2” height, 0.9” base measured side by side and a center-to-center spacing of 1.67” minimum and 2.35” maximum. For safety, the field area shall consist of a non-slip surface with a minimum of 40 – 90 degrees raised points 0.045” high, per square inch; “Armor-Tile” as manufactured by Engineered Plastics Inc., ADA Solutions or approved equal.
Detectable/tactile warning surface tiles shall meet or exceed the following requirements:
1. Water Absorption of Tile when tested by ASTM D 570-98 not to exceed 0.07%
2. Slip resistance of tile when tested by ASTM C1028-96 the combined wet and dry static coefficients of friction not to be less than 0.80 on top of domes and field area when wet.
3. Compressive strength of tile when tested by ASTM D 695-02a not to be less than 28,000 psi.
4. Tensile strength of tile when tested by ASTM D 638-03 not to be less than 11,000 psi.
5. Flexuralstrength of tile when tested by ASTM D 790-03 not to be less than 25,000 psi.
6. Chemical stain resistance of tile when tested by ASTM D 543-95 (re- approved 2001) to withstand without discoloration or staining –10% hydrochloric acid, urine, saturated calcium chloride, black stamp pad ink, chewing gum, red aerosol paint, 10% ammonium hydroxide, 1% soap solution, turpentine, urea 5%, diesel fuel and motor oil or no deterioration per ASTM 1308.
7. Resistance to wear of unglazed ceramic tile by taber abrasion per ASTM C501-84 (reapproved 2002) shall not be less than 500.
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8. Fire resistance of tile when tested to ASTM E 84-05 flame spread shall be less than 20.
9. Accelerated weathering of tile when tested by ASTM G 155 for 2000 hours shall exhibit the following result - DE<5.0, as well as no deterioration, fading or chalking of surface.
10. Salt and spray performance of tile when tested to ASTM B 117-03 not to show any deterioration or other defects after 200 hours of exposure.
11. Accelerated aging and freeze thaw test of tile and adhesive system when tested to ASTM D 1037-99 shall show no evidence of cracking, delamination, warp age, checking, blistering, color change, loosening of tile or other detrimental defects or no disintegration per ASTM 1026.
303-5.5.6.2 Site Conditions.
Maintain minimum temperature of 40 degrees Fahrenheit in spaces to receive Cast in Place Detectable/Tactile Warning Surface Tiles for at least 24 hours prior to installation, during installation, and for not less than 24hours after installation.
The use of water for work, cleaning, or dust control, shall be contained and controlled and shall not be allowed to come into contact with the general public. Provide barricades or screens to protect the general public.
303-5.5.6.3 Installation Procedure.
Installation shall be in strict accordance with manufacturer’ recommendations. During tile installation procedures, ensure adequate safety guidelines are in place and that they are in accordance with the applicable industry and government standards.
The specifications of the structural adhesives, fasteners, and related materials shall be in strict accordance with the Contract documents andthe guidelines set by their respective manufacturers.
The physical characteristics of the concrete shall be consistent with the Contract specifications while maintaining a slump range of 4 – 7 to permit solid placement of the Cast-In-Place Tile System. An overly wet mix will cause the Cast-In-Place System to float. Under these conditions, suitable weights such as 2 concrete blocks or sandbags (25 lb.) shall be placed on each tile.
The concrete pouring and finishing operationsrequire typicalmason’stools, however, a smart level with electronic slope readout, 25 lb. weights, and a large rubber mallet can be used for the installation of the Cast-In-Place System. A vibrating mechanism such as that manufactured by Vibco can be employed, if desired.The vibrating unitshould be fixed to a soft base such as wood, at least 1-foot square.
The factory-installed plastic sheeting must remain in place during the entire installation process, to prevent the splashing of concrete onto the finished surface of the tile.
When preparing to set the tile, it is important that no concrete be removed in the area to accept the tile. It is imperative that the installation technique eliminates any air voids under the tile. Holes around the tile perimeter allow air to escape during the installation process. Concrete will flow through the large holes in each vane on the underside of the tile. This will lock the tile solidly into the cured concrete.
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The concrete shall be poured and finished true and smooth to the required dimensions and slope priorto the tile placement. Immediately afterfinishing concrete, the electronic levelshould be used to check that the required slope is achieved. The tile shall be placed true and square to the curb edge in accordance with the Contract drawings. The Cast-In-Place Tiles shall be tamped (or vibrated) into the fresh concrete to ensure that the field level of the tile is flush to the adjacent concrete surface. The Contract drawings indicate that the tile field level (base of truncated dome) is flush to adjacent surfaces to permit proper water drainage and eliminate tripping hazards between adjacent finishes. The tolerance for elevation differences between tile and adjacent surface is 1/16”.
Immediately after tile placement, the tile elevation is to be checked to adjacent concrete. The tile elevation and slope should be set consistent with Contract drawings to permit water drainage to curb as the design dictates.
While concrete is workable, a 3/8” radius edging tool can be used to create a finished edge of concrete. A steel trowel can be used to float the concrete around the tile’s perimeter, flush to the field level of tile.
During and after the tile installation and the concrete curing stage, it is imperative that there is no walking, no leaning or external forces placed on the tile to rock the tile, causing a void between the underside of tile and concrete.
Following tile placement, review installation tolerancesto Contract drawings and adjust tile before the concrete sets. Two suitable weights of 25 lb. each can be placed on each tile as necessary to ensure solid contact of the underside of tile to concrete.
Following the curing of the concrete, protective plastic wrap isto be removed from the tile face by cutting the plastic with a sharp knife, tight to the concrete/tile interface. If concrete bled underthe plastic, a soft wire brush will clean the residue without damage to the tile surface.
Tiles can be cut to custom sizes, or to make a radius, using a continuous rim diamond blade in a circular saw or mini grinder. Use of a straightedge to guide the cut is advisable whereappropriate.
Any sound-attenuating plates on the underside of the tile, which are dislodged during handling or cutting, should be replaced, and secured with construction adhesive. The air gap created between these plates and the bottom of the tile isimportant, in preserving the detect-ability properties ofthe Armor-Tile System.
303-5.9 Measurement and Payment.
There shall be no separate payment for adjusting miscellaneous facilities to grade outside of curb ramp area; all costs thereto shall be considered included in the Contract unit prices for the items of work for which the adjustment is required.
There shall be no separate payment for adjusting miscellaneous facilities to grade within access ramps; all costs thereto shall be considered included in the Contract unit prices for the items of work for which the adjustment is required.
Add the following subsections:
303-9 CONCRETE GRINDING.
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303-9.1 General.
Where PCC is shown on the plans to be grinded, the existing surface shall be grinded to remove concrete lip and shall have a neat finish across the grinded section.
Any area of excess concrete grinding shall be removed and replaced to the satisfaction of the Engineer. No over grinding will be allowed; any found shall be corrected at the Contractors expense.
SECTION 314 – TRAFFIC STRIPING, CURB AND PAVEMENT MARKINGS, AND PAVEMENT MARKERS.
314-1 GENERAL.
Replace the last paragraph with the following:
Crosswalk and stop bar shall be thermoplastic.
314-2 REMOVAL OF TRAFFIC STRIPING AND CURB AND PAVEMENT MARKINGS.
314-2.1 General.
Replace the first paragraph with the following:
Striping and markings shall be removed by wet sandblasting and all sand shall be removed without delay as the sandblasting operation progresses. All sand blasted asphalt pavement shall be sealed with an asphalt emulsion (SS-1H Emulsified Asphalt). The Contractor shall remove and replace any new construction work that has been altered by graffiti markings and blemishes at no additional cost to the City.
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PART 4 – EXISTING IMPROVEMENTS
SECTION 400 – PROTECTION AND RESTORATION.
Add the following subsections:
400-4 TREES.
The Contractor shall take care to protect all trees not approved for removal by the Engineer.
There shall be no separate payment for protection of existing trees; all costs thereto shall be considered included in the Contract unit prices for the items of work for which the protection is required.
400-5 SIGN POST.
Contractor shall remove existing sign post from parkway when shown on plans to be removed by excavating to a depth necessary to remove the post and any existing foundation or anchoring assembly. Contractor shall protect and store the existing post and signs for reinstallation.
Contractor shall install a new anchoring assembly and reinstall the existing post with signs.
Contractor shall obtain approval by the Engineer of sign placement before permanently installing the new post. All signs and posts shall be reset the same day as the existing signs and posts are removed.
The bottom of the lowest sign shall be 7 feet above the sidewalk, if applicable. The lowest sign can be lower if in the parkway as approved by the Engineer.
SECTION 401 – REMOVAL.
401-3 CONCRETE AND MASONRY IMPROVEMENTS.
Add the following subsections:
401-3.4 Parkway Concrete and Brick.
Existing parkway concrete areas shown on Plans, or as requested by Engineer, shall be removed using pneumatic tools or hand tools approved by the Engineer. Contractor shall take care to protect adjacent sidewalk, curb, gutter, and other improvements. Existing improvements damaged during removal operations shall be repaired at Contractor’s expense. Parkway concrete shall be disposed of immediately following removal.
Existing brick areas shown on Plans, or as requested by the Engineer, shall be removed by hand or hand tools. Contractor shall take care to protect adjacent sidewalk, curb, gutter, and other improvements. Existing improvements damaged during removal operations shall be repaired at Contractor’s expense. Brick shall be disposed of immediately following removal.
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PART 6 – TEMPORARY TRAFFIC CONTROL
SECTION 600 – ACCESS.
600-1 GENERAL.
Add the following:
Access to street intersections, public and private parking lots, commercial businesses, residences, and other public and private properties shall be maintained at alltimes.At least 72 hoursin advance of commencing any work that may affect the access to private properties, the Contractor shall provide construction notices to adjacent residential properties, and commercial establishments.
The Construction Notice template (attached on “Exhibit C Construction Notice Template”) shall be modified by the Contractor and sent to the engineer for review and approval. The Contractor shall distribute notices to residents and commercial establishments affected by construction once approved by the Engineer. Vehicular access to and from commercial and residential driveways and parking lots shall be maintained at all times, except when performing items of work which cannot be accomplished without access restriction.
When access must be restricted, as determined by the Engineer, it shall occur only for the time period required to accomplish the particular item of work.
Modifications to traffic control shall be performed to correct any deficiencies in traffic flow (vehicular, bicycle, pedestrian, etc.) as deemed necessary by the Engineer or Public Works Inspector.
All traffic lanes shall be open for public use on the days and at the times specified below:
1. Saturdays, Sundays, and legal holidays: from 12:00 a.m. to 11:59 p.m.
2. Fridays and any day preceding a legal holiday: from 5:00 a.m. to 11:59 p.m.
3. All days not covered in 1 and 2 above: 7:00 a.m. to 8:30 a.m. and 4:00 p.m. to 6:00 p.m.
4. Non-construction hours: all hours when the Contractor's employees are not physically present at the construction site actively performing Contract work.
5. In the vicinity of any Elementary or Middle School, the Contractorshall determine arrival and departure times of said school and shall provide for adequate traffic control for any school age pedestrian and/or bicycle routes to the school during the arrival and departure periods. The submittal of traffic control plans shall include arrival and departure times for each school. At no time will traffic control be allowed in the immediate vicinity so as to cause a hazard to a school pedestriancrosswalkduringarrival anddeparture timeperiods.
On those days and hours when closure of traffic lanes is not prohibited under the provisions of the preceding subparagraph A, no more than one lane may be closed at any time during construction hours. During any lane closure, Type IIflashing arrow boardsshall be used in accordance with the most recent Edition of the Manual on Uniform Traffic Control Devices (MUTCD), the California Supplement to the MUTCD hereinafter referred as CAMUTCD issued by the State of California.
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SECTION 601 – TEMPORARY TRAFFIC CONTROL FOR CONSTRUCTION AND MAINTENANCE WORK ZONES.
601-1 GENERAL.
Replace the first paragraph with the following:
All work required for maintaining and controlling traffic shall conform to the most recent Edition of the Manual on Uniform Traffic Control Devices (MUTCD), the California Supplement to the MUTCD hereinafter referred as CAMUTCD issued by the State of California, Department of Transportation (Caltrans), and the "Work Area Traffic Control Handbook," published by Building News, Inc.
Add the following:
All construction work and traffic control shall be scheduled and constructed to provide for a minimum of inconvenience and a maximum of safety to the public vehicular, bicycle and pedestrian traffic.
The Contractor shall be responsible for the protection of vehicular, bicycle and pedestrian traffic until the work called for in the Plans, the Standard Specifications, and Special Provisions have been accepted by the Engineer.
The Contractor shall notify the Engineer of intent to begin work following notice to proceed before work is to begin. The Contractor shall cooperate with the Engineer relative to handling traffic through the area and shall make all arrangementsrelative to keeping the working area clear of parked vehicles.
Contractor's equipment and personal vehicles of theContractor's employees shall not be parked on the traveled way nor on any section where traffic is restricted at any time.
During any period when two-way traffic is not provided, as approved by the engineer, the Contractor shall employ flaggers to control traffic through the construction zone.
The Contractor shall notify the Engineer of any operation that will affect two-way flow of traffic more than five minutes for every half hour of working time, at least two working days in advance of such operation. Submitted traffic control plans must be signed/stamped by a licensed Traffic Engineer.
If the Contractor fails to maintain and control traffic at any time during the construction period such that the safety to public vehicular, bicycle and/or pedestrian traffic is compromised in any way in the opinion of the Engineer or the City Police Department, the City will require the Contractor to stop work and open all traffic lanes, or immediately modify the traffic control plan, subject to approval by the City, to ensure that the unsafe situation is corrected. If, due to the nature of the work, it is impossible to open all traffic lanes, or the Contractor is unable to immediately modify the traffic control plan to restore safe and adequate traffic control, the City may mobilize emergency forces to re-establish adequate and safe traffic control. The emergency forces may include Police Department, Maintenance Services Division,Engineering Division,Contractors or consultants hired by theCity or other personnel asrequired to re-establish adequate and safe traffic control.
SP-30
The Contractor shall pay for the full and complete time and material cost for any emergency response by City forces and firms hired by the City as described herein. This paymentshall be in addition to the liquidated damages provided for in Section 6-9 of these specifications. Contractor agrees to pay such costs as provided for in this paragraph, and in case the same are not paid, Contractor agreesthat City may deduct the amount ofsuch costsfrom any money that is due or that may be due the Contractor under the Contract. The Contractor shall not be entitled to any delay claims for work stopped by the City in order to correct an unsafe traffic condition, regardless of whether traffic control was set up in accordance with an approved traffic control plan. 601-3.5 Signs and Signage.
601-3.5.1 General.
Replace the entire subsection with the following:
Signs shall conform to the most recent Edition of the Manual on Uniform Traffic Control Devices (MUTCD), the California Supplement to the MUTCD hereinafter referred as CAMUTCD issued by the State of California, Department of Transportation (Caltrans), and the "Work Area Traffic Control Handbook," published by Building News, Inc. Each sign shall consist of a base, standard or framework, and a sign panel. Sign units shall be capable of being delivered to the work site and placed into immediate operation.
Signs shall include all temporary signs required for the direction of traffic through or around the work site. Sign placement shall conform to the documents listed above and the Traffic Control Plan.
Advance warning signs shall be provided with orange warning flags in advance of temporary stop signs. Temporary stop signs are required any time a traffic signal is dark. Temporary stop signs shall be mounted at 7 feet high.
The Contractor shall post standard "NO PARKING" construction zone signs 72 hours prior to construction, not more than 50 feet apart within the work area, showing the date and time of construction. “NO PARKING” signs are to have the language “By order of the H.B.P.D. 318- 0360 CVC 22658 / HBMC 10.32.220 & 10.12.040” on the signs. Signs can be obtained from the City.
601-3.5.2 Payment.
Replace the entire subsection with the following:
Payment for temporary traffic control signs and signage shall be made per the Contract bid price for TRAFFIC CONTROL on a lump sum basis and shall include furnishing all labor, materials, tools, equipment, transportation, and incidentals for performing all work involved in this section, complete and in place, as shown in the Plans and in accordance with the Contract Documents.
Should the Engineer require any modifications to the traffic control, such changes shall be implemented at no additional cost to the City.
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601-3.6 Channelizing Devices.
601-3.6.1 General.
Add the following:
Channeling devices shall be spaced as necessary for proper delineation; however, in no case shall the spacing between portable delineators exceed 25 feet on tangents or 10 feet on curves.
Fluorescent traffic cones shall be new or reconditioned, and of good commercial quality flexible material suitable for the purpose intended. The outer section of the portion above the base of the cone shall be a highly pigmented fluorescent orange polyvinyl compound.The overall height ofthe cone shall be at least 28 inches. The base shall be of sufficient weight and size orshall be anchored in a mannersuch that the traffic cone will remain in an upright position.
The fluorescent traffic cones shall be spaced as necessary for proper delineation; however, in no case shall the spacing between fluorescent traffic cones exceed 25 feet on tangents or 10 feet on curves.
Only one type of channelizing device shall be used at any one time.
Channelizing devicesshall be placed at all locationsshown on theTraffic Control Plan and at such locations as directed by the Engineer.
Channelizing devicesshall be left in place at their designated locations, maintained,repaired, and replaced asrequired untiltheirremovalis approved by the Engineer.
If the channelizing devices are damaged, or are not in an upright position, for any reason, said devices shall immediately be replaced, or restored to their original locationsin an upright position, by theContractor, 24 hours per day, 7 days per week for as long as required by the City.
Payment for temporary traffic channelizing devices shall be made per the Contract bid price for TRAFFIC CONTROL on a lump sum basis and shall include furnishing all labor, materials, tools, equipment, transportation, and incidentals for performing all work involved in this section, complete and in place, as shown in the Plans and in accordance with the Contract Documents.
Should the Engineer require any modifications to the traffic control, such changes shall be implemented at no additional cost to the City.
Add the following subsection:
601-7 PAYMENT.
Payment for TRAFFIC CONTROL shall be made on a lump sum basis and shall include furnishing all labor, materials, tools, equipment, transportation, and incidentals for performing all work involved in this section, complete and in place, as shown in the Plans and in accordance with the Contract Documents. Should the Engineer require any modifications to the traffic control, such changes shall be implemented at no additional cost to the City.
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EXHIBIT “A” – SOLID WASTE REPORTING
CIP No. 421
ANNUAL SEWER IMPROVEMENTS PHASE 2
SOLID WASTE REPORTING
Pursuant to the California Integrated Solid Waste Management Act of 1989, the City is required to report the amount of solid waste generated within the City and the disposal of that waste with the ultimate required goal of being a reduction of at least 50% in the amount of solid waste being disposed in landfills. To permit the City to comply with this State law, the Contractor is required to complete the Solid Waste Report form, a copy of which is included in these special provisions.
The report includes a summary of the solid waste generated by the project, a summary of solid waste disposed of at class III landfills and a summary of solid waste diverted form disposal through recycling and re-use. The Contractor may use a self-generated report format that includes all of the information included on the City form.
The report shall be filed with the City after project completion and prior to final payment. If the project time span includes more than one calendar year, a separate report is required for the solid waste in each calendar year. A report for a calendar year that does not coincide with project completion shall be filed with the City on or before January 31st.
Supporting documents to be submitted with the report shall include legible copies of weigh tickets, receipts, or invoices that specifically identify the job site location that generated the waste materials. If materials are taken to a location where weigh tickets, receipts, or invoices are not available, the Contractor shall provide the documentation on its own company letterhead.
The Contractor is encouraged to divert solid waste from disposal at landfills through recycling and re-use when possible while maintaining compliance with all other Contract specifications and special provisions.
SP-33
SP-34
EXHIBIT “B” – CONSTRUCTION NOTICE TEMPLATE
COMPANY LETTERHEAD
NOTICE OF WORK/CONSTRUCTION
Name of Project Date of Notice
Dear Residents and Businesses (if applicable):
Provide a brief description of the work that is to be performed. Four to five sentences should suffice.
What: Provide a brief description of what
is happening. One sentence should suffice.
Start/Duration: When is the project
expected to start and how long is it
anticipated to take for it to be completed?
If there are different phases, indicate the
estimated time.
What to Expect: Will there be noise? Will
there be flaggers directing traffic? Will
residents have access or will it be a full
closure? Will parking be temporarily
blocked? Include enough details.
Equipment in Use: What kind of
equipment will be seen?
Working Hours: What are the working
hours and days?
Contact Information
Always include contact information for residents and business owners in case they have questions or concerns.
We apologize for any inconvenience and thank you for your patience. Sincerely, Contractor Name
Map detailing what
streets will be closed.
i
CIP No. 421
ANNUAL SEWER IMPROVEMENTS
VII. TECHNICAL SPECIFICATIONS
ii
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iii
PROJECT TECHNICAL SPECIFICATIONS
CIP No. 421
ANNUAL SEWER IMPROVEMENTS PHASE 2
TABLE OF CONTENTS
Section 00 01 10: Table of Contents
Section 01 01 00: Summary of Work and Sequence of Construction Section 03 10 00: Concrete Forming
Section 03 30 00: Cast-in-Place Concrete
Section 07 92 00: Joint Sealants
Section 31 05 50: Protecting Existing Utilities
Section 33 01 30: Sewage Bypassing
Section 33 01 38: Manhole Rehabilitation
Section 33 05 26: Utility Identification
Section 33 08 31: Leakage and Infiltration Testing of Gravity Sewer Lines Section 33 30 31: PVC Gravity Sewer Pipe
Section 33 39 13: Precast Concrete Manholes
END OF SECTION
iv
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01 01 00 - Summary of Work and Sequence of Construction - 1 of 7 SECTION 01 01 00
SUMMARY OF WORK AND SEQUENCE OF CONSTRUCTION
PART 1 ñ GENERAL
1.1 Summary of Work Covered by Contract Documents
A. The Work covered under this contract includes replacement or rehabilitation of multiple sewer segments and maintenance holes throughout the city of Hermosa Beach, using a variety of rehabilitation methods.
B. The Contractor is required to furnish all labor, materials, services, equipment, insurance, bonds, security, notifications, licenses, permits and fees in accordance with applicable federal, state and local regulatory requirements to complete the specified work in strict accordance with the Contract Documents. Any miscellaneous labor, equipment and/or materials not specifically detailed or specified, but required to complete the project, shall be provided by the Contractor as an integral part of the work, at no increase in cost to the Owner.
1.2 Descriptions of Items in the Bid Schedule
A. The dimensions, measurements, and quantity of materials listed in this specification and on the construction drawings are estimated and are presented to give the contractor a description of the total scope of work. The contractor is required to visit the site to verify the existing conditions, quantities of materials, and amount and nature of the work required. The contractor is responsible for assuring that the bid reflects all work required to accomplish this project.
B. The following descriptions of Bid Items are intended to clarify and expand on the description of Bid Items in the Bid Schedule. All items of work described shall be included in the amount bid for that item.
1. Bid Item No.1 - Mobilization and Demobilization. Work under this item shall include furnishing all labor, material and equipment to provide bonds, insurance and financing, prepare and update construction schedules, obtain required permits, attend construction progress meetings as needed, and all other related work as required by the Contract Documents. When necessary, contractor is responsible to obtain permission to access LACSD maintenance holes and facilities prior to construction. Both before the start of construction and after the completion of construction, contractor to prepare photo surveys and written documentation of the sewer alignment and the entire area affected by construction, including, but not limited to, pavement, sidewalks, driveways, curb and gutter, retaining walls, fencing, decorative paving, and existing trees and landscaping.
This bid item shall also include work to demobilize from the project site including, but not limited to site cleanup, removal of USA markings and providing any required documentation as noted in these specifications. Payment for this item will be made at lump sum price named in Bid Schedule, not to exceed 5% of project cost.
2. Bid Item No. 2 - Spill Containment Plan and Controls for Environmental Protection. Work to be paid for under this item shall include furnishing all labor, materials and equipment to comply with Best Management Practices (BMP) Implementation, Erosion Control/SWPPP requirements of local Regional Water Quality Control Board including, but not limited to preparation, submittal, and establishment of erosion control plan and reporting procedures, development of SWPPP, placement of erosion control measures, monitoring, reporting, payment of fines due to Contractorís negligence, and any
01 01 00 - Summary of Work and Sequence of Construction - 2 of 7 appurtenant Work in accordance with warranty requirements as required by Contract Documents. Payment for this item will be made at lump sum price named in Bid Schedule.
3. Bid Item No. 3 - Temporary Bypass Pumping and Site Restoration. Work to be paid under this item shall include all costs for temporary bypass pumping to facilitate cleaning, CCTV inspection, pipe repairs, and site restoration. Work shall also include furnishing bypass plan for approval and shall include all labor, materials and equipment to provide the diversion of existing sewage flows during construction including, but not limited to, temporary traffic control, pumps, temporary hoses or piping, pump trucks, protection of above ground piping, plugs and any other appurtenant work required to divert existing sewage flow. Bypass pumping, plugging or blocking of sewer flow shall be considered part of the Work and shall not be considered separate payment. Payment for this item will be made at lump sum price named in Bid Schedule.
4. Bid Item No. 4 - Traffic Control. Work under this item shall include furnishing all labor, materials and equipment to:
(a) Provide the traffic control required by the project including, preparation of California Engineer stamped traffic control plans meeting governing agency requirements, and installation and removal of , signs, cones, barricades, flashing arrow boards and changeable message signs, K-rail, temporary striping, and flag persons, temporary delineators, enclosures, and traffic control devices as required by Contract Documents and public agency permits;
(b) Deliver all required notifications and temporary parking permits, posting signs, and covering conflicting existing signs.
(c) Traffic control shall comply with the MUTCD WATCH Manual.
Payment for this item will be made at lump sum price listed in the Bid Schedule.
5. Bid Item No. 5 ñ Potholing. Work under this item shall include furnishing all labor, materials and equipment to pothole utilities as shown on the plans and marked by USA and the respective agencies, during trench excavation, locating underground utilities, and all other work necessary, complete in place. Work shall include all labor, materials and equipment for protection of existing utilities, establishing elevations by survey, saw cutting of existing pavement, excavation, shoring and bracing, backfill compacted in place, surface restoration, cleanup, and any appurtenant Work as required by Contract Documents.
Payment shall be at the lump sum price listed in the Bid Schedule.
6. Bid Item No. 6 - Pre-Installation Cleaning & CCTV Inspection. Work under this item shall include furnishing all labor, materials and equipment to clean the existing pipe, including root removal, and perform a CCTV inspection prior to construction per Section 500-3 of the SSPWC, with documentation formatting per National Association of Sewer Service Companies (NASSCO), and all other work items as required to complete the work in place. Contractor to provide videos and documentation of pre-construction CCTV on USB drive to both Engineer and City. Work includes marking stations of active sewer laterals on pavement prior to construction, to ensure successful reconnection or re-opening of all lateral connections. Payment for this item will be based on linear footage of pipe inspected.
7. Bid Item No. 7 - Post-Installation CCTV Inspection. Work under this item shall include furnishing all labor, materials and equipment to perform a CCTV inspection postconstruction per Section 503-3.4 of the SSPWC with documentation formatting per NASSCO, and all other work items as required to complete the work in place, including pipeline testing. Contractor to provide videos and documentation of pre-construction
01 01 00 - Summary of Work and Sequence of Construction - 3 of 7 CCTV on USB drive to both Engineer and City. Payment for this item will be based on linear footage of pipe inspected.
8. Bid Item No. 8, 9 and No. 10 ñ Spot Repair of Existing 6î, 8î, and 10î Sewer Pipe By Removing and Replacing Pipe (Per Hermosa Beach Std. Dwg. 117). Work under this item shall include furnishing all labor, materials and equipment for performing sewer pipe point repairs as shown on the Construction Drawings. The work includes determining the exact location of required excavations, establishing pipeline invert elevations to be maintained, cutting out and disposing of existing pipe, installation of new sewer pipe, connection to existing sewer pipe, maintenance hole connections, including maintenance of sewer service during tie-in, protection of existing utilities, abandonment of existing utilities, trench excavation, trench shoring, sheeting and bracing, temporary trench steel plating, tunneling under existing utility lines or miscellaneous structures, preparation of old surface to mate with new pipe, coring existing maintenance hole, rechanneling invert to accommodate new maintenance hole entrance, bedding, pipe, fittings, wyes, spools, joints, gaskets, couplings, annular seals, restraints, saddles, laterals, backfill, compaction, surface restoration, and any appurtenant Work as required by Contract Documents. Payment shall be at the unit price bid per lineal foot of 6-inch, 8-inch, and 10-inch sewer rehabilitated in place. Gravity sewers to slopes of 0.1000 or less shall be measured in horizontal plane along centerline of Work between ends as laid. Pipe installed to slopes equal to or exceeding 0.1000 shall be measured along longitudinal access between ends as laid. Linear measurement forgravity sewers shall not include inside dimensions of maintenance holes or structures.
9. Bid Item No. 11 ñ Construct 8î SDR-35 PVC Sewer Pipe (Per Hermosa Beach Std. Dwg. 117). Work under this item shall include furnishing all labor, materials and equipment to demolish existing sewer pipe, construct new sewer pipe, maintenance hole connections, including maintenance of sewer service during tie-in, protection of existing utilities, abandonment of existing utilities, abandonment of existing sewer pipe with slurry, trench excavation, trench shoring, sheeting and bracing, temporary trench steel plating, tunneling under existing utility lines or miscellaneous structures, asphalt and concrete pavement removal and replacement, exposing, sawcutting, removing, hauling to an approved disposal site the existing sewer pipe and all trash located in the work area, as well as any associated fees, coring existing maintenance hole, rechanneling invert to accommodate new maintenance hole entrance, bedding, pipe, fittings, wyes, spools, joints, gaskets, couplings, annular seals, restraints, saddles, backfill, compaction,and any appurtenant Work as required by Contract Documents. Measurement shall be at the unit price bid per lineal foot of 8-inch sewer rehabilitated in place. Gravity sewers to slopes of
0.1000 or less shall be measured in horizontal plane along centerline of Work between ends as laid. Pipe installed to slopes equal to or exceeding 0.1000 shall be measured along longitudinal access between ends as laid.Linear measurement for gravity sewers shall not includeinside dimensions of maintenance holes or structures.
10. Bid Item No. 12 ñ Reconnect Existing Sewer Lateral to New Sewer Main After Point Repairs and Pipe Replacement in Place. Work to be paid for under this item shall include all labor, materials, coordination, equipment, and incidentals for performing all work involved in restoration of existing laterals as shown on the plans for sewer segments being replaced in place, including determining the exact location of required excavations, establishing pipeline invert elevations to be maintained, cutting out and disposing of existing pipe, installation of new sewer pipe, connection to existing sewer pipe, including maintenance of sewer service during restoration, protection of existing utilities, trench excavation, trench shoring, sheeting and bracing, temporary trench steel plating, tunneling under existing utility lines or miscellaneous structures, preparation of old surface to mate with new pipe, bedding, pipe, fittings, spools, joints, gaskets, couplings, annular seals, restraints, saddles, laterals, backfill, compaction, surface restoration, and any appurtenant Work as required by Contract Documents. Sewer lateral shall be connected with a wye. Payment shall be at the unit price per each sewer lateral restored, complete in place. Page 2422 of 2548 01 01 00 - Summary of Work and Sequence of Construction - 4 of 7
12. Bid Item No. 14 ñ Installation of Full Depth Spray-On Polyurethane Maintenance Hole Liner in Existing Maintenance Holes Up to 15' Depth. Work under this item shall include furnishing all labor, materials and equipment to install full depth polyurethane spray on liner, including, but not limited to, protection of existing maintenance hole during cleaning and installation, rebuilding interior of brick maintenance holes with cementitious mortar prior to installing liner, equipment necessary for cleaning, maintenance of sewer service, cleanup, and any appurtenant work in accordance with these contract documents. Maintenance hole liner not to be installed in the maintenance hole bench or channel. Payment shall be at the unit price bid per each maintenance hole lined, complete and in place.
13. Bid Item No. 15 ñ Reconstruction of Existing Maintenance Hole Bench and Channel. Work under this item shall include, but not be limited to, reconstruction of maintenance hole bench and channel with specified concrete mix, No. 3 rebar, epoxy glue, and adhesive mortar mix. The shelf must be 2 inches above the crown of the sewer line. Contractor shall submit a concrete mix design for the specified concrete to the City of Hermosa Beach for approval prior to installation. Most existing sanitary sewer maintenance holes have 27-inch to 36-inch base diameter. Payment shall be per the unit price bid per each maintenance hole with bench and channel reconstruction.
14. Bid Item No. 16 ñ Raise Existing Maintenance Hole Frame and Cover to Grade.
Work under this item shall include, but not be limited to, locating existing buried maintenance hole frame and cover, adjusting existing maintenance hole frame and cover to grade, and restoring surface to existing condition. Payment shall be per the unit price bid per each maintenance hole raised to grade.
15. Bid Item No. 17 ñ Installation of New Maintenance Hole Frame and Cover. Work under this item shall include furnishing all labor, materials, and equipment to install new maintenance hole locking frame and cover, including, but not limited to, protection of existing maintenance hole during cleaning and construction, pavement removal and replacement, raising frame and cover to match existing grade, installation of new locking frame and cover, cleanup, and any appurtenant work in accordance with these contract documents. New maintenance hole frame shall be constructed at same size as existing frame, and with maintenance hole cover style approved by the City of Hermosa Beach. New maintenance hole covers shall be furnished by the contractor. Payment shall be at the unit price bid per each frame and cover installed, complete and in place.
16. Bid Item No. 18 ñ Construct 48î I.D. Precast Reinforced Concrete Maintenance Hole with Polyurethane Liner. Work under this item shall include furnishing all labor, materials and equipment to install a maintenance hole including, but not limited to pavement replacement, concrete base, precast maintenance hole rings, maintenance hole frame and cover, new maintenance hole, maintenance hole coating and lining, connection to new and existing sewer pipe as shown on the Plans, backfill, compaction, protection of 11. Bid Item No. 13A, 13B ñ Extend and Reconnect Existing Sewer Lateral to New Sewer Main After Pipe Relocation. Work to be paid for under this item shall include all labor, materials, coordination, equipment, and incidentals for performing all work involved in restoration of existing laterals as shown on the plans for sewer segments relocated to a new horizontal and vertical alignment, including determining the exact location of required excavations, establishing pipeline invert elevations to be maintained, cutting out and disposing of existing pipe, installation of new sewer pipe and fittings as necessary to reach new alignment, connection to existing sewer pipe, including maintenance of sewer service during restoration, protection of existing utilities, trench excavation, trench shoring, sheeting and bracing, temporary trench steel plating, tunneling under existing utility lines or miscellaneous structures, preparation of old surface to mate with new pipe, bedding, pipe, fittings, spools, joints, gaskets, couplings, annular seals, restraints, saddles, laterals, backfill, compaction, and any appurtenant Work as required by Contract Documents. Sewer lateral shall be connected with a wye. Payment shall be at the unit price per each sewer lateral restored, extended, and complete in place. Page 2423 of 2548 01 01 00 - Summary of Work and Sequence of Construction - 5 of 7 nearby existing utilities or improvements, temporary and permanent support of utilities, disposal of excess excavation materials and all other work items as required to complete the work in place. Payment will be based on number of maintenance holes furnished and installed.
17. Bid Item No. 19 ñ Construct 48î I.D. Precast Reinforced Concrete Drop Maintenance Hole with Polyurethane Liner. Work under this item shall include furnishing all labor, materials and equipment to install a drop maintenance hole including, but not limited to pavement replacement, concrete base, precast maintenance hole rings, maintenance hole frame and cover, new maintenance hole, maintenance hole coating and lining, installation of spray on liner by qualified installer, connection to new and existing sewer pipe as shown on the Plans, backfill, compaction, protection of nearby existing utilities or improvements, temporary and permanent support of utilities, disposal of excess excavation materials and all other work items as required to complete the work in place.
Payment shall be at the unit bid price per each maintenance hole furnished and installed.
18. Bid Item No. 20 ñ Construct 48î I.D. Precast Reinforced Concrete Shallow Maintenance Hole with Polyurethane Liner. Work under this item shall include furnishing all labor, materials and equipment to install a concentric shallow maintenance hole including, but not limited to pavement replacement, concrete base, precast maintenance hole rings, maintenance hole frame and cover, new maintenance hole, maintenance hole coating and lining, installation of spray on liner by qualified installer, connection to new and existing sewer pipe as shown on the Plans, backfill, compaction, protection of nearby existing utilities or improvements, temporary and permanent support of utilities, disposal of excess excavation materials and all other work items as required to complete the work in place. Payment shall be at the unit bid price per each maintenance hole furnished and installed .
19. Bid Item No. 21 ñ Construct 60î I.D. Precast Reinforced Concrete Maintenance Hole with Polyurethane Liner. Work under this item shall include furnishing all labor, materials and equipment to install a maintenance hole including, but not limited to pavement replacement, concrete base, precast maintenance hole rings, maintenance hole frame and cover, new maintenance hole, maintenance hole coating and lining, connection to new and existing sewer pipe as shown on the Plans, backfill, compaction, protection of nearby existing utilities or improvements, temporary and permanent support of utilities, disposal of excess excavation materials and all other work items as required to complete the work in place. Payment shall be at the unit bid price per each maintenance hole furnished and installed.
20. Bid Item No. 22 ñ Remove and Dispose of Existing Maintenance Hole and Base. Work under this item shall include furnishing all labor, materials and equipment to remove existing maintenance hole base, including, but not limited to, frame, rings, cover, pavement removal, excavation, removal of maintenance hole and base, protection of existing utilities or improvements, temporary and permanent support of utilities, disposal of maintenance hole and excess excavation materials and all other work items as required to complete the work in place. Payment shall be at the unit bid price per each maintenance hole removed and disposed.
21. Bid Item No. 23 ñ Abandon in Place Existing Maintenance Hole. Work under this item shall include furnishing all labor, materials and equipment to abandon existing buried maintenance hole, including, but not limited to, removal of top two feet of maintenance hole chimney, slurry fill of remaining structure, protection of existing utilities or improvements, temporary and permanent support of utilities, disposal of excess excavation materials, restoration of surface above buried maintenance hole, and all other work items as required to complete the work in place. Payment shall be at the unit bid price per each maintenance hole abandoned.
01 01 00 - Summary of Work and Sequence of Construction - 6 of 7
22. Bid Item No. 24 ñ Grind AC and Place Final Asphalt Pavement Overlay. Work under this item shall include furnishing all labor, materials, and equipment to grind and cap AC pavement per City of Hermosa Beach Std. Plan No. 117, including T-cut a 2-inch grind and overlay two feet beyond the open trench. All removed striping to be replaced in kind. Payment shall be at the unit price per square foot of asphalt section installed, measured in horizontal plane.
23. Bid Item No. 25 ñ Remove and Reconstruct Concrete Longitudinal Gutter (Per SPPWC Standard Plan No. 122-3). Work under this item shall include furnishing all labor, material and equipment to remove and reconstruct cross gutter, including, but not limited to, sawcutting at the nearest joint, excavation, backfill, compaction, disposal of excess material, and removal and replacement of cross gutter in kind to the nearest joint.
Measurement will be based on the square feet of cross gutter removed and replaced, measured in horizontal plane.
24. Bid Item No. 26 ñ Remove and Reconstruct Concrete Pavement. Work under this item shall include furnishing all labor, material and equipment to remove and reconstruct concrete pavement, including, but not limited to, sawcutting at the nearest joint, excavation, backfill, compaction, disposal of excess material, and removal and replacement of concrete pavement in kind to the nearest joint. For road and street concrete pavement, installation of 1’ long #5 dowel bars 24”o.c. staggered with 6” embedment and epoxy bond. Measurement will be based on the square yards of concrete pavement removed and replaced, measured in horizontal plane.
25. Bid Item No. 27 ñ Reconstruct Driveway Approach (Per Hermosa Beach Std. Dwg. 102).
Work under this item shall include furnishing all labor, material and equipment to remove and reconstruct driveway approach, including, but not limited to, excavation, backfill, compaction, disposal of excess material, and removal and replacement of driveway in kind per applicable standards. Payment shall be at the unit price per each driveway replaced.
26. Bid Item No. 28 ñ Remove and Reconstruct Sidewalk (Per City of Hermosa Beach Std.
Dwg. 106). Work under this item shall include furnishing all labor, material and equipment to restore sidewalk as necessary, to the nearest joint. Payment shall be at the unit price per square foot of sidewalk restoration along pipeline alignment.
27. Bid Item No. 29 ñ Changeable Message Signs. Contractor shall provide two (2) portable Electronic Changeable Message Signs (CMS) and shall place the CMS at least 7 days in advance of any construction, at locations designated by the Engineer or the City, where traffic enters the project limits. The CMS shall be at least six feet by nine feet (6í X 9í) and each character shall consist of at least 35 disks in a 7í by 5í matrix. Each pixel shall contain at least 2 LEDís for low light conditions. Each character shall be at least 18î high. Photocell control brightness of the LEDís and automatic type dimming from 10 to 100 percent. CMS shall be legible from 1,200 feet. CMS manufactured by ADDCO, DH1000 DOT, or approved equal shall be used. CMS shall be solar and include any batteries required. These CMS units and the actual working of messages must be approved by the City prior to placement. Payment shall be at the unit bid price per each changeable message sign furnished and installed, whether rented or purchased.
28. Bid Item No. 30 ñ Public Noticing. Work under this item shall include furnishing all labor and materials necessary to provide public notice to residents and businesses nearby the project construction areas. Notices should be given out 1 week ahead any mobilization or work on the public right-of-way. Multiple rounds of noticing will be required. Contractor to submit sample notice/door hanger for the Cityís review and approval prior to noticing.
Payment for this item will be made at a lump sumprice listed in Bid Schedule
01 01 00 - Summary of Work and Sequence of Construction - 7 of 7
29. Bid Item No. 31 ñ Provide As-Built Drawings. Work under this item shall include furnishing labor and materials necessary to prepare and provide as-built drawings. These drawings must be kept up to date during construction and submitted to the Engineer for review prior to request for payment. Payment for this item will be made at lump sum price listed in Bid Schedule.
PART 2 ñ PRODUCTS (NOT APPLICABLE)
PART 3 ñ EXECUTION
3.1 Sequence of Construction
A. General sequence of Work shall be as follows:
Preparation
1. Obtain required permits, licenses and construction easements. Submit proposed schedule of Work, insurance and bonds. Take preconstruction photographs.
2. Verify utility locations, field dimensions and pipe diameters. If discrepancies or conflicts are found, bring these to attention of Ownerís Representative.
3. Submit shop drawings and other submittals.
4. Begin manufacturing and shipping materials and equipment after receiving approved submittals.
5. Complete construction of above-ground piping and buried bypass according to proposed Work schedule.
6. Perform pre-construction CCTV.
7. Perform cleaning and root removal.
8. Research and verify existing utilities using Underground Service Alert or other utility locating service.
9. Construct point repairs, pipe removal and replacement, and lateral re-connections.
10. Perform post-construction CCTV.
11. Demonstrate satisfactory installation and operation of installed work, including performing vendor and system functional tests.
Closeout
12. Provide record drawings.
13. Clean up and restore construction areas.
14. Provide warranty as specified.
END OF SECTION
12-13-dp 03 10 00 ñ Concrete Forming - 1 of 8
SECTION 03 10 00
CONCRETE FORMING
PART 1 - GENERAL
1.1 Work Included
A. Materials, testing, erection and removal of concrete formwork including formwork, bracing, shoring, supports, falsework, and all appurtenant work.
B. Setting of embedded bolts, anchors, pipe sleeves, conduit sleeves, conduit and similar work under direction of respective trades.
1.2 Related Work
A. Section 03 30 00: Cast-in-Place Concrete
1.3 System Description
A. Furnish and install concrete formwork including appurtenant structural, or mechanical mountings or connections required for compliance with applicable building codes and standards.
B. Forms, shoring and falsework shall:
1. Confine concrete ingredients including water, sand and cement while placing concrete,
2. Confine concrete to required lines, grades and construction tolerances.
3. Provide safe working environment in accordance with OSHA regulations.
4. Support all dead loads and live loads plus superimposed construction loads including equipment, stored materials, personnel, impact loads form falling concrete or other materials, foundation pressures repetitive stress loads from vibrating concrete, and all other vertical and lateral loads during construction.
5. Be of sufficient number and area to allow construction to proceed on schedule.
6. Upon removal, leave concrete with nontoxic, clean, dry surface, free from ridges, fins, offsets, deflection marks, or similar defects. Surface shall be in condition that can be finished by Contractor as required by Contract Documents.
C. It shall be Contractorís responsibility to design, construct and maintain safe forms, shoring and falsework at all times in accordance with applicable OSHA regulations.
D. If adequate foundation for shores cannot be secured, provide truss supports.
E. Forms, shoring and falsework failing to provide all above functions shall be removed from jobsite immediately at no additional cost to Owner.
F. Cap protruding reinforcement bars for worker protection in accordance with applicable safety codes.
12-13-dp 03 10 00 ñ Concrete Forming - 2 of 8
1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.
B. Design of structures shown on drawings includes no allowance for imposed construction loads. Provide forms, shoring and falsework adequate for dead loads and live loads plus imposed loads during construction.
C. Formwork shall comply with ACI 347, except as exceeded by requirements of other regulatory agencies or as otherwise shown.
D. Tolerances of formwork shall comply with ACI 117. Failure of finished concrete work to meet specified tolerances shall be remedied at Contractorís expense.
1.5 References
A. ACI 117 Standard Tolerances for Concrete Construction and Materials B. ACI 318 Building Code Requirements for Reinforced Concrete C. ACI 347 Recommended Practice for Concrete Formwork
D. California Building Code (CBC)
E. California Division of Occupational Health and Safety Construction Safety Orders F. PS1 U.S. Product Standard Code for Concrete Forms, Class 1 G. PS20 American Softwood Lumber Standard
1.6 Submittals
A. Furnish the following submittals.
SUBMITTAL DESCRIPTION
Required for construction and expansion joints placement and for sequence of forming and concrete placing operations per structural shop drawing requirements.
Required for falsework, formwork, and vertical shoring per structural shop drawing requirements.
Shop Drawings
Required for embedments, conduit, piping and other wall penetrations per structural Shop Drawing requirements.
Required for form ties, taper tie plugs (if used), form gaskets related work per catalog data requirements.
Catalog Data
Required for form liners. Include dimensional data and photograph of finished appearance
Engineering Calculations Required for falsework, formwork and vertical shoring per engineering calculations requirements. Calculations shall include statement from preparing engineer certifying falsework, formwork and vertical shoring design meets or exceeds design requirements of Cal OSHA Construction Safety Orders including Article 29 ß1717, ìFalsework and Vertical Shoring.î B. Maintain at least one copy of accepted shop drawings on site throughout concrete placing operations.
1.7 Delivery, Storage and Handling
A. Refer to SSPWC (latest version) for delivery, storage, and handling requirements.
B. Manufacturerís instruction and warranty requirements for delivery, storage and handling of concrete formwork shall be strictly followed.
12-13-dp 03 10 00 ñ Concrete Forming - 3 of 8
1.8 Unit Prices
A. Payment for Work in this section shall be included as part unit-price bid amount for appurtenant bid items #18 through #21 and #25 through #28.
PART 2 - PRODUCTS
2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:
ITEM MANUFACTURER MANUFACTURER LOCATION
Burke Company (Penta-Tie System) San Mateo, CA
Dywidag Systems International Munich. GE
Richmond Screw Anchor Company (Snap Tys) Fort Worth, TX Form Ties
Accepted equal
Labrado ñ wash off
L.M. Scofield (Lascolite) - reusable
Reusable and Washoff Forms for Site
Concrete Accepted equal
Grace Construction Matierials (Formfilm)
Sika Chemical Corporation (Antisot) Lyndhurst, NJ
Sonneborn Building Products, Inc. (Form-Saver)
Form Coatings
Accepted equal
2.2 Materials
A. Refer to SSPWC (latest version) for basic requirements for products and materials.
B. Unless expressly accepted by Ownerís Representative, all lumber brought onto jobsite for use as forms, shoring, or bracing shall be new material of grade shown on accepted shop drawings. Form surfaces shall be smooth.
C. Form materials that remain or leave residues on or in concrete must be classified as acceptable for potable water use by Environmental Protection Agency within 30 days of application or use. Concrete formwork containing arsenic or other toxic materials shall be removed from jobsite and disposed of off site.
D. Formwork shall be constructed of the following materials:
ITEM MATERIAL SPECIFICATION
Steel Panels or Tongueand-Groove LumberACI 347
Provide rubber grommets where ties pass through steel
forms to prevent loss of cement paste.
All Other Forms
Plywood ACI 347, PS1 Class 1 edge-sealed Douglas Fir or Southern Yellow Pine plywood
⅝” minimum thickness
Stud spacing close enough to prevent deflection marks.
Lumber for Falsework Douglas Fir or Southern
Yellow Pine
PS 20 Construction Grade or better
Plywood Forms for Surfaces to
be Painted
Plywood Medium Density Overlaid Plywood, MDO Ext. Grade Form Ties Plastic Plastic removable cone type with integral water stops.
Do not use wire form ties.
Do not use snap ties which cause spalling of concrete
upon form stripping or tie removal.
E. The following product design criteria, options and accessories are required:
12-13-dp 03 10 00 ñ Concrete Forming - 4 of 8
ITEM DESCRIPTION
Design Load Design for total dead load plus live load of 50 psf. 100 psf.
Forms and Falsework Strength
Design Minimum Vertical
Design Load Design of structures shown on drawings includes no allowance for imposed construction loads. Provide forms, shoring and falsework adequate for dead loads and live
loads plus all imposed vertical and lateral loads during construction.
Chamfers Provide æî chamfer on exterior corners except where otherwise shown.
Chamfers and Fillets
Fillets Do not provide fillets on reentrant corners except where shown.
Maximum Diameter of
Removable Cone
1½î
Holes Form ties shall leave holes of regular shape for reaming.
Design Provide with plastic cone or other means of forming conical hole to ensure form tie may be broken off back of concrete face.
Form Ties ñ Water Retaining
Structures or Structures in
Contact with Groundwater
Removable Taper Ties May be used if accepted by Ownerís Representative. Insert preformed neoprene or polyurethane tapered plug (sized to seat at wall center) in hole left by taper tie removal.
Acceptable Materials Non-grainraising, nonstaining resin or polymer type coating Unacceptable Materials Coatings leaving residual matter on concrete surface.
Coatings adversely affecting concrete bonding to paint, plaster, mortar, protective coatings, waterproofing or other applied materials.
Coatings containing mineral oils, paraffins, waxes or other nondrying ingredients.
Form Coating
Unacceptable Materials
against Surfaces
Contacting Potable
Water
Any toxic or partially toxic materials
Design Resilient foam rubber strips, non-hardening plastic type caulking compound free of oil.
Alternate Design Waterproof pressure sensitive plastic tape of minimum 8- mil thickness and 2î width.
Form Joint Sealers
Form Tie Hole Filling Use rubber plugs, plastic caulking compound or equal PART 3 - EXECUTION
3.1 Preparation
A. Make field measurements needed to install concrete formwork before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.
B. Install plumb and string lines before placing concrete and maintain throughout concrete placement.
C. Set pipe stubs, wall sleeves, anchor bolts and other embedded work in forms where required before placing concrete. Use templates to maintain anchor bolts in position during concrete placing.
D. Embedded items shall be subject to the following constraints.
1. Locate embedded items so as not to reduce strength of construction.
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2. No embedded item (parallel to surface) shall have an outside diameter greater than ⅓ of slab or wall thickness.
3. Embedded items parallel to surface shall be placed between top or interior reinforcing steel and bottom or exterior reinforcing steel.
4. Embedded items shall not be spaced closer than 3 diameters on center. Diameter shall be taken as largest outside diameter of embedded item.
5. Embedded items shall be supported independently from reinforcing steel in manner preventing metallic contact and electrolytic deterioration.
6. Walls or slabs 4½î or less in thickness shall have no embedded items (parallel to surface) other than conduit.
7. For corrosion protection, place embedded metallic items so at least 2î clearance is provided between any embedded metallic item and any part of concrete reinforcement. Do not secure embedded items in place by wiring or welding to reinforcement.
8. Supplemental reinforcing shall be placed around openings as required.
E. Thoroughly clean forms and embedments before placing concrete.
1. Remove any encrusted dirt, concrete, mortar or grout from forms or embedments.
2. Treat form surfaces with lubricant acceptable to Ownerís Representative at least 2 weeks before using forms.
3. Remove any excess lubricant before placing concrete.
4. Take care to keep lubricant off surfaces of steel reinforcement and embedded items.
3.2 Installation
A. Refer to SSPWC (latest version) for basic execution and installation requirements.
B. Furnish and install concrete formwork at locations shown on Plans and Submittals.
C. The following installation standards shall be followed:
1. Manufacturerís installation and warranty requirements
2. Applicable OSHA and Cal OSHA regulations
3. Applicable building code requirements
D. Refer variances between above documents and Contract Documents to Ownerís Representative.
E. Install concrete formwork to tolerances recommended by Manufacturer and as described below to meet tolerances shown under ìField Quality Control.î Unless otherwise shown, install concrete formwork true, plumb and level using precision gauges and levels.
F. Form all vertical surfaces except where concrete placement against earth is shown.
12-13-dp 03 10 00 ñ Concrete Forming - 6 of 8
G. For members of comparatively limited height, where character of ground is such it can be trimmed to required lines and stand securely without caving or sloughing throughout concrete placement, Ownerís Representative may permit placing concrete against earth at Contractorís risk. Should ground fail during concrete placement for any reason, including weather, or other natural or manmade causes, Contractor shall remove concrete in areas of earth failure and reconstruct with forms and new concrete at Contractorís sole expense.
H. Where concrete is permitted to be placed against trimmed ground in lieu of forms, add at least 1î thickness of additional concrete to face of concrete being formed against earth.
I. Where taper ties are approved for use, larger end of taper tie shall be on wet side of walls in structures retaining water or groundwater
J. Secure gaskets at bottom of wall forms before placing concrete.
K. Provide adequate cleanout holes at bottom of each lift of forms.
L. Provide form windows where concrete cannot be placed from top of wall in manner that meets contract document requirements.
M. Quantity and dimensions of cleanout holes and form windows shall be subject to approval by Ownerís Representative.
N. Concrete construction joints shall only be made where shown on Contract Documents and accepted shop drawings or approved in writing by Ownerís Representative. When second lift is placed on hardened concrete, Contractor shall take care to ensure quantities, locations, and tightness of form ties prevents unsatisfactory effects on finished concrete.
3.3 Field Quality Control
A. Monitor plumb and string line positions continually throughout concrete placement and correct deficiencies immediately.
B. Special inspection and field testing required by Chapter 17 of CBC (Table 1704.4) shall be completed by an ICC-certified special inspector selected by Owner and shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER
TEST STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Concrete
Formwork
Shape, Location
and Dimensions
of Item Being
Formed
ACI 318 6.1.1, and
paragraph C below
Periodic per CBC
Table 1704.4
Owner Contractor to
reimburse
Owner for
costs of first
deputy
inspector if reinspection is
required
C. Additional field testing shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER
TEST STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Formwork
and
Finished
Concrete
Tolerance of
Finished
Concrete Work
As described below and
ACI 117
Manometer survey may be
required for horizontal slabs
to demonstrate compliance
Inspection at
Ownerís discretion
(may occur after
concrete is in
place)
Owner Owner
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D. Tolerances of finished concrete shall be as follows:
ITEM TOLERANCE
Variation of Constructed Linear Outline from Established Position in Plan
ºî maximum in 10í
½î maximum in 20í or more
Variation from Level or from Grades Shown ºî maximum in 10í ½î maximum in 20í
æî maximum over entire structure
Variation from Plumb ºî maximum in 10í
½î maximum in 20í or more
Variation in Thickness of Slabs and Walls Minus ºî
Plus ½î
Variation in Locations and Sizes of Slabs and Wall Openings ±ºî
3.4 Adjusting and Cleaning
A. Remove forms being careful not to damage concrete. Contractor shall remedy damage from improper or premature form removal at his sole expense.
1. No heavy loading on green concrete will be permitted.
2. Time required to reach 90% of specified 28-day compressive strength shall be established by Ownerís Representative based on test cylinders taken for this purpose.
3. Forms for all items of work not specifically mentioned herein shall remain in place for time periods determined by Ownerís Representative.
4. Immediately after removing forms, wet concrete surfaces and keep surface moist until curing procedures begin.
5. Do not apply construction, equipment or permanent loads on columns, supported slabs or supported beams until all concrete in load path to foundation has attained 28-day design compressive strength.
B. Form tie removal shall proceed as follows:
1. No form-tying device or part thereof other than metal shall be left embedded in concrete.
2. Do not remove ties in such manner as to leave hole extending through interior of concrete members.
3. Where metal rods extend through concrete to support or strengthen forms, rods shall remain embedded and shall terminate at least 1î back from formed face or faces of concrete,
4. Where taper ties are removed, ream holes left by removal of form tie cones with suitably toothed reamers. Finished surface of holes shall be clean and roughened for bond before being filled with mortar.
5. A precast neoprene or polyurethane tapered plug shall be placed at wall centerline.
Hole shall then be completely filled with non-shrink or regular cement grout for above grade walls that are dry on both sides.
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6. Exposed faces of walls and ceilings, and floors shall have outer 2î of exposed face filled with cement grout matching color and texture of surrounding wall surface.
C. Forms may be reused only if in good condition and only if acceptable to Ownerís Representative.
1. Light sanding between uses will be required wherever necessary to obtain uniform surface texture on all exposed concrete surfaces.
2. Fill residual tie rod holes with metal caps or other methods accepted by Ownerís Representative.
3. Thoroughly clean form before reuse.
END OF SECTION
8-14-dp 03 30 00 ñ Cast-in-Place Concrete - 1 of 22
SECTION 03 30 00
CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.1 Work Included
A. Materials, testing, and installation of concrete for buried and above-ground cast-in-place structures, flatwork and paving.
B. Refer to Section 03 10 00 for concrete forming.
C. In accordance with CALGreen Code Section A5.405.5, cement and concrete shall be made with recycled products such as fly ash or pozzolan, and shall comply with requirements of Section CALGreen Code Section A5.405.5.
1.2 Related Work
A. Section 03 10 00: Concrete Forming
B. Section 07 92 00: Joint Sealants
C. Section 33 39 13: Precast Concrete Manholes
1.3 System Description
A. Furnish and install complete concrete structural system including appurtenant structural, manhole components required for compliance with Manufacturerís installation requirements of other trades and compliance with applicable installation standards.
1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.
B. Proportion mixes either by laboratory trial batch or field experience methods, using specified materials acceptable for each type of concrete required, and complying with ACI 211.1.
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C. Factory (batch plant) testing of aggregate shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER TEST
STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Ratio of Silica
Released to
Reduction in
Alkalinity
ASTM C33 As directed Owner Contractor
Loss with
Sodium Sulfate
ASTM C33 As directed Owner Contractor
Aggregate
Sieve Analysis ASTM C136 1 each trial batch Owner Contractor Coarse
Aggregate
Abrasion Loss ASTM C33 As directed Owner Contractor
Sand
Equivalent
ASTM D2419 As directed Owner Contractor
Organic
Impurities
ASTM C40 As directed Owner Contractor
Fine
Aggregate
Color of
Supernatant on
Washing
ASTM C33 As directed Owner Contractor
D. Plant testing shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER TEST
STANDARD) FREQUENCY
FIRST TEST
PAID FOR BY
RETESTS
PAID FOR BY
Concrete Certification of Mix
Design
ACI 301 certified by
independent testing laboratory
1 per mix Contractor Contractor
Ready-Mix
Concrete
Materials
Materials Inspection See Paragraph 2.2 below As directed Owner Owner
1.5 References
A. ACI 117 Standard Tolerances for Concrete Construction Materials B. ACI 211.1 Selecting Proportions for Normal, Heavyweight, and Mass Concrete C. ACI 214 Evaluation of Strength Test Results for Concrete D. ACI 301 Structural Concrete for Buildings
E. ACI 304 Measuring, Mixing, Transporting, and Placing Concrete F. ACI 305 Hot Weather Concreting
G. ACI 309 Consolidation of Concrete
H. ACI 315 Details and Detailing of Concrete Reinforcement I. ACI 318 Building Code Requirements for Reinforced Concrete J. ACI 350 Environmental Engineering Concrete Structures K. ASTM C31 Making and Curing Concrete Test Specimens in Field L. ASTM C33 Concrete Aggregates
M. ASTM C39 Compressive Strength of Cylindrical Concrete Specimens N. ASTM C40 Organic Impurities in Fine Aggregates for Concrete O. ASTM C42 Obtaining and Testing Drilled Cores and Sawed Beams of Concrete P. ASTM C78 Flexural Strength of Concrete Using Simple Beam with Third Point Loading Q. ASTM C88 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate R. ASTM C94 Ready-Mixed Concrete
S. ASTM C117 Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing T. ASTM C136 Sieve Analysis of Fine and Coarse Aggregates
8-14-dp 03 30 00 ñ Cast-in-Place Concrete - 3 of 22
U. ASTM C138 Unit Weight, Yield, and Air Content (Gravimetric) of Concrete V. ASTM C143 Slump of Hydraulic Cement Concrete
W. ASTM C150 Portland Cement
X. ASTM C156 Water Retention by Concrete Curing Materials Y. ASTM C157 Length Change of Hardened Hydraulic Cement Mortar and Concrete Z. ASTM C172 Sampling Freshly Mixed Concrete
AA. ASTM C173 Air Content of Freshly Mixed Concrete by Volumetric Method BB. ASTM C191 Time of Setting of Hydraulic Cement by Vicat Needle CC. ASTM C192 Making and Curing Concrete Test Specimens in Laboratory DD. ASTM C231 Air Content of Freshly Mixed Concrete by Pressure Method EE. ASTM C266 Time of Setting of Hydraulic Cement Paste by Gillmore Needlesw FF. ASTM C289 Potential Alkali-Silica Reactivity of Aggregates (Chemical Method) GG. ASTM C309 Liquid Membrane-Forming Compounds for Curing Concrete HH. ASTM C494 Chemical Admixtures for Concrete
II. ASTM C881 Epoxy-Resin-Base Bonding Systems for Concrete JJ. ASTM C932 Surface-Applied Bonding Compounds for Exterior Plastering KK. ASTM C1077 Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation
LL. ASTM D1751 Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)
MM. ASTM D2419 Sand Equivalent Value of Soils and Fine Aggregate NN. ASTM E119 Fire Tests of Building Construction and Materials OO. California Building Code (CBC)
PP. California Green Building Standards Code (CALGreen Code) QQ. Caltrans Standard Specifications ñ Section 90 Portland Cement Concrete RR. California Test Method 214 Soundness of Aggregates
SS. California Test Method 227 Cleanness Value
TT. California Test Method 229 Durability
UU. California Test Method 515 Relative Mortar Strength of Portland Cement Concrete Sand VV. California Test Method 530 Effect of Water-Reducing and Set-Retarding Admixtures on Drying Shrinkage of Concrete
WW. Fed Spec UU-B-790A Building Paper, Vegetable Fiber (Kraft, Waterproofed, Water Repellent and Fire Resistant
XX. SSPWC Standard Specifications for Public Works Construction (Greenbook) Section 201 ìConcrete, Mortar, and Related Materials
YY. SSPWC Standard Specifications for Public Works Construction (Greenbook) Section 303 ìConcrete and Masonry Construction.î
1.6 Submittals
A. Furnish the following submittals in accordance with ACI 301 and California Building Code.
SUBMITTAL DESCRIPTION
CBC Chapter 17 Special
Inspection Required Contractor
Statement of Responsibility
As required in CBC Section 1704
Shop Drawings Required per structural shop drawing requirements. In addition to requirements listed under steel reinforcement, show construction joints and placement schedule.
Catalog Data Required for admixtures and curing compounds per catalog data requirements.
Installation Instructions Required for admixtures per installation instruction requirements.
Submit materials and methods for curing per installation instruction requirements.
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SUBMITTAL DESCRIPTION
Submit certification from independent testing laboratory mix design complies with these specifications.
Submit mill test certification including fineness for each shipment of cement per ACI 301.
Submit aggregate gradation and certification per ACI 301.
Submit admixture certification including chloride ion content per ACI 301.
At least 24 hours before placing concrete, submit certification from each trade having embedded items in concrete to be placed stating embedded items for each trade are properly located, placed and braced and equipment pads are properly sized.
Certificate of Compliance
Submit certification concrete furnished complies with requirements of CALGreen Code Section 5.405.5
Required for concrete mix design per engineering calculations requirements sealed by California-licensed Civil Engineer.
Engineering Calculations (Mix
Design)
In addition to original mix design, provide new mix design if change in brand or type of cement or change in source or gradation of aggregates is permitted or if defective concrete occurs.
Brand and Type of
Cement/Source of Aggregate
Submit brand and type of cement and source of aggregates to allow sampling and testing by Ownerís Representative.
Welder Qualification Certificates Required for all welders performing reinforcement welding Delivery Tickets Required for ready-mix concrete as needed to document delivery quantities. In accordance with ASTM C94 Sections 16.1 and 16.2, each ticket shall show • Name of ready-mix batch plant,
• Serial number of ticket,
• State certified equipment used in preparing mix,
• Truck number.
• Name of purchaser & name & location of job
• Mix number,
• Quantities by weight of cement, sand, each class of aggregate, admixtures and water added in batching plant,
• Type and brand of cement & admixtures,
• Source & identification of aggregates,
• Amount of water allowed to be added at site for specified mix, • Total yield in cubic yards,
• Date & time of day to nearest minute corresponding to time batch was dispatched, time batch left plant, time batch arrived on site, time unloading began and time unloading was completed.
• Reading of revolution counter at first addition of water Certificates shall be from public weighmaster. Ownerís Representative will not accept concrete in absence of certificate.
Warranty Furnish one-year warranty from date of final acceptance
1.7 Delivery, Storage and Handling
A. Manufacturerís instruction and warranty requirements for delivery, storage and handling of concrete admixtures and curing compounds shall be strictly followed.
B. Refer to SSPWC (latest version) for delivery, storage, and handling requirements.
C. Store materials to prevent damage by moisture or breakage.
D. Store sacked cement in manner permitting access for inspection and sampling.
E. Use cement in sequence of receipt of shipments.
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F. Coarse aggregate with maximum size greater than æî shall be prepared, stored, and handled in 2 or more size groups. When aggregates are proportioned for each batch of concrete, the 2 size groups shall be combined.
G. Do not use any aluminum materials for handling concrete.
1.8 Unit Prices
A. Payment for Work in this section shall be included as part unit-price bid amount for appurtenant bid items #15, #18 through #21, and #25 through #28.
PART 2 - PRODUCTS
2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:
ITEM MANUFACTURER
MANUFACTURER
LOCATION
Grace Concrete Products ìDaratardî Cambridge, MA
Master Builders Inc. ìPozzolith 300Rî Cleveland, OH
Sika Corporation ìPlastocreteî Lyndhurst, NJ
Admixtures ñ Set Retarding
(Use when air temperature
exceeds 80°F)
Accepted equal
Grace Concrete Products ìWRDA 79î Cambridge, MA
Master Builders Inc. ìPozzolith 322-Nî Cleveland, OH
Sika Corporation ìPlastocrete 161î Lyndhurst, NJ
Admixtures ñ Water Reducing
(Normal Range)
Accepted equal
Grace Concrete Products ìWRDA 19 or Duracem 100î Cambridge, MA Master Builders Inc. ìRheobuild 716 or Rheobuild 1000î Cleveland, OH Sika Corporation ìSikament FF or Sikament 86î Lyndhurst, NJ Admixtures ñ Water Reducing
(High Range)
Accepted equal
Edoco ìBurkEpoxy MVî Kansas City, KS
Concresive Div BASF 1001 LPL Freeport, TX
Epoxtile 2391
Euco Epoxy 463
Master Builders Inc. ìConcresive Liquid LPLî Cleveland, OH Pecora Corporation ìDynapoxy EP420î Harleysville, PA
Sika Corporation ìSikadur 32 Hi-Modî or ìSikadur 32 Hi-Mod (LPL)î Epoxy Adhesive
Lyndhurst, NJ
Bonding Agent (Hardened
Concrete to Fresh Concrete)
Accepted equal
Edoco ìBurkEpoxy NSî Kansas City, KS
Master Builders Inc. ìConcresive Paste LPLî Cleveland, OH Pecora Corporation ìDynapoxy EP430 Fastî Harleysville, PA Sika Corporation ìSikadur 31 Hi-Mod Gelî (vertical or overhead applications)
Lyndhurst, NJ
Sika Concrete Restoration Systems SikaDur 32, Hi-Mod LPL Lyndhurst, NJ Simpson Strong Tie Co. Dublin, CA
Accepted equal
Epoxy Bonding Adhesive for
Rebar
Accepted equal
Euclid Chemical Company Cleveland, OH
W. R. Meadows Inc. ìSealmasticî Hampshire, IL
Sonneborn Div. Chemrex Inc. ìHydrocide 600î Shakopee, MN Dampproofing Agent
Accepted equal
Euclid Chemical Company ìEucobarlî Cleveland, OH
Master Builders Inc. (Confilm) Cleveland, OH
Evaporation Retardant for
Curing
Accepted equal
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B. Use only one brand of cement.
C. All admixtures shall be compatible and by one Manufacturer capable of providing qualified field service representation.
2.2 Materials
A. Refer to SSPWC (latest version) for basic requirements for products and materials.
B. Concrete structural systems shall be constructed of the following materials:
ITEM MATERIAL SPECIFICATION
Standard Brand Portland
Cement
ASTM C150
Type II/V Modified Low Alkali/Sulfate Resisting
Also meet Table 2 optional requirements
At least 85% of cement by weight shall pass 325 screen.
Cement
Supplementary
Cementitious Materials
ASTM C595 and California Green Building Standards Code
Section A5.405.5 (See below)
Water Clean, Clear Potable Water TDS<1000 mg/l
Specification Meet ASTM C33 requirements
Gravel, crushed gravel, crushed rock or combination
From pits acceptable to Ownerís Representative
Cleanness Value
per California Test Method
227
75 minimum
Percentage Wear Abrasion loss < 10.5% after 100 revolutions per ASTM C131 Abrasion loss < 42% after 500 revolutions Specific Gravity per ASTM
C127
2.58 minimum
Coarse Aggregate
Ratio of Silica Released to
Reduction in Alkalinity
1.0 maximum
Specification Meet ASTM C33 requirements
Nonreactive clean, hard durable washed material
From pits acceptable to Ownerís Representative
Organic Impurities
per ASTM C40
Satisfactory
Resultant color of testing solution shall not be darker than ASTM C40 standard
Mortar Strength Relative to
Ottawa Sand per California
Test Method 515
100% minimum
Sand Equivalent >75% average for 3 samples
>70% for any one sample
Percent Clay, Silt, Loam
per ASTM C117
<3%
Soundness per California
Test Method 214
<10%
Soundness requirement will be waived if durability index Df>60 per California Test Method 229.
Fine Aggregate
Ratio of silica released to reduction in alkalinity <1.0 Lightweight sand not permitted
Surface-Applied Bonding Agent Surface-Applied Bonding
Compound
ASTM C932
Epoxy Bonding Agent Epoxy Resin ASTM C881
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ITEM MATERIAL SPECIFICATION
Polyethylene Sheet White
10-mil nominal PE thickness
Loss of moisture per ASTM C156<0.055 grams/cm2
Polyethylene-Coated
Burlap
White opaque polyethylene film impregnated or extruded onto one side of burlap
4-mil nominal PE thickness
Burlap weight 9oz/sy or greater
Loss of moisture per ASTM C156<0.055 grams/cm2
Curing Blankets
Polyethylene-Coated
Waterproof Paper Sheeting
White polyethylene sheeting
2- mil nominal PE thickness
Permanently bond to waterproof paper per Fed Spec UU-B-790A Loss of moisture per ASTM C156<0.055 grams/cm2
Curing Compounds ASTM C309
White pigmented, resin based
Do not use sodium silicate compounds.
Curing Mats Heavy Shag Rugs, Carpets
or Cotton Mats Quilted at 4î
on center
Minimum dry weight of 12 oz/sy
Dampproofing Coal Tar Two coats of single-component self-priming heavy duty material.
Grout for Smooth Concrete Finish 1 part Portland cement (½ gray & ½ white Portland cement) White Portland cement to be Atlas white or equal.
1 part fine sand passing No. 16 sieve
Calcium chloride (add amount equal to 5% of cement by volume.) Sufficient water to provide consistency of thick paint.
Ready-Mix Concrete ASTM C94
Repair Mortar Two-Component Cement
Based Product
Low shrinkage.
Designed for repairing damaged concrete surfaces.
Use medium slump repair mortar on horizontal surfaces.
Use non-sag low-slump repair mortar on vertical or overhead surfaces.
C. Concrete aggregate will be designated by letter per Standard Specifications for Public Works (Greenbook) Section 201 and shall conform to the following gradations:
PERCENTAGE PASSING SIEVES BY WEIGHT
SIEVE
SIZE
GRADING A
(For concrete street
paving not integral
with curb)
GRADING B
(For concrete
channel and box
inverts)
GRADING C
(For Class AA, A, A2
or B concrete not
used for paving or
channel or box
inverts. May be used
for Class C
Concrete)
GRADING D
(May be used for
Class B extruded
curbs and gutters or
for gunite)
GRADING E
(For trench backfill,
slurry and masonry
grout May be used
for Class C
concrete.)
2î 100% 100%
1½î 95-100% 95-100% 100%
1î 64-80% 80-96% 95-100%
æî 55-71% 64-80% 77-93% 100% 100%
⅜” 37-53% 40-52% 50-70% 92-100% 90-100%
No. 4 32-42% 35-46% 39-51% 42-60% 60-80%
No. 8 25-35% 28-38% 31-41% 33-47% 50-70%
No. 16 18-28% 21-31% 22-32% 22-38% 33-53%
No. 30 10-18% 10-20% 12-22% 17-25% 19-35%
No. 50 3-9% 3-10% 3-15% 6-15% 5-15%
No 100 0-4% 0-4% 0-5% 1-6% 2-7%
No. 200 0-2% 0-2% 0-2% 0-3% 0-4%
D. Concrete mix shall be designed to meet properties and proportions specified. In general, mix shall be designed to minimize shrinkage, surface flaws, honeycombing and rock pockets around steel reinforcing. Limiting parameters specified are not intended to be a mix
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design. Additional cement or water reducing agent may be required to achieve workability demanded by Contractorís methods and aggregates. Contractor is responsible for any costs associated with furnishing concrete with required workability, density and strength.
E. Admixtures shall consist of the following materials:
ITEM MATERIAL SPECIFICATION
Admixtures General Requirements Do not use to reduce cement requirement Shall be free from thiocyanates
Chloride ion <0.05%
Coloring Agents Commercially Pure Mineral
Pigments
Weight of pigments < 10% of cement content
Color selected by Ownerís representative
Fly Ash and other SCMís Not permitted
Plasticizing Agents ASTM C1017
Set Retarding Agents (Use when
air temperature exceeds 80°F)
ASTM C494 Type B
Water Reducing Agents (High
Range)
ASTM C494 Type F or G
Only one water-reducing admixture shall be used
Water Reducing Agents (Normal
Range)
ASTM C494 Type A
Only one water-reducing admixture shall be used
Water Reducing and Set
Accelerating Agents
ASTM C494 Type E
Only one water-reducing admixture shall be used
Water Reducing and Set Retarding
Agents
ASTM C494 Type D
Only one water-reducing admixture shall be used
F. The following product design criteria, options and accessories are required:
ITEM DESCRIPTION
fíc 2500 psi per ASTM C39
Cement Content 600 lb cement per cubic yard minimum
but ≤700 lb cement per cubic yard
Maximum Water/Cement Ratio 0.45 by weight
Aggregate SSPWC Greenbook Grading C
Maximum Aggregate Size 1½î
Slump 4î maximum per ASTM C143
Water Reducing Admixture Optional
Class A2 ìStructural ñ No Special
Inspectionî Concrete
Greenbook 600-C-2500
(Use for pads and minor structures
where Owner elects to waive CBC
Special Inspection requirements.)
Maximum Transit Time 60 minutes (250 revolutions maximum) fíc 2500 psi per ASTM C39
Cement Content 520 lb cement per cubic yard minimum
but ≤700 lb cement per cubic yard
Maximum Water/Cement Ratio 0.55 by weight
Aggregate SSPWC Greenbook Grading A
Maximum Aggregate Size 2î
Slump 3î maximum per ASTM C143
Water Reducing Admixture Optional
Class B ìStreet Pavingî Concrete
(Use for street pavement not
integral with curb and gutter.)
Greenbook 520-A-2500
Maximum Transit Time 90 minutes
fíc 2500 psi per ASTM C39
Cement Content 520 lb cement per cubic yard minimum
but ≤700 lb cement per cubic yard
Maximum Water/Cement Ratio 0.55 by weight
Aggregate SSPWC Greenbook Grading C
Maximum Aggregate Size 2î
Slump 4î maximum per ASTM C143
Water Reducing Admixture Optional
Class C ìSite Pavingî Concrete
(Use for curbs, gutters, sidewalks,
and non-vehicular paving.)
Greenbook 520-C-2500
Maximum Transit Time 90 minutes
fíc 5000 psi per ASTM C39
Cement Content 750 lb per cubic yard
80%Type II/V cement +20% Class F Fly Ash
Maximum Water/Cement Ratio 0.40 by weight
Class Es ìSevere Sulfate Exposureî
(Use for concrete exposed to
>2.00% water soluble SO3 in soil
samples or >10,000ppm in water
samples whichever requires mix of Aggregate 1½î
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ITEM DESCRIPTION
Maximum Aggregate Size SSPWC Greenbook No 3 Coarse Aggregate / SSPWC Greenbook Grading C
Slump 4î maximum per ASTM C143
Water Reducing Admixture Required
Calcium Chloride Admixtures Prohibited
most severe exposure)
Greenbook 750-CSE-5000
Maximum Transit Time 90 minutes
G. With addition of high range water reducer, slump shall be 7î +/- 2î.
H. All materials furnished for Work shall comply with requirements of Sections 201 and 203, of ACI 301 as applicable.
I. Cement shall be clean and free from contaminants. Do not use cement reclaimed from cleaning bags or leaking containers. Do not use lumpy cement.
J. All materials furnished for Work must be classified by Environmental Protection Agency as acceptable for potable water use within 30 days of application.
2.3 Mixes
A. Proportioning shall meet requirements of ACI 301 Chapter 3 ìProportioning.î B. Quantity of water shall be just sufficient to produce workable batches of concrete which can be worked into place without segregation or other flaws and compacted using vibratory methods to provide desired density, impermeability, and smoothness of surface. Adjust water quantity added if needed to adjust for variations in moisture content of aggregate while providing uniform consistency between batches. Determine consistency of batches by slump testing as described below.
C. Mixing shall meet requirements of ACI 301 Chapter 7 ìMixing.î D. Apply admixtures according to Manufacturerís installation and warranty requirements.
E. Set controlling and water reducing admixtures shall be applied as follows:
1. Use or addition of admixtures shall be at Contractorís option to increase workability and shall result in no increase in cost to Owner.
2. Use or addition of admixtures shall be subject to approval by Ownerís Representative.
3. Concrete containing admixture shall be first placed at location determined by Ownerís Representative.
4. High range water reducing admixtures shall be added to concrete on site after all other ingredients have been mixed and initial slump has been verified. Do not use more than 14 ounces of water reducer per sack of cement. Water reducer shall be considered as part of mixing water when calculating water cement ratio.
5. If high-range water reducer is added to concrete on site, it may be used in conjunction with same water reducer added at batch plant. Concrete shall have slump of 3î ±½î before adding high range water reducing admixture at job site.
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1. High-range water-reducing admixture shall be accurately measured and pressure injected into mixer as single dose by experienced technician. Standby system shall be provided and tested before each dayís operation of job site system.
2. Mix concrete at mixing speed for at least 30 mixer revolutions after adding high-range water reducer.
F. Retempering of partially hardened concrete or mortar will not be permitted.
G. Trial batch testing shall proceed as follows:
1. Before placing any concrete, testing laboratory designated by Ownerís Representative shall prepare trial batch of each class of ìstructuralî or ìpremiumî concrete based on preliminary concrete mixes submitted by Contractor and using aggregates, cement and admixtures proposed.
2. During trial batch, testing laboratory may adjust aggregate proportions to obtain required properties. Such adjustments shall be considered refinements to mix design and shall not justify extra compensation to Contractor.
3. All concrete shall meet specified requirements whether aggregate proportions are from Contractorís preliminary mix design, or whether proportions have been adjusted during trial batch process.
4. Trial batch materials shall be sufficient to yield 3 drying shrinkage and 10 compression test specimens from each batch.
5. Test 5 cylinders at 7 days to establish 7-day average compressive strength.
6. Test remaining 5 cylinders no more than 28 days after molding.
7. Required average compressive strengths shall be as follows:
SPECIFIED
COMPRESSIVE
STRENGTH (fíc
)
28-DAY LABORATORY TRIAL BATCH
COMPRESSIVE STRENGTH MINIMUM TEST
RESULTS
28-DAY FIELD TEST
COMPRESSIVE STRENGTH
MINIMUM TEST RESULTS
5-CYLINDER
AVERAGE
ANY SINGLE TEST 5-CYLINDER AVERAGE
0 < fíc < 3000 psi fíc +1000 psi fícfíc + 600psi
3000 psi ≤ fíc < 5000 psi fíc +1200 psi fícfíc + 600psi 5000 ≤ fícfíc +1400psi fícfíc + 600psi
8. Do not place ìstructuralî or ìpremiumî concrete until mix design has been qualified under test criteria above. Should source of materials or established procedures change, Owner may require new trial batch testing.
9. Field trial batches may be placed in Work at designated locations accepted by Ownerís Representative where concrete of lower quality is required. For payment purposes, concrete so placed will be considered to be type of concrete specified at that location.
H. Measure cement and aggregate for mixing concrete using direct weighing equipment accessible to Ownerís Representative.
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I. Tolerances of measurement equipment shall be as follows:
1. Cement: Use weighing equipment accurate to ±1% of total weight
2. Aggregate: Use weighing equipment accurate to ±3% of total weight
3. Admixtures: Use weighing equipment accurate to ±3% of total weight
4. Water: Use metering equipment accurate to ±3% of total volume J. Water feed control mechanism shall be capable of being locked in position to deliver constant flow of water to each batch of concrete. Use positive quick-acting valve for cut-off in water line to mixer.
Operating mechanism shall not allow leakage to occur when valves are closed.
K. Ready mixed concrete shall meet ASTM C94 and requirements below.
1. Materials used in ready-mixed concrete shall be subject to continuous inspection at batching plant by Ownerís Representative.
2. Transport and deliver all ready-mixed concrete to site using agitating equipment. Do not use non-agitating equipment or combination truck and trailer equipment to transport or deliver ready-mixed concrete.
3. Deliver ready-mixed concrete to site and complete discharge within ìmaximum travel timeî specified above after addition of cement to aggregates. Also, deliver mixed concrete to site and complete discharge before drum has been revolved specified maximum number of revolutions.
4. Truck mixers shall have electrically actuated counters to record number of revolutions of drum or blades. Counter shall be resettable recording type, and shall be mounted in driverís cab.
Counters shall be actuated at time of starting mixers at mixing speeds.
5. Completely empty mixer of any previously mixed load before adding new concrete.
6. Each batch of concrete shall be mixed in truck mixer for at least 70 revolutions of drum or blades at rotation rate designated by equipment manufacturer. Additional mixing, if any, shall be at agitating speed designated by equipment manufacturer. All materials, including mixing water shall be in mixer drum before actuating counter to count rotations.
7. Truck mixers and their operation shall ensure concrete throughout mixed batch is discharged within acceptable limits of uniformity of consistency, mix and grading.
8. Slump tests taken at approximately º point and æ points of load during discharge shall give slumps within 2î of each other. Mixers failing to meet this requirement shall not be used on job until causing condition is corrected and satisfactory performance is verified on-site using additional slump tests. All mechanical parts of failing mixer, including water measurement and discharge apparatus, blades, rotation speed and drum clearances shall be serviced and checked before further attempt to use equipment.
9. Each delivery of ready-mixed concrete shall be accompanied by delivery ticket furnished to Ownerís Representative as described in Paragraph 1.6 above.
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PART 3 - EXECUTION
3.1 Preparation
A. Make field measurements needed to install Concrete structural systems before submitting Shop Drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.
B. Before placing concrete within forms, each trade having embedded items, including water stops within forms and affected by pour shall certify all items are properly located, placed and braced.
C. Thoroughly wet earth surfaces by sprinkling before placing concrete. At time of concrete placement, ground surface shall be moist, but free from standing water, mud and debris.
D. Cold joints in concrete shall be deemed to occur whenever placement of concrete is interrupted for any reason so new concrete is neither incorporated integrally with previously placed concrete in opinion of Ownerís Representative nor keyed in place with preformed construction joint shown on Contract Documents or accepted Shop Drawings. Prepare horizontal surfaces of cold joints as follows:
1. Compacting and roughen horizontal with minimum ºî amplitude profile for good bond.
2. Clean tooled joint surface of all laitance, loose or defective concrete and foreign matter by hydroblasting or sandblasting to expose aggregate.
3. Thoroughly wash hydro-blasted or sandblasted surface with clean water.
4. Remove all ponded water from surface of construction joints.
5. Coat joint surface with epoxy-bonding agent unless otherwise shown.
E. Construction joints shown on Contract Documents and accepted Shop Drawings may be made as shown with provision of keys or other locking shapes to secure proper union with subsequent work.
F. Before placing concrete, verify location of embedded items with affected trades. Accuracy of placement of embedded items is Contractorís responsibility.
G. Before placing concrete, secure inspection of steel reinforcement and obtain acceptance by Ownerís Representative at least 4 hours before placing concrete.
H. Before placing concrete, provide dewatering, runoff diversion and protection as needed to ensure proper and water-free environment suitable for concrete hardening and curing. Do not place concrete underwater or in spaces where standing water is present. Protect uncured concrete from exposure to rain, runoff or groundwater.
I. Notify Ownerís Representative in writing at least 24 hours before placing any concrete. Do not place concrete except when Ownerís Representative or his duly authorized representative is present.
J. Order of placement of concrete shall be acceptable to Ownerís Representative. To minimize shrinkage effects, place concrete in units bounded by construction joints shown in Shop Drawings. Placement shall occur such that each unit shall cure at least 7 days for hydraulic structures and 3 days for all other structures before contiguous units are placed,
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except corner sections of vertical walls shall not be placed until the 2 adjacent wall panels have cured at least 14 days for hydraulic structures and 7 days for all other structures.
K. Provide sufficient illumination in interior of all forms so concrete at places of deposit is visible from deck or runway.
L. Schedule concrete placement during evening or morning hours or provide ice or pre-cooled aggregate as needed to maintain temperature of concrete within the following ranges immediately before placement.
1. Concrete less than 12î thick: 55°F to 90°F
2. All other concrete: 50°F to 90°F
3. When concrete temperature exceeds 80°F, only set retarding admixtures shall be used.
4. When concrete temperature exceeds 85°F, time between introducing cement to aggregates and discharge shall not exceed 45 minutes.
5. No additional compensation will be made to contractor for measures used to maintain concrete temperature within specified limits.
M. Hot weather placement shall proceed as follows:
1. Comply with ACI 305.
2. From initial placement through curing, protect concrete from adverse effects of high temperature, low humidity and wind.
N. All ends of chutes, hopper gates, and all other points of concrete discharge shall be arranged so concrete passing from them will flow continuously into receiving vessel without separation. Conveyor belts, if used, shall be wiped clean by device operated so mortar adhering to belt is not wasted and shall be of type acceptable to Ownerís Representative. Chutes shall be no longer than 50í long. Slopes of chutes shall permit free and continuous flow of concrete being placed.
3.2 Installation/Application
A. Refer to SSPWC (latest version) for basic execution and installation requirements.
B. Furnish and install concrete at locations shown on Plans and Submittals.
C. The following installation standards shall be followed:
1. Manufacturerís installation and warranty requirements
2. Applicable OSHA and Cal OSHA regulations
3. California Building Code Chapter 19 ìConcreteî
4. Other applicable building and CalGreen code requirements
5. ACI 301 Structural Concrete for Buildings Chapter 8.
6. ACI 318 Building Code Requirements for Reinforced Concrete
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7. Standard Specifications for Public Works Construction Section 303 ìConcrete and Masonry Construction.î
D. Where hydrophobic waterproofing admixtures are added, admixture Manufacturerís installation and warranty requirements shall also be followed.
E. Refer variances between above documents and Contract Documents to Ownerís Representative.
F. Pumping of concrete will only be permitted if satisfactory end results are obtained.
1. For redundancy, provide standby pump on site or provide pumping equipment with two cylinders, designed to operate with one cylinder only.
2. Replace pumping equipment or hoses that fail to function properly.
3. Minimum diameter of hose and conduits shall be in accordance with ACI 304
4. Do not use aluminum conduits to convey concrete.
5. Concrete samples for slump, air content and test cylinders will be taken at placement (discharge) end of line.
G. Do not drop concrete through reinforcing steel or into any deep form, nor place concrete in any form in manner permitting accumulation of mortar on surfaces above placed concrete. If necessary, use hoppers or vertical ducts of canvas, rubber or metal to convey concrete to place of final deposit without separation or splashing. Free fall shall not exceed 4í below ends of ducts, chutes or buggies except in column forms. In no case shall concrete be displaced horizontally in forms by more than 6í after depositing. Deposit concrete in uniform horizontal layers not deeper than 2í. Avoid inclined layers or inclined construction joints except where required for sloping members. Place each layer while previous layer is still soft. Rate of placement in forms shall not exceed 5 vertical feet of rise per hour.
H. Thrust blocks shall be placed behind all non-welded, non-flanged or non-restrained valves, fittings, reducers, tees, crosses, bends and dead ends. Place thrust blocks as follows:
1. Wrap fittings and valves, leaving stainless steel bolts exposed. Do not allow concrete to contact flanges or bolts.
2. Ownerís Representative shall inspect formwork and be present throughout placement of concrete.
3. Unless otherwise shown on Plans, provide bearing surface not less than 3 times pipe diameter in all directions.
4. Thrust block shall bear against undisturbed soil.
5. In soft or disturbed soil, increase bearing surface as directed by Ownerís Representative.
I. Concrete in ramps and sloping slabs shall be placed uniformly from bottom to top for full width of placement. As work progresses, vibrate concrete and carefully work it around reinforcement. Screed ramp surface in an up-slope direction.
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J. Thoroughly settle, compact and consolidate concrete in forms or excavations throughout entire depth of concrete layer being placed.
1. Consolidate concrete into dense, homogeneous mass, filling all corners and angles, thoroughly embedding reinforcement and embedments, eliminating all rock pockets and bringing only a slight excess of water to exposed concrete surface during placement.
2. Vibrators shall be Group 3 per ACI 309. Use high-speed power vibrators (8,000 rpm to 12,000 rpm) of immersion type in sufficient number and with (at least one) standby units as required to accomplish specified results within 15 minutes after concrete is deposited. Group 2 vibrators may be used only at specific locations when accepted by Ownerís Representative.
3. When placing concrete around waterstops, carefully rod and vibrate concrete to eliminate all air and rock pockets. Where flat-strip waterstops are placed horizontally, work concrete under waterstops by hand, making sure all air and rock pockets are eliminated. Concrete surrounding waterstops shall receive additional vibration over and above that used for adjacent concrete to assure complete embedment of waterstops in concrete.
4. Concrete in walls shall be internally vibrated and at same time, rammed, stirred, or worked with suitable appliances, tamping bars, shovels, or forked tools until it completely fills forms or excavations and closes snugly against all surfaces. Do not place subsequent layers of concrete until previously placed layers have been worked thoroughly as specified. Keep vibrating head from contact with form surfaces.
5. Do not vibrate concrete excessively or work it in any manner causings segregation of its constituents.
K. Horizontal surfaces of concrete shall be level whenever run of concrete is stopped. To ensure level, straight joint on exposed surfaces of walls, tack wood strip at least æî thick to forms on these surfaces.
Carry concrete about ½î above underside of strip. About one hour after concrete is placed, remove wood strip. Using trowel, remove irregularities in edge formed by strip, and remove all laitance.
L. Concrete finishing shall proceed as follows:
1. As soon as forms are removed, examine all exposed surfaces and rub or grind all fins, bulges or ridges in satisfactory method to provide smooth, uniform and continuous surface.
2. Do not plaster or coat surfaces to be smoothed.
3. Do not use aluminum finishing tools.
4. Finished surfaces shall present finished, smooth, continuous hard surface.
5. Tolerances of finished concrete shall be as shown in Section 03 10 00.
6. Ownerís Representative will inspect finished surface for voids, holes, honeycombing, rock pockets or similar depression defects. Damage shall be repaired as specified.
7. Repair surface defects within 2 hours of form removal.
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8. Surface defect repairs that cannot be made within 2 hours following form removal shall be delayed until after curing compound has been applied. In such case, area involved shall then be wet sandblasted to remove curing compound following which repairs shall be made as specified, and curing compound shall be reapplied over repaired area.
M. Repair defective work at Contractorís expense as follows:
SURFACE DEFECTS
DEFECT REPAIR METHOD
Tie Rod Cone Holes Ream circular holes with suitable toothed reamers to leave surfaces of holes clean and rough. Do not ream rectangular holes or holes deeper than their least surface dimension.
Repair holes in approved manner with dry-packed cement grout.
Minor Voids, Holes or
Honeycombing
Cut back from trueline at least ½î over entire area. Use chipping and cutting tools as needed. Do not feather edges.
Remove 1/32î of surface film from hardened and cured portions by wet sandblast.
Remove all laitance or soft material before bonding.
Moisten exposed surface but do not wet it enough to overcome suction needed for bond.
Mix for repair shall be 1 sack cement to 3 cubic feet sand with Atlas white Portland cement added as needed on interior walls to make patch match finish.
Apply bonding agent if required.
Apply repair mix.
HOLES EXTENDING THROUGH CONCRETE
DEFECT REPAIR METHOD
Small Holes less than
12î in least dimension
Fill hole with non-shrink grout.
Where face of repaired surface is exposed to view, hold grout back 2î from finished surface.
Patch remaining 2î as described above for ìMinor Voids, Holes or Honeycombing.î For water bearing structures, apply bentonite or other accepted waterstop material around perimeter of hole.
Large Holes greater
than 12î in least
dimension
Chip keyway into edge of opening.
Repair keyed opening as described above for ìSmall Holes.î Large Holes greater
than 24î in least
dimension
Chip keyway into edge of opening
If reinforcing is not present, dowel and epoxy reinforcing of size matching reinforcing in existing wall across opening in both directions.
Repair keyed and reinforced opening as described above for ìSmall Holes.î.
N. Perform all repairs using approved methods that do not disturb bond or cause sagging or horizontal fractures. Finished surfaces shall be cured using methods and duration similar to that for adjacent concrete.
O. Concrete finishing of unformed surfaces shall proceed as follows:
1. After proper and adequate vibration and tamping, bring unformed surfaces of slabs, floors, walls and curbs to uniform surface with suitable tools.
2. Screed concrete and then immediately treat with liquid evaporation retardant. Reuse retardant as needed after each operation to prevent drying shrinkage cracks.
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3. Classes of unformed surfaces shall be as follows:
FINISH LOCATION DESCRIPTION
U1 (screeded
finish)
Grade slabs and foundations to
be covered with concrete or fill
material
Sufficient leveling and screeding to produce even, uniform surface with surface irregularities not exceeding ⅜”. No further special finish.
U4 (hairbroom
finish)
Non water-bearing slabs
Water bearing slabs with slopes
>10%
After completing steel trowel finish U3, add light hairbroom finish with brooming perpendicular to drainage unless otherwise shown. Resulting surface shall be rough enough to provide nonskid finish.
P. Do not backfill against walls until concrete has obtained 100% of specified 28-day compressive strength.
Q. Concrete curing shall proceed as follows:
SURFACE DESCRIPTION
Unstripped Forms Method 1: Wet wood forms completely after concrete has been placed, and keep wet with water until forms are removed. For steel forms, keep exposed concrete surfaces continuously wet until forms are removed. If forms are removed within 14 days of placing concrete, continue curing as described for surfaces with forms removed
Concrete Surfaces not
Described Elsewhere
Method 4: As soon as concrete hardens enough to prevent marring on unformed surfaces, and within 2 hours after form removal, spray surface with liquid curing compound in accordance with Manufacturerís application instructions. Cover no more than 200 square feet of surface per gallon with uniform film that seals thoroughly.
Do not damage seal during curing. If seal is damaged or broken, apply additional curing compound over damaged portion.
Where curing compound is accidentally applied to surfaces against which concrete is to be subsequently placed, remove curing compound by wet sandblasting just before placing new concrete.
Where concrete is placed adjacent to panel coated with curing compound, apply curing compound to all previously coated panel areas within 6í of joint and apply to any other location where curing membrane is disturbed.
Following curing, remove all visible traces of curing compound in such manner that surface finish is not damaged.
Surfaces with Forms
Removed & Slabs not
on Grade
Keep concrete continuously wet by applying water for at least 14 consecutive days beginning immediately after concrete reaches final set or after forms are removed. Before curing medium is applied, keep entire surface damp using nozzles that atomize flow so surface is not marred or washed.
Use heavy curing mats secured in place with weights along all edges to continuously retain moisture during curing period. Use sprinklers or other means to maintain moist surface condition during and after normal working hours.
At end of curing period, remove curing medium. Rewet any dry spots and apply curing compound in accordance with Method 4 above.
R. Excess curing water shall be disposed of in manner that avoids damage to Work.
S. Concrete finishing of formed surfaces shall proceed as follows:
1. Repair surface defects.
2. Immediately after stripping forms, inspect concrete surface. Repair all poor joints, voids, rock pockets and other defective areas.
3. Fill form tie holes as directed in Section 03 10 00.
4. Allow concrete to cure at least 14 days before applying architectural finishes.
5. All architectural finishes shall conform to accepted sample required herein in texture, color and quality. Sample for smooth concrete finish shall be 200 square foot panel
8-14-dp 03 30 00 ñ Cast-in-Place Concrete - 18 of 22
prepared as described below. Sample for sandblasted finish shall be 3-square foot sample.
3.3 Field Quality Control
A. Field testing and inspection of formwork shall be per Section 03 10 00.
B. CBC Chapter 17 special inspection shall only be required for Class AA ìpremiumî concrete, Class A ìstructuralî concrete and concrete having specified compressive strength fíc exceeding 2500 psi.
C. Maintain placing record on-site showing time and date of placement of all concrete having specified compressive strength fíc exceeding 2500 psi as required in CBC Section 1704.4.2.
D. Special inspection and field testing of Class AA and Class A concrete required by Chapter 17 of CBC (Table 1704.4) shall be completed by ICBO-certified special inspector selected by Owner and shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER TEST
STANDARD) FREQUENCY
FIRST
TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Design Mix
Verification
ACI 318, Ch 4 & 5.2-5.4, CBC
1904.25.25, 1913.2, & 1913.3
Periodic per CBC Table
1704.4
Slump ACI 318 Sec. 5.6& 5.8, ASTM C31,
ASTM C172 & CBC 1913.10 Slump
per ASTM C143
Air Content ACI 318 Sec. 5.6& 5.8, ASTM C31,
ASTM C172 & CBC 1913.10 Air
content per ASTM C173 or C231
Temperature ACI 318 Sec. 5.6& 5.8, ASTM C31,
ASTM C172 & CBC 1913.10
Continuous per CBC
Table 1704.4 taken at at
º point and æ point of
batch and at time fresh
concrete is sampled to
fabricate cylinders for
strength tests
Proper
Placement of
Concrete
ACI 318 Sec. 5.9-5.10, CBC 1913.6,
1913.7,& 1913.8
Continuous per CBC
Table 1704.4
Verification of
in-situ
Concrete
Strength Prior
to Removal of
Shores and
Forms
ACI 318, Sec. 6.2
See below for concrete strength test
requirements
Periodic per CBC Table
1704.4
Class AA
Concrete, Class
A Concrete and
Concrete
having fíc
exceeding 2500
psi
Curing
Temperature
and
Techniques
ACI 318, Sec. 5.11-5.13, & CBC
1913.9
Periodic per CBC Table
1704.4
Owner Contractor to
reimburse
Owner for
costs of first
deputy
inspector if
re-inspection
is required
8-14-dp 03 30 00 ñ Cast-in-Place Concrete - 19 of 22
E. Additional field testing of concrete shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER TEST
STANDARD) FREQUENCY
FIRST
TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Trial Batch 1
st 3 cylinder tests at 7 days
2 nd 3 cylinder tests at 28 days
average compressive strength at 28
days shall exceed 125% of specified
compressive strength fíc
3 drying shrinkage
samples and 6
compression test
cylinders for each class
or mix of concrete used
Contractor Contractor
Cylinder Sampling ASTM C172 Sample each 100 cy
concrete and each
separate mix design
placed on any day
Contractor Contractor
Field Cylinders per ASTM C31
Section 9.2
Laboratory Cylinders per ASTM C192
Testing per ASTM C39 Average of
two cylinders
Evaluation per ACI 214 & ACI 318
Chapter 5 ìConcrete Qualityî
Cylinder Testing of
Compressive
Strength fíc
Standard deviation of test results shall
not exceed 640 psi.
Make six 6î diameter x
12î high cylinders per
100 cy concrete and
separate mix design
placed on any day
1 st test at 7 days
2 nd test at 28 days
Save remaining
cylinders to verify test
results as directed.
Owner Contractor
Take test cores per ASTM C42 if
minimum strengths fall below those
specified.
Concrete
Compressiv
e Strength
fíc
Test Core Testing
of Compressive
Strength fíc
Concrete tested by coring shall be
acceptable if average fíc of 3 cores
equals 85% of specified fíc and no
single core strength is less than 75%
of specified fíc
3 cores per test as
directed
Contractor Contractor
Flexural Strength ASTM C78 As directed Contractor Contractor Unit Weight Yield ASTM C138 As directed Contractor Contractor Concrete
Drying Shrinkage California Test 530 As directed Contractor Contractor Mortar Setting of Mortar ASTM C191 or C266 As directed Contractor Contractor Mortar Cube Test California Test 515 As directed Contractor Contractor Dimensional
Tolerance
ACI 117 and Section 03 10 00 Inspection at Ownerís
discretion
Owner Owner
Surface Defects Holes larger than ½î diameter or
greater than ºî deep are defined as
surface defects. More stringent
requirements exist for some specified
finishes.
As directed Owner Owner
Concrete
Finishing
Cracking in
Flatwork and NonWater-bearing
Structures
No cracks wide enough to stick a
dime in except at expansion or
contraction joints.
As directed Owner Owner
Concrete 11-month
Warranty
Inspection
Demonstrate compliance to Contract
Documents and Manufacturerís
printed literature
1 test Owner Contractor
8-14-dp 03 30 00 ñ Cast-in-Place Concrete - 20 of 22
F. Concrete samples for batch testing shall be furnished in steel drums at no cost to Owner.
G. In lieu of trial batch testing, Contractor may submit previously designed, tested and successfully used concrete mixes using materials similar to those intended for this project, together with at least 3 certified test reports of 28-day strength of proposed concrete mix.
H. Laboratory used for field testing shall meet or exceed requirements of ASTM C1077.
I. Contractor shall provide concrete for testing at no charge to Owner, and shall assist Ownerís Representative and laboratory personnel in obtaining samples, and disposal and cleanup of excess material.
J. Statistical analysis of compression test results will be performed according to ACI 214. Standard deviation of test results shall not exceed 640 psi when ordered at equivalent water content as estimated by slump. When said standard deviation exceeds 640 psi, increase average strength for which mix is designed as needed to satisfy statistical requirement that
1. Probability of any test being more than 500 psi below specified strength < 1%.
2. Probability of average of any 3 consecutive tests being below specified strength <1%.
Required average strength shall be calculated using Criterion Number 3 of ACI 214 using actual standard deviation.
K. All concrete which fails to meet ACI requirements and these Specifications is subject to removal and replacement at no increase in cost to Owner.
L. In lieu of removing and replacing slightly deficient concrete having 85% or more of specified strength, Owner may, at their sole discretion, elect to reduce payment due to Contractor for substandard concrete as described in Caltrans Standard Specification Section 90-9 ìCompressive Strength.î
3.4 Cleaning
A. Wash out chutes, shovels, finishing trowels and all other equipment that has been in contact with wet concrete at a designated concrete washout area.
B. Do not discharge or deposit wet concrete, debris, or other concrete washout effluent on bare ground, on area tributary to storm drain or natural channel or in any storm drain facility.
C. Dispose of concrete and concrete waste in accordance with all pollution prevention laws and regulations.
3.5 Protection
A. Protect all concrete against injury until final acceptance by Owner.
B. Fresh concrete shall be protected from damage due to impact, overstress, vandalism and weather, including precipitation or extremes in temperature or humidity until final acceptance.
8-14-dp 03 30 00 ñ Cast-in-Place Concrete - 21 of 22
C. Any new concrete not complying with these specifications shall be repaired or removed and replaced prior to final acceptance except where Owner agrees to reduce payment as described above.
END OF SECTION
8-14-dp 03 30 00 ñ Cast-in-Place Concrete - 22 of 22
THIS PAGE INTENTIONALLY BLANK
2-14-dp 07 92 00 - Joint Sealants - 1 of 4
SECTION 07 92 00
JOINT SEALANTS
PART 1 - GENERAL
1.1 Work Included
A. Materials, testing, and installation of joint sealants.
1.2 System Description
A. Where required throughout Work to provide positive barrier against passage of moisture and air, furnish and install complete operating joint sealant system in conformance with Manufacturerís installation requirements and compliance with applicable building, fire, mechanical, and plumbing codes and standards.
B. Caulking, if noted shall be synonymous with sealant.
1.3 References
A. ASTM C834 Latex Sealants
B. ASTM C920 Elastomeric Joint Sealants
C. ASTM C990
D. ASTM D994 Preformed Expansion Joint Filler for Concrete (Bituminous Type) E. ASTM D1751 Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types) F. ASTM D1752 Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction
G. California Green Building Standards Code (CALGreen Code) H. Federal Specification SS-S-210 Sealing Compound, Preformed Plastic for Expansion Joints and Pipe Joints
I. Federal Specification TT-S-01543A
J. Federal Specification TT-S-00230-C
K. SSPWC Standard Specifications for Public Works Construction (Greenbook) Section 201-3 ìExpansion Joint Filler and Joint Sealantsî
1.4 Submittals
A. Furnish the following submittals.
SUBMITTAL DESCRIPTION
Catalog Data Required per catalog data requirements.
Installation Instructions Required per installation or application instruction requirements. Include Manufacturerís recommendations for primer, joint cleaner and bond breaker.
Certificate of Compliance Submit sealant system certification per certificate of compliance requirements.
Material and Color Samples Required.
Color Charts Submit Manufacturerís standard color charts to allow owner to select color to match adjacent work.
Warranty Furnish one-year warranty from date of final acceptance
1.5 Delivery, Storage and Handling
A. Manufacturerís instruction and warranty requirements for delivery, storage and handling of joint sealants shall be strictly followed.
2-14-dp 07 92 00 - Joint Sealants - 2 of 4
B. Do not retain any material at job site which has exceeded shelf life recommended by Manufacturer.
C. Do not retain any mixed sealant material at job site which has exceeded pot life recommended by Manufacturer.
1.6 Unit Prices
A. Payment for Work in this section shall be included as part unit-price bid amount for appurtenant bid items #25 through #28.
PART 2 - PRODUCTS
2.1 Acceptable Manufacturers
A. Acceptable sealant Manufacturers include:
ITEM MANUFACTURER MANUFACTURER LOCATION
AEP Span
Atas International. Inc. Monarch
Pecora Corporation Traffic Grade Polyurethane Harleysville, PA Roadware Incorporated ìFlexible Cement IIî South Saint Paul, MN Sealant Type A TwoPart Polyurethane Self
Leveling for Horizontal
Surfaces
Accepted equal
AEP Span
Atas International. Inc. Monarch
Chem Link ìNova Linkî Schoolcraft, MI
Sealant Type B Non
Sag for Vertical
Surfaces
Accepted equal
AEP Span
Atas International. Inc. Monarch
Pecora Corporation 800 Series Harleysville, PA
Sealant Type C
Silicone
Accepted equal
AEP Span
Atas International. Inc. Monarch
Pecora Corporation 900 Series Harleysville, PA
Sealant Type D Acrylic
Latex
Accepted equal
Sealant Type E Pecora Corporation AIS 919 Harleysville, PA Acoustical Sealant Accepted equal
Sealant Type F Pecora Corporation Synthacalk GC2+ Harleysville, PA Polysufide for
Prolonged Submersion
Accepted equal
Conseal International, Inc. Tipp City, OH
RAM-NEK Division Henry Company Houston, TX
Mastic Premolded
Plastic Gasket
Accepted equal
2.2 Materials
A. Refer to SSPWC (latest version) for basic requirements for products and materials.
B. Adhesives, sealants and caulks used on Work shall comply with VOC limits set forth in Section 5.504.4.1 of CALGreen Code.
2-14-dp 07 92 00 - Joint Sealants - 3 of 4
C. Joint sealants shall be constructed of the following materials:
ITEM MATERIAL SPECIFICATION
Sealant Type A Two-Part
Polyurethane Self Leveling for
Horizontal Surfaces
Pour Grade Urethane ASTM C920 Grade P Class 25
Primer Nonstaining type recommended by sealant Manufacturer Joint Cleaner Noncorrosive and nonstaining type recommended by sealant Manufacturer, compatible with joint compounds
Bond Breaker Pressure Sensitive Tape Recommended by sealant Manufacturer to suit application.
Rope Yarn Rope Fiber or Cotton
Wicking
Use raveled strands.
D. The following product design criteria, options and accessories are required:
ITEM DESCRIPTION
Design Criteria No leakage in plant quality control test at 10 psi for 1 hour minimum Temperature range 30°F to 120°F
Color Owner will select from standard colors available from Manufacturer E. Do not use non-elastic putty-type compounds.
F. Sealant compounds shall be of proper consistency to be readily worked and not be affected by vibration or by long exposure to outside climate and temperature.
G. Sealant compounds shall form a thin, tough, elastic film on surface, but remain permanently plastic underneath.
H. Sealant compounds shall contain no acid nor ingredients which will stain stone, corrode metal or have an injurious effect on painting.
I. Sealant compounds shall be colored to match adjacent work.
J. Special sealants called for elsewhere shall be provided and installed as directed by Manufacturer.
PART 3 - EXECUTION
3.1 Preparation
A. Make field measurements needed to install joint sealants before submitting catalog data or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.
B. Verify surfaces are ready to receive work and joint measurements and surface conditions are as recommended by sealant Manufacturer.
C. Remove loose materials and foreign matter which may affect adhesion of sealant.
D. Joints and spaces to be sealed shall be clean, free from dust, and dry.
E. Joints more than æî deep and joints where suitable backstop has not been provided shall be packed with rope yarn to within ½î of surface before applying and sealing.
2-14-dp 07 92 00 - Joint Sealants - 4 of 4
3.2 Application
A. Refer to SSPWC (latest version) for basic execution and installation requirements.
B. Furnish and apply joint sealants at locations shown on Plans and Submittals.
C. The following installation standards shall be followed:
1. Manufacturerís installation and warranty requirements
2. Applicable OSHA and Cal OSHA regulations
3. Applicable building, fire, plumbing, mechanical and electrical code requirements D. Refer variances between above documents and Contract Documents to Ownerís Representative.
E. Install joint sealants to tolerances and within temperature ranges recommended by Manufacturer.
F. Tool joints concave unless otherwise shown.
G. Joints in stone and precast work shall be slightly convex.
H. Seal joints before final coat of paint is applied to adjacent work.
I. Apply compound with a pressure gun having proper size nozzle or with knife as required.
J. Use sufficient pressure to fill all voids and joints solid. Superficial painting of joints with a skin head will not be accepted.
K. Remove excessive sealant and leave surfaces neat and clean. Upon completion, sealant shall have a smooth, even finish.
L. All sealed joints shall be watertight.
3.3 Field Quality Control
A. Field testing shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER
TEST STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Installation &
Leakage
Visual inspection of finished
installation and water test at
Ownerís discretion
1 inspection Owner Owner
Field
Performance
Demonstrate compliance to
Contract Documents and
Manufacturerís printed
literature
1 test Contractor Contractor
Joint
Sealants
11-month
Warranty
Inspection
Demonstrate compliance to
Contract Documents and
Manufacturerís printed
literature
1 test Owner Contractor
END OF SECTION
12-14-dp 31 05 50 ñ Protecting Existing Utilities - 1 of 8 SECTION 31 05 50
PROTECTING EXISTING UTILITIES
PART 1 - GENERAL
1.1 Work Included
A. Materials and procedures to protect existing underground utilities.
B. Materials and procedures to connect to existing underground utilities.
1.2 References
A. ASCE 38 Standard Guidelines for the Collection and Depiction of Existing Subsurface Data B. ASTM C143 Slump of Hydraulic Cement Concrete
C. ASTM C425 Compression Joints for Vitrified Clay Pipe and Fittings D. ASTM C700 Vitrified Clay Pipe, Extra Strength, Standard Strength and Perforated E. California Administrative Code Title 22 Section 64572 F. California Government Code Section 4215-4216
1.3 Submittals
A. Furnish the following submittals.
SUBMITTAL DESCRIPTION
Required when utilities to be supported exceed 16î diameter or any transverse dimension.
Shop Drawings for
Supporting Pipe and
Utilities Crossing
Trenches
Required when requested in writing by Owner's Representative Engineering
Calculations
Submit for pipe supports for existing utilities greater than 24î in any dimension. If concrete beams are used as supports, calculations shall take into account concrete strength based on days elapsing between placing concrete and trenching beneath concrete beams. Do not use 28-day strength unless concrete will be at least 28 days old when beam is placed in service.
1.4 Project Conditions
A. Design Engineer has attempted to show approximate location of buried utilities on Plans pursuant to Utility Quality Level D (QLD) as defined in ASCE 38. These approximate locations are based on:
1. Record maps requested and received during design from utilities identified through an inquiry to Underground Service Alert and utilities.
2. Comments received from Utilities after their review of preliminary plans showing record drawing information.
3. Field reconnaissance and plotting of approximate locations of readily visible surface features including manhole covers, valve covers, utility boxes, marking posts, pavement repair strips, and culvert end sections which might indicate presence of buried utilities.
4. Design Engineerís professional judgment in correlating record map information to observed surface features.
12-14-dp 31 05 50 ñ Protecting Existing Utilities - 2 of 8 B. Where potholing has been done at spot locations to measure utility depths at those locations, pothole location and elevation is expressly noted on Plans, and shall be construed as accurate to within ±0.5í at point of potholing.
C. Utility locations on Plans are based solely on the above. Plotted locations may not accurately reflect subsurface conditions.
D. Prior to excavation, and prior to submittal of cut sheets for pre-engineered pipe, Contractor shall pothole and determine precise locations of all utilities which are:
1. Shown on plans
2. Identified by Underground Service Alert
3. Evident from readily visible surface features including manhole covers, valve covers, utility boxes, marking posts, pavement repair strips, and culvert end sections which might indicate presence of buried utilities.
4. Identified by Contractor by walking alignment using a reliable electronic pipe finder.
E. Power trench excavating equipment may only be used when and where all the following conditions exist.
1. Contractor has notified Underground Service Alert and all known Utility Owners at least 2 working days before excavating.
2. Contractor has thoroughly searched entire excavation route using a reliable electronic pipe finder and has pre-marked horizontal locations of conflicts.
3. Utilities shown on Plans have been potholed 1,300í in advance of excavation as needed to verify locations.
4. No pipelines carrying gas, petroleum, explosives, hazardous materials, or other regulated contaminants are believed to be within 5í of area to be excavated.
5. Owner's Representative is continuously present during excavation.
F. Pursuant to 49 CFR Part 192, Contractor shall coordinate with operators of high-pressure gas lines who are required by law to have a representative on-site at all times during excavation in the vicinity of their pipelines.
G. Power equipment specifically designed and manufactured for potholing existing utilities is exempt from the above restrictions.
H. Hand excavation shall be used
1. In areas where buried gas, petroleum, explosives or hazardous material piping is known to be present
2. In areas where electrical, fiber optic or communications conduit is known to be present.
3. In first 5í below existing grade where drilling or auguring equipment is used.
I. Pursuant to Section 4215 of California Government Code,
12-14-dp 31 05 50 ñ Protecting Existing Utilities - 3 of 8
1. Owner will be responsible ìfor timely removal, relocation, or protection of existing main or trunk line utility facilities located on the siteî if such utilities are not identified by Owner in Contract Documents.
2. Owner will compensate Contractor for documented ìcosts of locating, repairing damage not due to the failure of the Contractor to exercise reasonable care, and removing or relocating such utility facilities not indicated in the plans and specifications with reasonable accuracy, and for equipment on the project necessarily idled during such work.î
3. ìContractor shall not be assessed liquidated damages for delay in completion of the project when such delay was caused by the failure of the public agency or the owner of the utility to provide for removal or relocation of such utility facilities.î J. Pursuant to Section 4216 of California Government Code, Ownerís liability shall be limited to reimbursement of costs due to utility facilities either not shown on Contract Documents, or shown on Contract Documents at locations more than 2í vertically or 5í horizontally in error from field locations, except where location of said utilities are evident from surface features or staked correctly by Underground Service Alert.
K. Owner will not indicate presence of existing service laterals or appurtenances when presence of utilities on Project site can be inferred from presence of other visible facilities, such as buildings, meters and junction boxes, on or adjacent to Work site. Owner will identify main or trunk lines in Contract Documents. Contractor shall make their own investigations, including exploratory investigations, to determine or verify locations and type of existing service laterals or appurtenances when their presence can be inferred from presence of other visible facilities.
L. Immediately notify Owner and Utility in writing if Contractor discovers:
1. Utility facilities not shown on Plans
2. Utility facilities in field locations different than shown on plans.
M. Pursuant to California Administrative Code Title 22 Section 64572 and intent of Plans, separations shall be maintained between new and existing utilities as follows:
REQUIRED WALL-TO-WALL SEPARATIONS FOR PARALLEL PIPELINES NEW
UTILITY
SEPARATION FROM EXISTING HORIZONTAL
SEPARATION
VERTICAL SEPARATION
(not required if horizontal
separation > 10í)
Potable or Raw Water Mains at
pressures < 5 psi
≥ 25í horizontal New soffit 12î below pipe invert
Potable or Raw Water Mains ≥ 10í horizontal New soffit 12î below pipe invert Recycled Water Mains (Secondary
Treatment + Disinfection)
≥ 10í horizontal New soffit 12î below pipe invert
Recycled Water Mains (Tertiary
Treatment + Disinfection)
≥ 4í horizontal New soffit 12î below pipe invert
Sewers or
Nonpotable
Pipelines
Storm Drains ≥ 4í horizontal New soffit 12î below pipe invert
REQUIRED WALL-TO-WALL SEPARATIONS FOR WATER MAINS CROSSING BELOW PIPES Sewers or
Nonpotable
Pipelines
Potable Water Mains No joints on 8í either side ≥ 12î vertical separation
REQUIRED WALL-TO-WALL SEPARATIONS FOR WATER MAINS CROSSING ABOVE PIPES Sewers or
Nonpotable
Pipelines
Potable Water Mains No joints on 8í either side ≥ 12î vertical separation
12-14-dp 31 05 50 ñ Protecting Existing Utilities - 4 of 8 N. Lesser separations may be used under California Administrative Code Title 22 Section 64551(c) when Separations required under Section 64572 are not feasible, when inverts of potable water mains are above soffits of parallel sewers and nonpotable pipelines, and when:
1. Sewers or storm drains are not under pressure or used as force mains, and are constructed of :
a. ASTM F894 spirally-reinforced HDPE pipe with gasketed joints, b. ASTM C700 VCP sewer with compression joints
c. ASTM C428 ACP sewer pipe Class 4000 Type II with rubber gasket joints d. ASTM D3064 PVC sewer pipe with rubber gasket joints
e. AWWA C151 DIP pipe with compression joints
f. AWWA C302 RCP pipe with compression joints or
g. AWWA C906 fusion-bonded HDPE pipe with fusion-welded joints, O. Costs, and Work to be done by Contractor in locating, removing, relocating, protecting or temporarily maintaining such utility facilities shall be covered by written change order conforming to provisions herein pertaining to changes in Work. Owner may make changes in alignment and grade of Work to obviate need to remove, relocate, protect or temporarily maintain utility facilities or to reduce costs of Work involved in removing, relocating, protecting or temporarily maintaining such utility facilities. Changes in alignment and grade will be ordered in accordance with provisions pertaining to changes in Work.
P. Damage to underground utilities, pipelines or other facilities shown on Plans or identified by field staking or markings shall be immediately brought to attention of Owner's Representative and affected Utility, and repaired at Contractor's expense. Exact determination of location of these utilities, pipelines or other facilities shall be Contractorís responsibility. Contractor shall be solely and directly responsible for damage, injury, expense, loss, inconvenience, delay, suits, actions or damage that may result from Contractor's failure to verify or locate utilities whose existence is indicated. Costs incurred for protection of these lines or costs incurred due to presence of lines, whether or not they lie within trench prism, shall be borne in full by Contractor.
Q. When it is necessary to remove, relocate, protect or temporarily maintain a utility other than
1. existing mains or trunk-line facilities not originally shown on Plans with sufficient accuracy to allow Work to proceed according to Contract Documents or;
2. existing service laterals or appurtenances whose presence cannot be inferred from presence of other visible facilities, such as buildings, meters and junction boxes, on or adjacent to Work site;
Contractor shall bear all expenses incidental to Work on utility or damage thereto. Work on utility shall be done in manner satisfactory to Utility Owner. Utility Owner will have option of doing such Work with their own forces, or permitting Work to be done by Contractor.
R. No representations are made that obligations to remove, relocate, protect or temporarily maintain a utility and to pay cost thereof is not required to be borne by utility. Contractor shall investigate, to find out whether or not said cost is required to be borne by Utility Owner.
S. Liquidated damages will not be assessed for damages in delay in completion of Work, when such delay was caused by failure of Owner, Owner's Representative, Design Engineer and Utility Owner to provide for removal or relocation of utility facilities. Right is reserved to governmental agencies and to Utility Owners to enter at any time upon any
12-14-dp 31 05 50 ñ Protecting Existing Utilities - 5 of 8 street, alley, right of way or easement for purpose of making changes in their property made necessary by Work and to maintain and make repairs to their property.
1.5 Unit Prices
A. Payment for locating, potholing, exposing, and protecting existing utilities shall be included as part unit-price bid amount for appurtenant bid items #5 , #8 through #13 and #16 through #23.
B. Payment for abandoning or removing existing utilities shall be included as part unit-price bid amount for appurtenant bid items #5, #8 through #14, and #16 through #23.
PART 2 - PRODUCTS
2.1 Replacement Materials
A. Unless otherwise shown or specifically authorized in writing by Ownerís Representative, reconstruct damaged utilities with new materials of same size, type and quality as that removed.
B. Vitrified clay pipe sewer crossings 8î in diameter and under shall be constructed of the following materials:
ITEM MATERIAL SPECIFICATION
Replacement of Vitrified Clay
Sewer Pipe 8î Diameter or
Less
Plain-End VCP ASTM C700 (At least two lengths of sewer pipe shall be used to cross trench section.)
Replacement of Vitrified Clay
Sewer Pipe Couplings 8î
Diameter or Less
Compression Coupling ASTM C425; Band seal couplings or accepted equal PART 3 ñ EXECUTION
3.1 Preparation
A. Refer to SSPWC (latest version) for basic execution and utility protection requirements.
B. Section 4216 of California Government Code states Contractors ìplanning to conduct any excavation shall contact the appropriate regional notification center at least two working days but not more than 14 calendar days, prior to commencing excavation.î C. In Southern California, the appropriate regional notification center is Underground Service Alert of Southern California (DigAlert) (1-800-422-4133) or 811.
D. Contractor shall be responsible for damage done to public or private property shown on Plans or marked or staked in field.
E. Construction Plans will be provided to Utilities by Owner.
F. Construction schedule shall be provided to Utilities by Contractor. Coordinate construction schedule with Utility Owner's requirements.
G. Notify Utility Owner 2 working days in advance of utility crossing construction. Coordinate construction schedule with utility service requirements.
12-14-dp 31 05 50 ñ Protecting Existing Utilities - 6 of 8 H. Expose all utilities 1,300í ahead of pipe and conduit laying operations to allow for adjustment in alignment or grade line, to verify pipe and utility location and depths, types materials, conditions and sizes for ordering proper transition and/or tie-in fittings, and so Owner's Representative may verify that no buried utilities interfere with proposed construction.
Identify true location and depth, type, material, condition and size of utilities and service connections. Where potholing or exposure is not done, repair or replacement of damaged utilities and necessary horizontal and vertical realignments shall be paid for entirely by Contractor.
I. Electrical utilities may maintain energized underground electrical power lines in immediate vicinity of Work. These power lines represent an extreme hazard from electrical shock to construction personnel or equipment coming in contact with them. State law requires parties planning excavations in public right of way to contact Utilities for locations of their underground facilities. Contractors, their employees, and other personnel working near underground power lines must be warned to take adequate protective measures. (See:
OSHA Std. 1926-651(A)). Notify electrical Utility to arrange, if possible, to have these lines de-energized when Work reaches their immediate vicinity. Cost of such temporary arrangements shall be borne by Contractor.
J. Electrical utility companies may maintain energized aerial electrical power lines in immediate vicinity of Work. Do not consider these lines to be insulated. Construction personnel working near these lines are exposed to an extreme hazard from electrical shock. Contractors, their employees and construction personnel working on this project must be warned of the danger and instructed to take adequate protective measures, including maintaining a minimum of 10í clearance between lines and construction equipment and personnel. (See OSHA Std. 1926.550(A)15). As an additional safety precaution, call electrical utility company to arrange, if possible, to have these lines de-energized or relocated when Work reaches their immediate vicinity. Cost of such temporary arrangements shall be borne by Contractor.
K. It shall not be the responsibility of either Owner or their Representative to verify need for electrical Utility shutdowns, nor to verify shutdowns have taken place.
3.2 Protection
A. Protect existing active services and utilities in place against damage from construction.
B. Maintain existing services and utilities in service. Do not shut down active services or utilities except where previous written authorization has been obtained from Owner's Representative and Utility.
C. Use pipe and duct supports as needed to protect utilities.
D. Notify Utilities in writing at least 3 working days before authorized shutdown.
E. Unauthorized shutdowns shall only be made where necessary, as an emergency measure, to protect property or human life until proper authorization can be obtained.
3.3 Removal and Reconstruction
A. Utilities relocated or rebuilt for Contractor's convenience, shall be relocated or rebuilt at Contractor's expense. Repair, replacement or relocation of buried utilities shall be completed at Contractor's expense by either Utility's forces, or by a contractor accepted by Utility in writing and properly licensed to perform Work.
B. Utility relocation or reconstruction shall conform to applicable Standard Details and Specifications. Provide temporary service for disconnected Utility.
12-14-dp 31 05 50 ñ Protecting Existing Utilities - 7 of 8 C. Replace damaged or removed utilities in kind, except as otherwise shown or authorized by Owner's Representative. Reconstruct utilities with new material of same size, type and quality as that removed.
3.4 Backfill and Compaction
A. Backfill and compact under and around utilities so no voids are left.
B. Before replacing a utility, backfill trench and compact to elevation 1 foot above top of ends of utility. Excavate cross trench of proper width for utility.
C. Sand-cement slurry may be used as backfill to ease compaction. Sand-cement slurry shall consist of one sack (94 pounds) Portland cement per cubic yard of slurry. Add sufficient moisture for workability without exceeding 6î slump. Submit specific methods and procedures to Owner's Representative prior to construction.
3.5 Abandoned Utility Lines
A. Remove and dispose of abandoned utilities within trench per SSPWC Section 5-3.
3.6 Servicing Electrical Utilities
A. Electrical utilities may maintain energized underground electrical power lines in immediate vicinity of Work. These power lines represent an extreme hazard from electrical shock to construction personnel or equipment coming in contact with them. State law requires parties planning excavations in public right of way to contact Utilities for locations of their underground facilities. Contractors, their employees, and other personnel working near underground power lines must be warned to take adequate protective measures. (See:
OSHA Std. 1926-651(A)). Notify electrical Utility to arrange, if possible, to have these lines de-energized when Work reaches their immediate vicinity. Cost of such temporary arrangements shall be borne by contractor.
B. It shall not be the responsibility of either DISTRICT or their Representative to verify need for electrical Utility shutdowns, nor to verify shutdowns have taken place.
3.7 Field Quality Control
A. Field testing shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER
TEST STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Cement-Sand
Slurry Backfill
Slump (6î
Maximum)
ASTM C143 1 each batch Owner Contractor
END OF SECTION
12-14-dp 31 05 50 ñ Protecting Existing Utilities - 8 of 8
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33 01 30 ñ Sewage Bypassing - 1 of 6
SECTION 33 01 30
SEWAGE BYPASSING
PART 1 - GENERAL
1.1 Work Included
A. Temporary bypassing of wastewater flows around cleaning, video inspection, rehabilitation and construction Work.
B. Minimum flow depths in sewers during bypassing shall be:
OPERATION
MINIMUM (UPSTREAM)
DEPTH
Heavy-Duty Mechanical Cleaning 2 inches
Video Inspection ñ Post Cleaning 0 inches (dry)
Liner Installation 0 inches (dry)
Manhole Rehabilitation, Sewer Construction, Lift Station Rehabilitation 0 inches (dry) Video Inspection ñ Post Lining 0 inches (dry)
C. Equipment furnished shall be capable of bypassing sewage flows at any flow rates above.
1.2 Related Work
A. Section 01 01 00: Summary of Work
1.3 System Description
A. Provide labor, materials and supervision to temporarily bypass flow around Work.
B. Notify Ownerís Representative before bypassing sewage flow.
C. Notify customers whose service will be disrupted in writing before bypassing sewer service.
D. Entire bypassing system shall be in place and tested before bypassing any sewage.
E. Notify Ownerís Representative immediately in event of sewage spill.
1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.
B. Provide temporary pumps, conduits, and other equipment to bypass sewage flow. Furnish necessary labor and supervision to set up, maintain and operate pumping and bypass system.
C. Engine-driven pumps may be used only for bypassing 8-inch and larger mains, and shall be equipped with mufflers or enclosed to keep noise level below 60db or 10db above ambient noise levels when measured at property lines closest to noise source.
D. Sewer lateral bypass pumps shall be electric-driven and comply with same noise requirements as engine-driven pumps. Pumps and bypass lines shall be of adequate capacity and size to handle flows.
33 01 30 ñ Sewage Bypassing - 2 of 6
E. Maintain on-site sufficient equipment and materials to ensure continuous and successful operation of bypass and dewatering systems. Standby pumps shall be fueled and operational at all times. Maintain on site sufficient valves, tees, elbows, connections, tools, sewer plugs, piping, and other parts or system hardware to ensure immediate repair or modification of any part of system.
F. Design all piping, joints and accessories to withstand at least twice maximum system pressure, or 50 psi, whichever is greater.
G. Where flows are bypassed, all bypass flow shall be discharged as accepted by Ownerís Representative. Do not discharge to ground surface, receiving waters, storm drains, or locations which may result in groundwater contamination or potential health hazards.
H. Do not shut down bypassing system between shifts, on holidays or weekends, or during work stoppages without written permission from Ownerís Representative. Notify all parties whose service laterals will be out of service, and advise against water usage until main line is back in service. Do not remove bypass without informing Ownerís Representative.
1.5 References
A. California Building Code (CBC)
B. California Electrical Code (CEC)
C. California Fire Code (CFC)
D. California Plumbing Code (CPC)
1.6 Submittals
A. Furnish the following submittals.
SUBMITTAL DESCRIPTION
Required per pipeline equipment shop drawing requirements.
Show location of temporary sewer plugs diversion points and bypass discharge lines.
Show expected high water level behind plugs and diversions.
Show capacities of pumps, prime movers and standby equipment.
Show standby power source.
Show materials proposed for temporary surfacing over bypass pipes.
Show materials proposed for permanent surface replacement over bypass pipe trenches.
Shop Drawings
Show methods for security and protection of bypass system.
Show suction and discharge pipe diameters, materials and bury depths Show size and model of pumps including pump curve, horsepower, speed, voltage and phase or fuel type and fuel consumption as applicable.
Show make, model, horsepower, kW and kVA ratings, speed, voltage, phase, fuel type and fuel consumption of standby generator if used.
Description of Proposed
Equipment
Show standby equipment provided on-site in case of emergency.
Provide staffing plan for maintaining equipment for 24-hour continuous reliable operation including weekends and holidays.
Staffing Plan and Schedule
Show anticipated times of flow interruption and/or flow diversion Traffic Control Plan Required
Noise Control Plan Required. Include noise rating for all equipment.
Spill Contingency Plan Detail precautions to be implemented to prevent sewage spills, including specific responses and control measures to follow during overflow resulting from breakage or blockage and maintenance and inspection schedules to detect potential problems and mitigate potential release resulting from overflows, bypass pipe ruptures, pipe ruptures, blockages and backups.
Engineering Calculations Provide design calculations, including system head curve analysis showing adequacy of system and selected equipment.
33 01 30 ñ Sewage Bypassing - 3 of 6
SUBMITTAL DESCRIPTION
Warranty If water levels are raised more than 18 inches above sewer soffit at any point in upstream sewer, provide statement accepting full responsibility and liability for damage to upstream properties due to backflow during bypassing.
1.7 Unit Prices
A. Payment for Work in this section shall be included as part unit-price bid amount for bid item #3.
PART 2 ñ PRODUCTS (Not applicable)
PART 3 - EXECUTION
3.1 Preparation
A. Make field measurements needed to install sewage bypass equipment before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.
B. Examine areas and conditions under which work of this section will be performed. Correct conditions detrimental to timely and proper completion of Work.
C. Bypass pumps shall be self-priming, designed, for raw sewage applications, resistant to ragging and capable of passing a minimum 3-inch solid sphere. Pumping system shall be equipped with sound attenuation to limit noise to meet local noise ordinances Back-up pumps providing 100% redundancy shall be on-site and connected at all times. In multipump applications, back-up pump shall be equal in capacity under same pumping conditions as largest duty pump. Provide pumps capable of pumping over full range of flows for each set-up.
D. Temporary piping may be placed above ground only if it will be in service no more than one calendar day or is within areas protected by approved traffic control plans. Place all other temporary piping in recessed trench. At all street crossings, temporary resurfacing of recessed trenches shall be flush with existing grade. When temporary pipeline crosses a wheelchair ramp or sidewalk, install pipeline within recessed trench or provide asphalt mound ramped at a slope not greater than 1:12.
E. Fully test bypass system (all equipment) prior to commencing bypass operation including:
1. Pressure testing piping at test pressure specified above with potable water prior to introducing sewage to line.
2. Inspecting piping for leaks and repair or replace leaking sections and joints.
3. Testing pumping system, including back-up pumps.
F. All material and equipment identified in spill contingency plan, including control measures in event of spill shall be on-site prior to commencing bypass operation.
33 01 30 ñ Sewage Bypassing - 4 of 6
3.2 Bypass Pumping Procedures
A. The following installation standards shall be followed:
1. Applicable OSHA and Cal OSHA regulations
2. Applicable Regional Water Quality Control Standards.
3. Other applicable building, fire, and plumbing code requirements.
B. Refer variances between above documents and Contract Documents to Ownerís Representative.
C. Bypass sewage as follows:
1. Where appropriate, keep rehabilitated Work free from water during rehabilitation.
Disposal of water shall not damage property nor create a public nuisance. Maintain pumping equipment and machinery in good working condition on hand for emergencies. Have workmen available for operation of said equipment.
2. During bypass pumping, sewage shall not be leaked, dumped or spilled onto any area outside sewer system. When bypass pumping operations are complete, drain all piping into sanitary sewer prior to disassembly. In the event sewage accidentally drains into storm drainage system or street, immediately stop overflow, notify Owner and Ownerís Representative, and take necessary action to clean up and disinfect spillage to Ownerís satisfaction. If sewage is spilled onto public or private property, wash down, clean up, and disinfect spillage to satisfaction of Owner, property owner, Ownerís Representative, and applicable Regional Water Quality Control Boards.
3. Bypass system shall only be operated when weather forecasts indicate no rain is predicted for at least 5 days. Immediately remove all pipes and equipment within manholes when rain is predicted within 24 hours.
4. Take all necessary precautions, including constant monitoring of bypass pumping to prevent sewage spills due to back-up and/or overflow resulting from breakage or blockage of bypass system. Provide experienced personnel knowledgeable in bypass equipment operation to monitor each bypass when installed and operating.
At no time shall bypass system be left unattended during operation by designated personnel. Contractor shall be liable for all cleanup, damages, and resultant fines in event of a spill.
5. Protect pumps and piping from damage, vandalism, and/or theft to maximum extent possible and as shown on Plans.
6. After Work is completed, remove temporary bypass system. Return surrounding area, including all hardscape and landscape to pre-construction condition.
7. Contractor shall be responsible for all labor, materials, equipment, and incidentals associated with temporary controls and diversions required to maintain uninterrupted flow in all existing sewer lines associated with this project.
D. Contractor shall repair without cost to Owner any damage resulting from Contractorís negligence, inadequate or improper installation, maintenance and operation of bypassing and a dewatering system including mechanical or electrical failures.
33 01 30 ñ Sewage Bypassing - 5 of 6
3.3 Field Quality Control
A. Field testing shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER
TEST STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Bypass
System
No Spills Comply with NPDES Permit
Requirements
1 inspection Contractor Contractor
END OF SECTION
33 01 30 ñ Sewage Bypassing - 6 of 6
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5-15-dp 33 01 38 ñ Manhole Rehabilitation - 1 of 10
SECTION 33 01 38
MANHOLE REHABILITATION
PART 1 - GENERAL
1.1 Work Included
A. Materials, testing, and installation of concrete restoration and coating systems.
1.2 Related Work
A. Section 03 30 00: Cast-in-Place Concrete
B. Section 33 01 30: Sewage Bypassing
C. Section 33 39 13: Precast Concrete Manholes
1.3 System Description
A. Furnish and install complete operating concrete restoration and coating system in compliance with Manufacturerís installation requirements and applicable building codes and standards.
1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.
B. Engage experienced applicator to perform Work of this Section who has specialized in installing materials required for this Project; who is approved, authorized, or licensed by coating system Manufacturer to install Manufacturer's product; and who is eligible to receive standard Manufacturer's warranty.
1.5 References
A. ASTM D4541 Pull-Off Strength of Coatings Using Portable Adhesion Testers B. Standard Specifications for Public Works Construction (Greenbook) Section 211-2 ìChemical Resistance (Pickle Jar ) Testî
C. Standard Specifications for Public Works Construction (Greenbook) Section 500-2 ìManhole and Structure Rehabilitationî
1.6 Submittals
A. Furnish the following submittals with bid or within 72 hours following bid opening. Failure to submit required information on time will cause bid to be considered non-responsive and rejected.
SUBMITTAL DESCRIPTION
Submit company history stating years in service
Submit letter from Manufacturer certifying installers are factory-trained and have completed 3 successful projects in previous 3 years.
Submit evidence of factory authorization or licensing by Manufacturer of lining system to install product
Subcontractor Qualifications
Submit documentation of employeesí cognizance and ability to comply with all Federal and State OSHA regulations regarding confined space entry.
B. Furnish the following submittals.
5-15-dp 33 01 38 ñ Manhole Rehabilitation - 2 of 10
SUBMITTAL DESCRIPTION
Flow Control Plan For each manhole to be rehabilitated, submit plan for bypassing sewage around structure during Work.
Debris Containment Plan Submit plan for removing and disposing of all debris from cleaning operations Catalog Data Required per catalog data requirements.
Submit Manufacturerís product data including physical properties.
Application Instructions Required per installation or application Instruction requirements.
Submit coating system and application certification per certificate of compliance requirements.
Submit certification or letter from Manufacturer stating all repair, patching, priming, and relining materials are compatible.
Certificate of Compliance
Submit documentation of materials passing chemical resistance (pickle jar) test described in SSPWC Standard Specifications for Public Works Construction Section 211-2.
Material Samples Required.
Warranty Furnish 3-year warranty from date of final acceptance Warranty shall state: ìThe complete manhole pipeline rehabilitation was performed properly. We (the Contractor and Manufacturer) warrant all material and workmanship for 3 years starting from day of Ownerís final acceptance. Contractor and Manufacturer promise to provide prompt field response to Ownerís request regarding any defect in manhole rehabilitation.ì
C. Refer to SSPWC (latest version) for definition of requirements for catalog data, application instructions, certificates of compliance, and material samples.
1.7 Delivery, Storage and Handling
A. Refer to SSPWC (latest version) for delivery, storage, and handling requirements.
B. Manufacturerís instruction and warranty requirements for delivery, storage and handling of concrete restoration and coating systems shall be strictly followed.
1.8 Unit Prices
A. Payment for Work in this section shall be included as part unit-price bid amount for appurtenant bid items #14.
PART 2 - PRODUCTS
2.1 Acceptable Manufacturers
A. Acceptable manufacturers for lining and patching products include:
ITEM MANUFACTURER MANUFACTURER LOCATION
Cretex Fast-Grout 52 Waukesha, WI
Emaco Div Chemrex S Series Shakopee MN
Sauereisen Sewer Seal F170 Pittsburgh, PA
Structural Patching
Material
Accepted equal
Mortar Lining and ThorRoc Div Chemrex SP15 Spray Mortar Shakopee MN Rendering Material
Accepted equal
Raven 405 Tulsa, OK
Sancon 300 Huntington Beach, CA
Sauereisen SewerGard 210 Pittsburgh, PA
Sherwin Williams DuraPlate 6100 Cleveland, OH
Warren Environmental, Inc. 301 Series Carver, MA
Rigid Lining Systems ñ
Epoxy-Based
Accepted equal
5-15-dp 33 01 38 ñ Manhole Rehabilitation - 3 of 10
ITEM MANUFACTURER MANUFACTURER LOCATION
Sancon 100 Huntington Beach, CA
Sherflex S Cleveland, OH
Zebron Corporation Newport Beach, CA
Rigid Lining Systems ñ
Urethane-Based
Accepted equal
Primer for Flexible ThorRoc Div Chemrex PSW IC 2000 Wet Prime Shakopee, MN Polyurethane-Based
System Accepted equal
ThorRoc Div Chemrex IC2480 125 mil Shakopee, MN
Utilithane 1600 Polyurethane Coating 125 mil Tustin, CA Flexible Coating Systems
ñ Polyurethane-Based
Accepted equal
B. Acceptable manufacturers for manhole ring and joint rehabilitation products include:
ITEM MANUFACTURER MANUFACTURER LOCATION
Chimney Seal - External Cretex Specialty Products Waukesha, WI Accepted equal
Chimney Seal - Internal Cretex Specialty Products Waukesha, WI Accepted equal
Cretex Specialty Products Waukesha, WI
Parson Environmental Reading, PA
Pollard Water New Hyde Park, NY
Manhole Infiltration
Dishes
Sealing Systems, Inc. Loretto, MN
Manhole Lid Plugs and Cretex Specialty Products Waukesha, WI Sealing Gaskets
Accepted equal
Polypropylene Manhole Cretex Specialty Products Pro-Ring Waukesha, WI Adjustment Ring
Accepted equal
Wrap Collars Cretex Specialty Products Waukesha, WI
Accepted equal
C. Acceptable manufacturers shall manufacture all components of complete repair and coating system used.
2.2 Materials
A. Refer to SSPWC (latest version) for basic requirements for products and materials.
B. Concrete restoration and coating systems shall be constructed of the following materials:
ITEM MATERIAL SPECIFICATION
Structural Patching Material Low-Viscosity Urethane
Injection Resin
Portland Cement Concrete Class A2 ìPremium NonStructuralî Concrete Greenbook 600-C-2500
See Section 03 30 00
C. The following product design criteria, options and accessories are required for polyurethane lining systems :
ITEM DESCRIPTION
5-15-dp 33 01 38 ñ Manhole Rehabilitation - 4 of 10
ITEM DESCRIPTION
Description Moisture-tolerant epoxy material capable of spray application to at least 5 mils thickness in one coat.
Thickness 5 mils in one spray coat.
Tensile Strength 6000 psi
Elongation at Break 5%
Wear Resistance 100 mg weight loss
Hardness 75 Shore D
Peel Strength 7 pli
Epoxy Primer for PolyurethaneBased System
Weight Change ±1.5%
Description 100% solid polyurethane material capable of spray application.
Thickness 125 mils in one spray coat.
Tensile Strength 2000 psi
Elongation at Break 40%
Wear Resistance 60 mg weight loss
Hardness 55 Shore D
Tear Resistance 150 ppi
Peel Strength 7 pli
Rigid Lining Systems ñ
Polyurethane-Based
Weight Change ±1.5%
D. The following product design criteria, options and accessories are required for epoxy lining systems :
ITEM DESCRIPTION
Description Solvent-free high-build epoxy resin capable of spray application to at least 125 mils thickness in one coat.
Thickness 125 mils in one spray coat.
Tensile Strength 3000 psi
Elongation at Break 0.9%
Wear Resistance 115 mg weight loss
Hardness 80 Shore D
Rigid Lining Systems ñ EpoxyBased
Weight Change ±1.5%
PART 3 - EXECUTION
3.1 Preparation
A. Examine areas and conditions under which work of this section will be performed. Correct conditions detrimental to timely and proper completion of Work.
B. Before using product, investigate its compatibility with surfaces, fillers and joints sealants.
C. Use only compatible materials.
D. Implement sewage bypassing as necessary in accordance with Section 33 01 30. Flow control shall be Contractorís responsibility.
E. Furnish and install any necessary temporary debris containment devices while maintaining sewage flow.
F. Concrete preparation and installation of coating shall be performed under supervision of factoryauthorized Manufacturerís representative.
G. Clean surface to be lined as follows:
1. Inspect host structure for damage and leaks.
5-15-dp 33 01 38 ñ Manhole Rehabilitation - 5 of 10
2. Remove any protrusions on host structure surface that might interfere with installing lining system.
a. Remove damaged manhole steps or manhole steps scheduled for removal prior to rehabilitating manhole, using such methods that will minimize damage to structure surface.
b. Grind anchor bolts, pull rings and lifting eyebolts that are damaged or scheduled for removal down to ½î below surface and patch flush.
c. Promptly repair any damage to manhole structure caused by removal of protrusions, using methods acceptable to Owner and Manufacturer.
3. Clean cracked or soft areas with wire brush.
4. If reinforcing steel is exposed, remove rust particles on steel through thorough cleaning. Allow Ownerís Representative to inspect rebar and accept it as clean. Then immediately coat bare steel with protective coating recommended by Manufacturer of manhole lining system.
5. Report any leaks or damage to Ownerís Representative.
6. Clean all surfaces to be rehabilitated using one of the following methods:
a. Water blast manhole interior to remove deteriorated concrete, oil, grease, or existing coating. Water blast equipment shall use of a minimum pressure of 5,000 psi and shall not use detergent or other chemical cleaning solvents. b. Abrasive blast.
c. Another method recommended by Manufacturer and documented in installation instructions.
d. Another method submitted to and accepted by Ownerís Representative. e. For manholes or structures less than one year old Ownerís Representative may or partially waive cleaning requirements if manhole or structure is in good condition.
7. Protect host structure from damage by cleaning equipment, pressure and air pressure.
8. Remove and dispose of all debris collected from cleaning operations. Do not allow debris to enter sewer system.
H. Interior surface preparation of manholes shall proceed as follows:
1. After cleaning and before concrete repair, eliminate all active structure infiltration prior to liner application. Infiltration control will be treated as extra work. Method of stopping these leaks shall be by chemical grout injection as accepted by Ownerís Representative and in accordance with NASSCO Specifications, and/or application of hydraulic cement conforming to Section 201-1.2 of Greenbook. For manholes less than one year old, skip this procedure.
5-15-dp 33 01 38 ñ Manhole Rehabilitation - 6 of 10
2. Air-placed concrete gunite application shall conform to Section 303-2 of Greenbook. Before guniting, insert containment devices accepted by Ownerís Representative into manholes as needed to prevent rebound (nonadhering gunite) from entering sewer. Apply gunite to a thickness (minimum 1î thickness) which will restore original manhole surface. Apply gunite in minimum ½î continuous lifts. After guniting, remove containment devices and reinstall manhole cover to provide moist curing environment. Allow gunite to cure 24 hours prior to lining application. For manholes less than one year old, skip this procedure.
3. Prior to installation, repair all irregularities, voids, and deteriorated surfaces to uniform surface using rapid setting repair mortar compatible with lining system.
4. Return manhole channel and shelf areas to original dimensions using concrete repair mortar.
Hand trowel shelves to provide smooth and uniform surface. Allow concrete to cure for 7 days prior to coating.
5. Manufacturerís factory-authorized representative shall field-inspect manhole prior to primer coating and provide written statement that manholes have been prepared properly and is ready for primer coat.
6. 3.2 Installation
A. Refer to SSPWC (latest version) for basic execution and installation requirements.
B. Furnish and install materials at locations shown on Plans and Submittals.
C. The following installation standards shall be followed:
1. Manufacturerís installation and warranty requirements
2. Applicable OSHA and Cal OSHA regulations
3. Applicable building code requirements
D. Refer variances between above documents and Contract Documents to Ownerís Representative.
E. Polyurethane and epoxy liner application shall proceed as follows:
1. Apply lining through plural-component equipment specifically designed and approved by lining material Manufacturer. Equipment shall be in good working order to ensure correct proportioning and mixing of components.
2. Prior to application of polyurethane lining, all surfaces shall receive a 5-mil thickness (in one continuous coat) epoxy primer.
3. Following primer application, lining application shall be performed only by workmen trained and experienced with specified material.
4. Lining termination points shall be keyed by mechanically scoring a minimum ºî x ºî keyway.
5. Apply lining to thickness of 125 mils (⅛”) in one continuous coat, without seams, free from any holes or defects immediately prior to epoxy primer becoming tack-free.
5-15-dp 33 01 38 ñ Manhole Rehabilitation - 7 of 10
6. Terminate manhole lining at flow line. Do not coat manhole channels.
7. During lining application, take wet gauge thickness readings as required to ensure correct lining thickness.
8. Application of lining shall not take place when exposed to rain or high winds. Contractor shall protect Work from above mentioned conditions.
F. Epoxy liner application shall proceed as follows:
1. Apply lining through plural-component equipment specifically designed and approved by lining material Manufacturer. Equipment shall be in good working order to ensure correct proportioning and mixing of components.
2. Lining termination points shall be keyed by mechanically scoring a minimum ºî x ºî keyway.
3. Apply lining to thickness of 125 mils (⅛”) in one continuous coat, without seams, free from any holes or defects immediately prior to epoxy primer becoming tack-free.
4. Terminate manhole lining at flow line. Do not coat manhole channels.
5. During lining application, take wet gauge thickness readings as required to ensure correct lining thickness.
6. Application of lining shall not take place when exposed to rain or high winds. Contractor shall protect Work from above mentioned conditions.
3.3 Field Quality Control
A. Field testing shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER TEST
STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Manufacturerís
Inspection of
Interior Surface
Preparation
Visual inspection of manhole surface by
Manufacturerís factory-authorized
representative before receiving finish coat.
1 inspection Contractor Contractor
Ownerís
Representativeís
Inspection of
Interior Surface
Preparation
Visual inspection of manhole surface
before receiving finish coat. Provide safe
access for inspection and notify Ownerís
Representative 2 days in advance of
inspection.
1 inspection Owner Owner
Installation &
Leakage
Visual inspection of finished installation.
Installed material shall be uniform in color,
fully cured, free of holidays, surface
imperfections, blisters, and sags and
securely adhered to subsurface.
1 inspection Owner Owner
Manhole
Repairs
Holiday Test
(Spark Test)
Spark test witnessed by Ownerís
Representative upon completion of lining
installation and visual inspection.
Use Tinker & Rasor Model AP-W high
voltage holiday detector or equivalent
specified by coating Manufacturer.
Set at 15,000V or 100V per mil of lining
thickness, whichever is greater.
Mark identified holidays without
contaminating lining surface.
1 inspection Contractor Contractor
5-15-dp 33 01 38 ñ Manhole Rehabilitation - 8 of 10
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER TEST
STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Repair all imperfections found with
materials-in-kind and repeat test until no
holidays are found
Coating Thickness Mil gauge test to verify minimum thickness is achieved.
1 test Contractor Contractor
Adhesion Testing ASTM D4541 after system has cured. See test description below.
1 test Contractor Contractor
Field Performance Demonstrate compliance to Contract
Documents and Manufacturerís printed
literature
1 test Contractor Contractor
11-month
Warranty
Inspection
Demonstrate compliance to Contract
Documents and Manufacturerís printed
literature
1 test Owner Contractor
B. Adhesion testing shall proceed as follows:
1. Affix one æî dolly to lined surface at upper cone section, midsection and bottom. Adhesive used to attach dollies to liner shall be rapid setting with tensile strength in excess of liner material and permitted to cure in accordance with Manufacturerís specifications.
2. Prior to pull test, tester shall use scoring device to cut through coating until substrate is reached.
Failure due to improper dolly adhesive or scoring will require retesting at no additional cost to Owner.
3. Pull tests in each area shall exceed 200 psi and include substrate adhered to back of dolly or leave no visual signs of coating material in test hole.
4. Pull tests with results between 150 psi and 200 psi may be acceptable if more than 50% of substrate adhered to back of dolly.
5. If any tests fail, test at least 3 additional locations in failure section, as directed by Ownerís Representative. If any retests fail, remove entire liner and replace at Contractorís expense. If host structure fails adhesion test, test 10% of initial number of host structures but no less than one host structure as directed by Ownerís Representative.
C. Repairs shall proceed as follows:
1. Finished lining shall be fully cured and free from holidays, bubbles, surface imperfections, blisters, sags or pinholes and uniform in color. Lining shall be adequately adhered to host surface.
2. Remove, rework and patch all areas in question to at least 1î beyond limits of damaged area.
3. All repairs shall be at least ⅛” thick.
4. Prime holidays, and recoat to an additional thickness of 30 mils.
5-15-dp 33 01 38 ñ Manhole Rehabilitation - 9 of 10
5. Completely remove blisters, uncured lining and surface imperfections. Recoat with appropriate lining material to minimum thickness of 100 mils.
6. Complete additional spark testing after all repairs have been completed, reinspected, and approved.
END OF SECTION
5-15-dp 33 01 38 ñ Manhole Rehabilitation - 10 of 10
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6-15-dp 33 05 26 Utility Identification- 1 of 4
SECTION 33 05 26
UTILITY IDENTIFICATION
PART 1 - GENERAL
1.1 Work Included
A. Materials, testing, and installation of buried utility identification systems including markers, warning tape, and trace wires.
1.2 System Description
A. Furnish and install complete utility identification products required for compliance with Manufacturerís installation requirements and compliance with applicable building, fire, electrical, plumbing, and mechanical codes and standards.
1.3 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.
1.4 References
A. California Fire Code (CFC)
B. California Mechanical Code (CMC)
C. California Plumbing Code (CPC)
D. NFPA 70 National Electric Code (NEC)
1.5 Submittals
A. Furnish the following submittals.
SUBMITTAL DESCRIPTION
Catalog Data Required per catalog data requirements.
Installation Instructions Required per installation or application instruction requirements.
Material Samples Required
Warranty Furnish one-year warranty from date of final acceptance B. Refer to SSPWC (latest version) for definition of requirements for catalog data, installation instructions, and material samples.
1.6 Delivery, Storage and Handling
A. Refer to SSPWC (latest version) for delivery, storage, and handling requirements.
B. Manufacturerís instruction and warranty requirements for delivery, storage and handling of utility identification products shall be strictly followed.
1.7 Unit Prices
Payment for locating, identifying, and protecting existing utilities shall be included as part unit-price bid amount for appurtenant bid items #5 , #8 through #13 and #16 through #23.
6-15-dp 33 05 26 Utility Identification- 2 of 4
PART 2 - PRODUCTS
2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:
ITEM MANUFACTURER MANUFACTURER LOCATION
Calpico, Inc. ìType IIî South San Francisco, CA
T Christy Enterprises (714) 507-3300 Anaheim, CA
Terra Tape Division Reef Industries Houston, TX
Detectable Warning
Tape for Installation
within 12î of Surface
Accepted equal
Calpico, Inc. ìType Iî South San Francisco, CA
T Christy Enterprises (714) 507-3300 Anaheim, CA
Terra Tape Division Reef Industries Houston, TX
Nondetectable
Warning Tape
Accepted equal
2.2 Materials
A. Refer to SSPWC (latest version) for basic requirements for products and materials.
B. Utility identification products shall identify:
FLUID
Wastewater
C. Utility identification products shall be constructed of the following materials:
ITEM MATERIAL SPECIFICATION
Identification Tape Polyethylene
Warning Tape Polyethylene
D. The following product design criteria, options and accessories are required:
ITEM DESCRIPTION
Type Nondetectable
Width 6î
Thickness 4 mils minimum
Imprint See Pipe or Utility Specifications
Identification Tape
Location Attach to pipe
Type Nondetectable
Width 12î
Thickness 4 mils minimum
Imprint See Pipe or Utility Specifications
Warning Tape
Location 18î above pipe
PART 3 - EXECUTION
3.1 Preparation
A. Examine areas and conditions under which work of this section will be performed. Correct conditions detrimental to timely and proper completion of Work.
3.2 Installation
A. Refer to SSPWC (latest version) for basic execution and installation requirements.
B. Furnish and install utility identification products at locations shown on Plans and Submittals.
6-15-dp 33 05 26 Utility Identification- 3 of 4
C. The following installation standards shall be followed:
1. Manufacturerís installation and warranty requirements
2. Applicable OSHA and Cal OSHA regulations
3. Other applicable fire, plumbing, mechanical and electrical code requirements D. Refer variances between above documents and Contract Documents to Ownerís Representative.
E. Install utility identification products to tolerances recommended by Manufacturer.
3.3 Field Quality Control
A. Field testing shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER
TEST STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Utility
Identification
Products
Installation Visual inspection of finished
installation
1 inspection Owner Owner
END OF SECTION
6-15-dp 33 05 26 Utility Identification- 4 of 4
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2-15-dp 15045 ñ Leakage and Infiltration Testing of Gravity Sewer Lines - 1 of 4 SECTION 33 08 31
LEAKAGE AND INFILTRATION TESTING OF GRAVITY SEWER LINES PART 1 - GENERAL
1.1 Work Included
A. Materials and labor for field leakage and infiltration testing of all gravity sanitary sewers intended for conveyance of wastewater under gravity flow. Furnish all labor, materials, tools, and equipment necessary to provide and complete field pressure testing and infiltration testing as specified.
B. Plan construction activities to allow and facilitate testing of all sections of gravity sanitary sewers.
C. Leakage tests shall be made on completed pipelines as follows:
PIPE TEST REQUIREMENT
Gravity Sanitary Sewers 24î diameter or less where
difference in elevation between inverts of adjacent
manholes <10 feet
Water infiltration test or water exfiltration test as directed by Ownerís Representative
Gravity Sanitary Sewers 24î diameter or less where
difference in elevation between inverts of adjacent
manholes >10 feet
Air test or water infiltration test as directed by Ownerís Representative
Gravity Sanitary Sewers in service with no bypass
available
CCTV inspection. See Section 33 01 31
1.2 Related Work
A. Section 33 30 31: Polyvinyl Chloride Gravity Sewer Pipe
1.3 System Description
A. Complete leakage testing and infiltration testing of gravity sewers in compliance with these specifications.
1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.
1.5 References
A. ASTM F1417 Installation Acceptance of Plastic Gravity Sewer Lines Using Low-Pressure Air
B. Standard Specifications for Public Works Construction (Greenbook)
1.6 Submittals
A. Furnish the following submittals.
SUBMITTAL DESCRIPTION
Testing Plan On Ownerís request, submit detailed plan showing how Contractor intends to pressure test sewer.
2-15-dp 15045 ñ Leakage and Infiltration Testing of Gravity Sewer Lines - 2 of 4
1.7 Unit Prices
A. Payment for Work in this section shall be included as part unit-price bid amount for appurtenant bid items #8 through #11.
PART 2 - PRODUCTS
2.1 Materials
A. Refer to SSPWC (latest version) for basic requirements for products and materials.
B. Furnish all labor, materials, and equipment necessary to complete pressure testing of gravity sewers. Deliver equipment to project site in good working order and ready for use.
PART 3 - EXECUTION
3.1 Preparation
A. Test each section of sewer between two successive manholes or structures for leakage or, at option of Owner's Representative, test for infiltration, or both. Test for leakage on all sections of sewer. Infiltration test shall also be made where groundwater is encountered.
B. Even though a section may have previously passed leakage or infiltration tests, should compacting equipment weighing over 1000 pounds be used on backfill subsequent to tests or should any operations of Contractor or others may have damaged or affected required water-tight integrity of pipe, structure, and appurtenances. test each sewer section subsequent to last backfill compacting operation in connection therewith, wherein,
3.2 Field Quality Control
A. Field testing shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER
TEST STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Leakage ASTM F1417 or as shown
below
Pipe 1 test per pipe Contractor Contractor
Infiltration ASTM F1417 or as shown
below
1 test per pipe as
requested by
Owner
Contractor Contractor
Manholes Leakage or
Infiltration
Shall not exceed 0.1
gallons per hour per vertical
foot for manholes
1 test per manhole Contractor Contractor
B. Perform leakage and infiltration tests after placement and compaction of backfill, installation of utilities, and prior to mandrel test and placing of permanent paving. Correct all deficiencies found during leakage and infiltration test at no additional cost to Owner.
C. Complete tests in presence of Owner's Representative. Ownerís Representative will record results.
F. Conduct infiltration testing as follows for sewer segments located in natural groundwater table:
2-15-dp 15045 ñ Leakage and Infiltration Testing of Gravity Sewer Lines - 3 of 4
1. If groundwater is encountered in construction of section of sewer between structures, close end of sewer at upper structure sufficiently to prevent entrance of water.
2. Discontinue pumping of groundwater for at least 3 days, and then test section for infiltration.
3. Where any infiltration exceeding amounts allowed below is discovered before completion and acceptance of sewer, immediately uncover sewer and perform all Work necessary to reduce infiltration to within specified amount at no expense to Owner. Contractor shall stop any individual leaks that may be observed, even if those leaks are in a quantity less than specified limits for acceptance.
4. Where sewer is not located in natural groundwater table, exfiltration tests or lowpressure air tests shall be used to indicate sewer tightness.
G. Conduct exfiltration (leakage) testing as follows for sewer segments located above natural groundwater table:
1. Plug sewer at lower end of section to be tested with stopper.
2. Plug highest end of sewer to be tested with stopper. Stopper plug shall have suitable air vent to allow trapped air removal.
3. Fill pipe and manhole with water to elevation 4 feet above sewer invert at upper manhole. If groundwater is present, fill pipe and manhole to a point 4 feet above average adjacent groundwater level.
4. Check system for leaks in hoses, plugs, calibrated containers, etc. while filling through positive shutoff valve.
5. After filling sewer, allow one hour for absorption of water.
6. Refill sewer to test elevation.
7. Close input valve and begin test.
8. Record elapsed time to empty container of water and calibrate loss rate in gallons per hour.
9. Where any exfiltration or infiltration exceeding amounts allowed below is discovered before completion and acceptance of sewer, immediately uncover sewer and perform all Work necessary to reduce exfiltration to within specified amount at no expense to Owner. Repair pipe joints or, if necessary, remove and reinstall pipe at Contractorís expense. Sewer will not be accepted until exfiltration and/or infiltration rate, as determined by test, is less than allowable leakage.
F. Allowable exfiltration or infiltration shall not exceed 50 gallons per inch of internal diameter per mile per day, which equates to the following:
PIPE DIAMETER (Inches)
ALLOWABLE EXFILTRATION OR INFILTRATION
(Gal/hr/100-ft)
6î 0.24 gal/hr/100í
8î 0.32 gal/hr/100í
10î 0.39 gal/hr/100í
2-15-dp 15045 ñ Leakage and Infiltration Testing of Gravity Sewer Lines - 4 of 4 H. Air testing shall only be done where Ownerís Representative determines exfiltration or infiltration testing is impractical. Where directed by Ownerís Representative, air testing shall proceed as follows:
1. Conduct air leakage test on all gravity sewers not tested by infiltration or exfiltration testing. Test each section of sewer between two successive manholes or structures.
2. Clean and wet line to be tested.
3. Plug all pipe outlets with suitable test plugs and securely brace each plug.
4. Compressor used to add air to pipe shall have blowoff valve set at 5 psig to ensure internal pipe pressure cannot exceed 5 psig.
5. Constantly monitor pressure in pipeline using gage and hose arrangement separate from hose used to fill sewer with air.
6. Add air slowly to portion of pipe installation under test until internal air pressure reaches 3.0 psig.
7. After 3.0-psig internal pressure is reached, maintain air pressure between 2.5 psig and 3.5 psig for at least 2 minutes to allow air temperature to reach equilibrium with pipe wall temperature. Add only enough air to maintain pressure.
8. Check exposed pipe and plugs for leakage by coating with soap solution. If any failures are observed, bleed off air and make necessary repairs.
9. After 2-minute period, disconnect air supply.
10. When pressure decreases to 2.5 psig, start timing with stopwatch or sweep-secondhand watch.
11. Determine time lapse required for air pressure to drop to 1.5 psig gage pressure.
12. If pressure drop from 2.5 psig to 1.5 psig occurs in less time than values tabulated below, pipe shall be overhauled and, if necessary, replaced and reinstalled until joints and pipe pass air test.
END OF SECTION
5-15-dp 33 30 31 ñ Polyvinyl Chloride Gravity Sewer Pipe - 1 of 10 SECTION 33 30 31
POLYVINYL CHLORIDE GRAVITY SEWER PIPE
PART 1 - GENERAL
1.1 Work Included
A. Materials, testing, and installation of polyvinyl chloride (PVC) gravity sewer pipe and fittings.
B. Do not use PVC gravity sewer pipe under any of the following circumstances:
1. For force mains or pipelines where working pressure exceeds 10 psi.
2. For applications with ketones, chlorinated hydrocarbons or aromatic solvents.
3. For pipelines buried in soils containing organic solvents or petroleum products
4. For exterior piping exposed to sunlight unless expressly designed for such exposure and advertised as such in Manufacturerís product literature.
5. For pipe smaller than 4î diameter.
6. For exterior piping exposed to sunlight.
7. For pipeline exposed to changes in temperature where ⅜” per 100-ft per 10°F thermal expansion of PVC pipe cannot be accommodated.
1.2 Related Work
A. Section 03 30 00: Cast-in-Place Concrete
B. Section 31 05 50: Protecting Existing Utilities
C. Section 33 05 26: Utility Identification
D. Section 33 08 31: Leakage and Infiltration Testing of Gravity Sewer Pipelines E. Section 33 39 13: Precast Concrete Manholes
1.3 System Description
A. Furnish and install complete sewer pipe to limits shown on Plans including appurtenant connections in conformance with Manufacturerís installation requirements and compliance with applicable construction safety codes and standards.
1.4 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.
B. Pipe and fittings shall be produced by same Manufacturer.
C. Manufacturer of pipe and fittings shall employ manufacturing methods and material formulations in use for at least 5 years.
D. Owner or Ownerís Representative shall be entitled to inspect pipes and witness manufacturing process.
1.5 References
A. ASTM C1460 Shielded Transition Couplings for Use With Dissimilar DWV Pipe and Fittings Above Ground
B. ASTM D1599 Short-Time Hydraulic Failure Pressure of Plastic Pipe, Tubing and Fittings
5-15-dp 33 30 31 ñ Polyvinyl Chloride Gravity Sewer Pipe - 2 of 10 C. ASTM D1784 Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds
D. ASTM D1785 Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120 E. ASTM D2241 2241 Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe SDR Series F. ASTM D2321 Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications
G. ASTM D2412 Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading
H. ASTM D2564 Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Pipe and Fittings I. ASTM D2665 Poly(Vinyl Chloride) (PVC) Plastic Drain, Waste and Vent Pipe and Fittings J. ASTM D2680 Acrylonitrile-Butadiene-Styrene (ABS) and Poly(Vinyl Chloride) (PVC) Composite Sewer Piping
K. ASTM D2729 Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings L. ASTM D3034 Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings (4î-15î) M. ASTM D3212 Joints for Drain and Sewer Plastic Pipe Using Elastomeric Seals N. ASTM D4396 Rigid Poly(Vinyl Chloride) (PVC) and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds for Plastic Pipe and Fittings Used in Nonpressure Applications O. ASTM F477 Elastomeric Seals (Gaskets) for Joining Plastic Pipe P. ASTM F656 Primers for Buried PVC Pipe and Fittings
Q. ASTM F794 Poly(Vinyl Chloride) (PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter
R. ASTM F891 Coextruded Poly(Vinyl Chloride) (PVC) Plastic Pipe With a Cellular Core S. ASTM F949 Poly(Vinyl Chloride) (PVC) Corrugated Sewer Pipe With a Smooth Interior and Fittings
T. ASTM F1417 Installation Acceptance of Plastic Gravity Sewer Lines Using Low-Pressure Air
U. ASTM F1488 Coextruded Composite Pipe
V. ASTM F1866 Poly (Vinyl Chloride) (PVC) Plastic Schedule 40 Drainage and DWV Fabricated Fittings
W. California Green Building Standards Code (CALGreen Code) X. NSF/ANSI 14 Plastic Piping Components and Related Materials Y. SSPWC Standard Specifications for Public Works Construction (Greenbook) Z. UNI-B-5 Uni-Bell Recommended Practice for the Installation of PVC Sewer Pipe
1.6 Submittals
A. Furnish the following submittals.
SUBMITTAL DESCRIPTION
Qualifications of FusionBonding SubcontractorSubmit evidence of factory authorization or licensing by Manufacturer of lining system to install product
Catalog Data Required per catalog data requirements.
Installation Instructions Required per installation instruction requirements.
Certificate of Compliance
(Schedule 40 / 80 DWV
Pipe)
Deliver with pipe affidavit from pipe Manufacturer certifying compliance with requirements of ASTM D1785 and Contract Documents and copy of test data results.
Certificate of Compliance
Type PSM Pipe
Deliver with pipe affidavit from pipe Manufacturer certifying compliance with requirements of ASTM D3034 or ASTM F679 and Contract Documents and copy of test data results.
Warranty Furnish one-year warranty from date of final acceptance B. For fusion-bonded PVC pipe, furnish the following additional submittals.
SUBMITTAL DESCRIPTION
Qualifications of FusionBonding SubcontractorSubmit evidence of factory authorization or licensing by Manufacturer of lining system to install product
5-15-dp 33 30 31 ñ Polyvinyl Chloride Gravity Sewer Pipe - 3 of 10
SUBMITTAL DESCRIPTION
Installation Instructions Submit Manufacturerís published instructions for installation of fusion-bonded PVC pipe including recommended minimum bending radius, recommended maximum safe pull force and instructions for proper handling, storage, installation, tapping and testing of fusion-bonded PVC pipe.
Warranty Furnish one-year warranty from date of final acceptance
1.7 Delivery, Storage and Handling
A. Refer to SSPWC (latest version) for delivery, storage, and handling requirements.
B. Manufacturerís instruction and warranty requirements for delivery, storage and handling of PVC gravity sewer pipe and fittings shall be strictly followed.
1.8 Unit Prices
A. Payment for Work in this section shall be included as part unit-price bid amount for appurtenant bid items #8 through #13.
PART 2 - PRODUCTS
2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:
ITEM MANUFACTURER MANUFACTURER LOCATION
Carlon Div Lamson & Session Co Beachwood, OH
Charlotte Pipe and Foundry Company ìDWVî Charlotte, NC
Diamond Plastics Corporation Grand Island NB
J.M. Eagle Manufacturing Company Los Angeles, CA
North American Specialty Products, LLC Lodi, CA
Pacific Plastics Brea, CA
Pacific Western Extruded Plastics Company Perris, CA
Vinyltech Corp. Phoenix, AZ
PVC Sewer Pipe,
Fittings, Couplings,
and Gaskets 4î-15î
(ASTM D3034)
Accepted equal
Gladding McBean, Inc. South Gate, CA
Mission Rubber Company ìT-Coneî Corona, CA
Pacific Clay Pipe Corona, CA
Neoprene Stoppers
Accepted equal
Gladding McBean, Inc. South Gate, CA
Mission Rubber Company ìBand-Sealî Corona, CA
Transition Couplings
for Laterals 4î-8î
Accepted equal
Transition Couplings Mission Rubber Company ìMR02î Corona, CA for Sewers 4î-27î Accepted equal
Sewer Saddles Mission Rubber Company ìT-Flexî Corona, CA Accepted equal
Furane Plastics, Incorporated ìEpibond 157î Glendale, CA Shell Chemical Corporation ìEpon 828î Norco, CA
Wyndham Chemicals Incorporated ìWR633 A&Bî Parsippany, NJ Epoxy Resin for
Saddle Connections or
Repair Work
Accepted equal
Calpico, Inc. South San Francisco, CA
Terra Tape Division Reef Industries Houston, TX
Buried Pipe
Identification Tape
Accepted equal
5-15-dp 33 30 31 ñ Polyvinyl Chloride Gravity Sewer Pipe - 4 of 10
2.2 Materials
A. Refer to SSPWC (latest version) for basic requirements for products and materials.
B. The following is being conveyed:
FLUID VISCOSITY
(77°F)
SPECIFIC
GRAVITY
TEMP FREEZING
POINT
BOILING
POINT
VAPOR
PRESS
(77°F)
pH SOLIDS
CONTENT
Wastewater 0.894cP 1.01 33-90°F 32°F 212°F 0.46
psia
6.5-
8.5 <1.0%
C. Adhesives and solvent welding materials used on Work shall comply with VOC limits set forth in Section 5.504.4.1 of CALGreen Code.
D. PVC profile gravity sewer pipe for storm drain, fittings, couplings, and gaskets may be used to temperatures of 140°F and shall be constructed of the following materials:
MATERIAL/
COMPONENT
STANDARDS/
CHARACTERISTICS SPECIFICATION/REQUIREMENT
Standards Pipe sizes 8î-27î = ASTM F794, AASHTO M304
Material ASTM D1784
Cell Class 12454, 13364-A, or 13364-B
Virgin rigid PVC
Conform to NSF 14
Mark pipe at 5í maximum intervals.
Mark ASTM standard complied with
Show nominal pipe diameter.
Show SDR
Show material, and PVC cell classification
Show coded number identifying Manufacturer, plant,
machine, date and shift on which pipe was extruded.
Marking
Mark pipe with home mark on spigot to indicate proper
penetration when joint is made
Size As shown on plans.
Wall Thickness Pipe sizes 4î-15î = SDR-35, unless otherwise specified.
Pipe sizes 18î-27î = T-1, unless otherwise specified.
Standard Lengths 20í and 12½í with option to supply up to 15% of pipe delivery in random lengths
Pipe Stiffness 46 psi per ASTM D2412
Pipe
Type of Construction Profiled (ribbed) exterior wall with smooth interior surfaces Type Integral bell gasketed joint meeting ASTM D3212
Synthetic elastomer per ASTM F477
Joints
Gasket
Factory installed in belled end of pipe and fittings
Standards Bells and spigots shall be compatible with pipe Material ASTM D1784
Cell Class 12454-B, 12454-C, or 13343-C
Virgin rigid PVC
Conform to NSF 14
Show nominal pipe diameter
Show material, and PVC cell classification
Show coded number identifying Manufacturer, plant,
machine, date and shift on which pipe was extruded.
Fittings and Couplings
Markings
Show service designation or legend
5-15-dp 33 30 31 ñ Polyvinyl Chloride Gravity Sewer Pipe - 5 of 10 E. Provide identification for buried PVC gravity pipe in the following manner:
PIPE
CONTENTS
IDENTIFICATION/
WARNING/
LOCATING TYPE MATERIALS/METHOD
Pipe color Green
AND
Green stenciling marked on pipe stating ìSEWERî
⅝”-high letters
Stenciling
Repeated at 1í intervals
OR
2î-high letters reading ìCAUTION: SEWERî
Color = green with white letters
Attached to top of pipe with adhesive tape
Pipe Contents
Identification
Identification
Tape
Specification ñ See Section 33 05 26
2î-high letters reading ìCAUTION: SEWER BURIED
BELOWî
Color = green with white letters
Place in pipe trench 18î above pipe
Specification ñ See Section 33 05 26
Warning and
Locating Tape
Metallic strip that can be registered by a magnetic field locating device
Sewage
Pipe Warning and
Locating
Locating Wire In lieu of installing metallic warning tape; non-metallic warning tape and 10-gauge copper wire attached to top
of pipe may be used.
F. Socket and spigot configurations for fittings and couplings shall be compatible to those used for pipe.
G. Pipe not installed within 120 calendar days of latest certification test shall not be used without prior approval from Ownerís Representative.
PART 3 - EXECUTION
3.1 Preparation
A. Make field measurements needed to install PVC gravity sewer pipe before submitting shop drawings or ordering materials. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.
B. Grade trench bottom to line and grade to which pipe is to be laid, with allowance for pipe thickness. Dig bell holes or coupling holes of ample dimension in trench bottom at locations of each joint to facilitate joining. Remove hard spots that would prevent uniform bedding thickness. Before laying each pipe section, check grade with straight-edge and correct any irregularities found. Trench bottom shall form continuous and uniform bearing and support for pipe at every point between bell or coupling holes, except grade may be disturbed for removal of lifting tackle.
C. At each joint location dig bell (joint) holes in trench bottom and at sides to permit visual inspection of entire joint.
5-15-dp 33 30 31 ñ Polyvinyl Chloride Gravity Sewer Pipe - 6 of 10 D. Provide and maintain means and devices at all times to remove and dispose of all water entering trench during pipe-laying operations. Keep trench dry until pipe-laying and jointing are completed.
3.2 Installation
A. Refer to SSPWC (latest version) for basic execution and installation requirements.
B. The following installation standards shall be followed:
1. Manufacturerís installation and warranty requirements
2. Applicable OSHA and Cal OSHA regulations
3. Applicable building, fire and plumbing code requirements
4. ASTM D2321 Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications
5. ASTM F1668 Construction Procedures for Buried Plastic Pipe
6. UNI-B-5 Uni-Bell Recommended Practice for the Installation of PVC Sewer Pipe C. Refer variances between Manufacturerís installation instructions, published installation standards and Contract Documents to Ownerís Representative.
D. Protect water and recycled water systems by constructing sewers with separations and materials described in Section 31 05 50.
E. Install PVC gravity sewer pipe as follows:
1. Install PVC gravity sewer pipe and fittings per ASTM D2321 and Uni-Bell Recommended Practice for the Installation of PVC Sewer Pipe and as herein specified.
2. Inspect each pipe and fitting before lowering pipe or fitting into trench.
3. Use proper care to prevent damage in handling, moving, and placing pipe. Hoist pipe with forklift, crane, backhoe or other handling equipment to prevent damage or reduction of pipe service life. Use cloth belt sling or continuous fiber rope to prevent scratching pipe. Lower (do not drop) pipe from truck. Dropped pipe will be rejected.
4. Install PVC gravity sewer pipe and fittings to tolerances recommended by Manufacturer. Unless otherwise shown, install PVC gravity sewer pipe and fittings at locations and grades shown on Plans using precision gauges and levels.
5. No longitudinal bending shall be allowed in installation of PVC gravity sewer pipe.
Install all deflections at sewer manholes or by using joints and fittings specifically designed for use with PVC pipe of specified SDR.
6. Install pipe without break, upgrade from structure to structure, with bell ends of pipe upgrade. Install pipe to line and grade given so as to form close concentric joint with adjoining pipe and prevent sudden offsets of flow line.
5-15-dp 33 30 31 ñ Polyvinyl Chloride Gravity Sewer Pipe - 7 of 10
7. Clean interior of pipe and fittings of all dirt and superfluous materials of all description immediately prior to installing pipe. Wipe joints clean of all dirt and foreign matter and apply accepted lubricant to mating surfaces of pipe to be joined.
8. Insert spigot end to proper depth of socket as indicated by home mark on pipe.
Spigot end shall slide into bell end without displacement of rubber gasket.
9. Close open end of pipe with tight-fitting cap or plug to prevent entrance of foreign matter into pipe at all times when pipe installation is not in progress. These provisions shall apply during noon hour as well as overnight.
10. Do not use pipeline to drain water that has infiltrated into trench. Maintain inside of pipe free from foreign materials and in clean and sanitary condition until its acceptance by Owner.
11. After joint assembly. Bring bedding material up to pipe spring line. Place bedding material on each side of pipe. Do not drop rock or crushed gravel directly onto pipe.
Walk and tamp bedding material into final position at pipe spring line and continue to top of pipe.
12. Then place bedding material to top of pipe zone and compact to specified pipe zone compaction.
F. Install wyes and saddles as follows:
1. Unless otherwise specified, incline branch of wye fittings upward at angle ≤ 45° from horizontal. Place no wye closer than 5í in downstream side to centerline of any structure. Do not install wyes or tees back to back. There shall be ≥ 4í between each branch fitting. Place support of crushed rock or gravel under every wye branch when installed.
2. All wyes shall be ≥ 6î diameter. If existing laterals ≤ 4î are encountered, or if existing VCP other non-PVC laterals are encountered, install appropriate reducers or transition hardware to connect to new 6î PVC wye.
3. Install all saddle connections into existing sewer lines with a wye saddle. Sewer to be saddled shall be scored to approximate shape of wye or tee and cut by mechanical hole cutters, or by keyhole or sabre saw. Cleanly machine tap holes and complete work by hand to provide true and neat opening for wye or tee saddle. Replace or repair any pipe damaged during operation.
4. Mount saddles on pipe using solvent cement in conformance with requirements of ASTM D2564 or by gaskets with all stainless steel straps. If solvent-welded saddle is used, secure saddle to main with stainless steel straps or with saddle clamps. After connection has set long enough for solvent cement to cure, encase fitting with Class B portland cement concrete.
5. Keep all chips, dirt, solvent cement, mortar and concrete out of sewer being saddled.
Flush, clean, and ball reach of sewer main saddle if so directed by Owner's Representative.
6. In lieu of saddle connection, wye connection may be made in existing sewer by cutting sewer and installing wye and 2 sewer clamps with stainless steel bands.
G. Connect PVC sewer pipe to manholes using gasketed plastic manhole coupling to provide watertight connection.
5-15-dp 33 30 31 ñ Polyvinyl Chloride Gravity Sewer Pipe - 8 of 10 H. Install service laterals as follows:
1. Join laterals to wye using ⅛ bends.
2. Plug laterals with stopper in socket of last joint of lateral. Seal stopper securely in place to withstand internal pressure from leakage tests but also in such manner to allow removal without damaging socket.
3. Mark location of lateral at upper end as directed by Ownerís Representative. Unless otherwise directed, chisel letter ìSî 1½î high on top of curb. If curb improvements do not exist, furnish and install 2îx2îx36î wood stake at end of service lateral. Paint top of stake white.
4. Restore curbs, gutters, paving, driveways, lawns, shrubs, fences, retaining walls, sprinklers landscaping and other improvements damaged by Contractorís operations in accordance to preconstruction conditions.
5. For sewer replacement projects, reconnect all active or functional laterals as required by Owner.
3.3 Field Quality Control
A. Field testing shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER
TEST STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Horizontal
Alignment
1î maximum horizontal
deviation from plan
alignment
Mirror each
straight section of
pipe
Contractor Contractor
Vertical
Alignment
ºî maximum horizontal
deviation from plan grades
Mirror each
straight section of
pipe
Contractor Contractor
Pipe Separations Section 31 05 50. All new pipe Contractor Contractor Pressure Test for
Leakage and
Infiltration
Section 33 08 31 1 test per run of
pipe
Contractor Contractor
Mandrel Test for
Obstructions and
Pipe Deflections
SSPWC Section 306-1.2.12
(See Below)
1 test per run of
pipe
Contractor Contractor
Pipe
Video Inspection Video entire new alignment.
Submit copy of video to
Owner
All new pipe Contractor Contractor
Horizontal
Alignment
1î maximum horizontal
deviation from plan
alignment
Survey location of
each lateral
Laterals Contractor Contractor
Vertical
Alignment
ºî maximum horizontal
deviation from plan grades
Survey location of
each lateral
Contractor Contractor
Field
Performance
Demonstrate compliance to
Contract Documents and
Manufacturerís printed
Literature
Sewer 1 test Contractor Contractor
System
11-month
Warranty
Inspection
Demonstrate compliance to
Contract Documents and
Manufacturerís printed
literature
1 test Owner Contractor
5-15-dp 33 30 31 ñ Polyvinyl Chloride Gravity Sewer Pipe - 9 of 10 B. Perform mandrel test after placement and compaction of backfill, installation of utilities, pipe testing, and prior to placing of permanent paving. Correct all obstructions encountered during mandrel test at no additional cost to Owner
3.4 Cleaning
A. Prior to testing, thoroughly clean sewers from structure to structure with hydro-flush equipment or sewer scrubbing ball. Remove all debris and trash from each structure.
Disinfection of sewer is not required.
END OF SECTION
5-15-dp 33 30 31 ñ Polyvinyl Chloride Gravity Sewer Pipe - 10 of 10
THIS PAGE INTENTIONALLY LEFT BLANK
8-14-dp 33 39 13 ñ Pre-Cast Concrete Manholes - 1 of 8
SECTION 33 39 13
PRE-CAST CONCRETE MANHOLES
PART 1 - GENERAL
1.1 Work Included
A. This section includes materials, testing, and installation of pre-cast concrete manholes.
1.2 System Description
A. Furnish and install complete pre-cast concrete manholes including cast-in-place concrete bases, and appurtenant structural and mechanical mountings or connections required for compliance with Manufacturerís installation requirements and compliance with applicable building codes and standards.
B. Manhole dimensions shown on plans are interior dimensions.
1.3 Quality Assurance
A. Use adequate numbers of skilled workmen trained and experienced in necessary trades and crafts and completely familiar with specified requirements and methods for proper performance of Work of this section.
B. Factory testing shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER
TEST STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Manhole Watertightness Visual inspection and
leakage test
Once per manhole
section
Contractor Contractor
1.4 References
A. ASTM A48 Gray Iron Castings
B. ASTM C478 Pre-cast Reinforced Concrete Manhole Sections C. ASTM C478 (AASHTO M199) Precast Reinforced Concrete Manhole Sections D. ASTM C923 Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes and Laterals
E. California Construction Safety Orders Article 4, Section 1532, Confined Spaces F. Standard Specifications for Public Works Construction (SSPWC), Latest Version
1.5 Submittals
A. Furnish the following submittals.
SUBMITTAL DESCRIPTION
Shop Drawings Required per shop drawing requirements.
Catalog Data Required per catalog data requirements.
Installation Instructions Required per installation instruction requirements.
Certificate of Compliance Submit coating and/or lining system and application certification per certificate of compliance requirements.
Test Record Transcripts Submit for factory tests per test record transcript requirements.
Warranty Furnish one-year warranty from date of final acceptance B. Refer to SSPWC (latest version) for definition of requirements for shop drawings, catalog data, certificates of compliance, and installation instructions.
8-14-dp 33 39 13 ñ Pre-Cast Concrete Manholes - 2 of 8
1.6 Delivery, Storage and Handling
A. Refer to SSPWC (latest version) for delivery storage and handling requirements.
B. Manufacturerís instruction and warranty requirements for delivery, storage and handling of pre-cast concrete manholes shall be strictly followed.
1.7 Unit Prices
A. Payment for Work in this section shall be included as part unit-price bid amount for appurtenant bid items #17 through #23.
PART 2 - PRODUCTS
2.1 Acceptable Manufacturers
A. Acceptable Manufacturers include:
ITEM MANUFACTURER MANUFACTURER LOCATION
Ameron Rancho Cucamonga, CA
Associated Concrete Products, Inc. Santa Ana, CA
Jensen Precast Sparks, NV
Olson Precast Company Rialto, CA
Oldcastle Precast Perris, CA (951) 657-6093
Southwest Concrete Products Ontario, CA
Pre-Cast Concrete
Manhole Sections
Accepted equal
Euclid Chemical Company Cleveland, OH
W. R. Meadows Inc. (Sealmastic) Hampshire, IL
Sonneborn Div. Chemrex Inc. (Hydrocide 600) Shakopee, MN Utilithane Tustin, CA
Dampproofing Agent
Accepted equal
Alhambra Foundry Company Ltd. Alhambra, CA
Long Beach Iron Works, Inc. Long Beach, CA
Neenah Foundry Neenah, WI
Pont-‡ -Mousson Pont-‡-Mousson FR
South Bay Foundry National City, CA
U S Foundry and Manufacturing Corp Medley, FL
Manhole Covers ñ
Cast Iron
Accepted equal
M A Industries, Inc. Peachtree City, GA
Parson Environmental Reading, PA
Polypropylene
Manhole Steps
Accepted equal
Manhole Builders Riverside, CA
Raven Lining Systems, Inc. Broken Arrow, OK
Sancon Engineering, Inc. Huntington Beach, CA
Zebron Anaheim, CA
Manhole Coating
(Interior)
Accepted Equal
8-14-dp 33 39 13 ñ Pre-Cast Concrete Manholes - 3 of 8
B. Acceptable manufacturers for manhole ring and joint sealing products include:
ITEM MANUFACTURER MANUFACTURER LOCATION
Chimney Seal - Cretex Specialty Products Waukesha, WI
External Accepted equal
Chimney Seal - Cretex Specialty Products Waukesha, WI
Internal Accepted equal
Cretex Specialty Products Waukesha, WI
Parson Environmental Reading, PA
Pollard Water New Hyde Park, NY
Manhole Infiltration
Dishes
Sealing Systems, Inc. Loretto, MN
Manhole Lid Plugs and Cretex Specialty Products Waukesha, WI Sealing Gaskets Accepted equal
Polypropylene Cretex Specialty Products Pro-Ring Waukesha, WI Manhole Adjustment
Ring
Accepted equal
Wrap Collars Cretex Specialty Products Waukesha, WI
Accepted equal
2.2 Materials
A. Refer to SSPWC (latest version) for basic requirements for products and materials.
B. The following is being conveyed:
FLUID VISCOSITY
(77°F)
SPECIFIC
GRAVITY
TEMP FREEZING
POINT
BOILING
POINT
VAPOR
PRESS
(77°F)
pH SOLIDS
CONTENT
Wastewater 0.894cP 1.01 33-90°F 32°F 212°F 0.46
psia
6.5-
8.5 <1.0%
C. Pre-cast concrete manholes shall be constructed of the following materials:
ITEM MATERIAL SPECIFICATION
Pre-Cast Concrete Manhole Pre-Cast concrete ASTM C478, class A concrete Sections Steel Reinforcement ASTM A615
Manhole Frames and Covers Gray Cast Iron See SSPWC Standard Plan 210-3 Manhole Base Cast-in-Place Concrete Class A2 (premium non-structural) concrete except slump shall not exceed 2î and aggregate shall not exceed æî
Base shall extend at least 10î below bottom of lowest pipe and 6î above top of largest pipe.
Pipe Penetrations Watertight Flexible Pipe
Connector or Ring-Type
Seal
Incorporate watertight flexible pipe connector or ring-type seal per ASTM C923
Precast manholes shall use either integrally cast
embedded pipe connector, or boot-type connector
installed in circular block-out opening per ASTM C 923.
Connections to existing manholes shall use boot-type
connector per ASTM C 923 installed in cored opening.
Cast-in-place base shall incorporate ring-type seal on pipe to be embedded in concrete.
Gray Cast Iron ASTM A48 Class 30 or 35
Design for H-20 highway wheel loading
Incorporate pick-hole for lifting purposes
Castings with blisters, blowholes and shrinkage are not permitted.
Clean all castings. Grind and finish cover to fit in frame without rocking.
Manhole Frames and Covers
Coating Dip twice in asphalt or coal tar and oil mixture at temperature between 290ºF and 310ºF to form firm and
tenacious coating
8-14-dp 33 39 13 ñ Pre-Cast Concrete Manholes - 4 of 8
ITEM MATERIAL SPECIFICATION
Manhole Infiltration Inserts High-Density
Polyethylene
ASTM D1248, Type III, Class A, Category 5,
Insert Lift Strap Woven Polypropylene
Web
Gasket Neoprene Rubber Closed Cell
Polypropylene with
Grade 60 Steel
Reinforcement
ASTM D4101
Galvanized Steel
Manhole Steps
Manhole Steps (cont.)
Not required
Joint Sealant Asphalt Rubber Strip
D. The following product design criteria, options and accessories are required:
ITEM DESCRIPTION
Minimum Diameter 60î
Design Surcharge and Lateral
Earth Pressure
AASHTO H-20 Loading
Minimum 28-day Compressive
Strength fíc
4500 psi
Pre-Cast Concrete Manhole
Sections
Steel Reinforcing Yield Strength
fy
60 ksi
Reinforcing of ìNon-reinforced
Manholesî
Cast minimum #4 wire hoops into each unit at adequate places as precautionary measure for handling
Manhole Wall Section Minimum nominal shell thickness shall be ⅛ x internal diameter of riser or largest cone section.
Fabricate eccentric taper sections and standard cylinder units of proper internal diameter.
Damp-Proofing Damp-proofing Requirement Apply damp-proofing material to manhole exterior and as directed by Ownerís Representative on
manholes with base at or below water table or
where moisture or seepage is evident in trench.
Field-Applied Lining Flexible Coating Systems ñ
Polyurethane-Based
See SSPWC Section 500-2.
Manhole Frames and Covers Loading AASHTO H-20 Loading
Manhole Cover Marking Cast the word ìSEWERî
Minimum Dish Thickness ⅛”
Lift Strap Required
Vent Hole or Valve ⅛” located on side of bowl
Manhole Infiltration Inserts
Gasket Minimum ½î-wide ⅛”-thick envelope type
Drop Manholes Line with epoxy per SSPWC Section 500-2.7 PART 3 - EXECUTION
3.1 Preparation
A. Make field measurements needed to install pre-cast concrete manhole before submitting shop drawings or ordering. Many locations are fixed and cannot be moved to accommodate pipe manufacturing or laying. If necessary, special lengths shall be provided to meet manhole location requirements. If possible, make minor changes in dimensions, alignments, and locations as approved by Owner to avoid utilities or structural conflicts.
3.2 Installation
A. Refer to SSPWC (latest version) for basic execution and installation requirements.
8-14-dp 33 39 13 ñ Pre-Cast Concrete Manholes - 5 of 8
B. Refer to Section SSPWC Section 306 for open trench requirements.
C. Furnish and install precast concrete manholes at locations shown on Plans and Submittals.
D. The following installation standards shall be followed:
1. Manufacturerís installation and warranty requirements
2. Applicable OSHA and Cal OSHA regulations including confined space requirements
3. Applicable building code requirements
E. Refer variances between above documents and Contract Documents to Ownerís Representative.
F. Install pre-cast concrete manholes to tolerances recommended by Manufacturer. Unless otherwise shown, install pre-cast concrete manholes true, plumb, and level using precision gauges and levels.
G. Do not undertake any Work inside an existing manhole that is part of a sewage system in service until all tests and safety provisions of Article 4, Section 1532 ìConfined Spacesî State of California Construction Safety Orders have been made.
H. Core drill new connections through walls and base of existing manholes where stubs have not been provided.
I. Manhole base construction shall occur as follows:
1. Excavate area large enough to accommodate structure, permit grouting of opening, and accommodate backfilling and compaction.
2. Place manhole base concrete against undisturbed soil.
3. Locate and set manhole stubs and sewer main of sizes shown on Plans prior to placing base concrete. Invert elevations of connecting sewers may vary depending on pipe sizes. Set crown elevations of all pipes level with crown elevation of largest pipe unless otherwise indicated on Plans.
4. Set manhole stubs and sewer main before placing manhole base.
5. Recheck for alignment and grade before concrete hardens.
6. Extend manhole base minimum of 12î below bottom of lowest pipe.
7. Handwork invert to provide smooth and accurately-shaped channels conforming in size and shape to lower portions of inlets and outlets. Channels may be formed in base or may consist of half-sewer tile laid in base. Channel diameter shall not exceed outside pipe diameter.
8. Vary channel uniformly in size and shape from inlet to outlet. Construct channel higher than pipe as shown on Plans.
9. Construct all transitions smoothly and of proper radius to give uninterrupted transition of flow. Shape concrete base with wooden float and finish with hard-steel trowel prior to concrete setting.
8-14-dp 33 39 13 ñ Pre-Cast Concrete Manholes - 6 of 8
10. Allow bases to set at least 24 hours before manhole construction is continued. In certain critical situations setting time may be reduced upon Ownerís Representativeís approval.
11. If additional mortar is required in manhole base after initial set has taken place, prime surface to receive mortar and mix mortar with concrete adhesive in amounts and proportions recommended by Manufacturer and as directed by Ownerís Representative to secure as chip-proof a result as possible.
J. Pipe stubs, stoppers and bulkheads shall be constructed as follows:
1. Furnish and install sewer pipe and stubs at locations shown on Plans.
2. Plug stubs five feet or less in length with stoppers.
3. Plug stubs from inside an active manhole prior to beginning new construction of sewer main from existing manhole. Plug shall remain in place until new Work has been completed and tested.
4. Seal inlet to existing tie-in manholes with plug to prevent accidental use of new sewer prior to completion and acceptance. Remove plug at time of final acceptance or as directed by Ownerís Representative.
5. Install brick and mortar bulkheads at upstream end of all unused stub channels over 5 feet in length to prevent creation of septic condition from ponding of sewage and debris in unused channels, until such time as stub is connected and normal sewage flow can occur.
K. Manhole wall sections, cones and grade rings shall be constructed as follows:
1. Do not set wall sections until inverts have been formed and finished, and bases have cured for specified time.
2. Set each manhole wall section, cone, or grade ring in a minimum ½î thick bed of mortar to make a watertight joint.
3. Set wall sections and cones perfectly plumb.
4. Neatly point mortar on inside of manhole
5. Use various heights of grade rings to bring top of manhole to finish grade as shown on Plans or as directed in field by Ownerís Representative.
6. Limit maximum height of grade rings to 18î unless otherwise directed by Ownerís Representative.
L. Apply joint sealants as follows:
1. Band joints inside and out when applying mortar mix
2. When groundwater is encountered or in ìdryî conditions with Ownerís Representativeís permission, install pre-formed, cold-applied, ready-to-use plastic sealant uniformly along joint without allowing gaps in sealing compound ìropeî.
8-14-dp 33 39 13 ñ Pre-Cast Concrete Manholes - 7 of 8
M. Install select backfill around manholes consisting of clean sand and consolidate backfill to 95% relative density per SSPWC Section 306 unless otherwise shown on Plans.
N. Apply manhole frames and covers as follows:
1. In existing pavement or traveled way of existing road shoulder, place flush with existing surface.
2. Outside limits of traveled shoulder, but not in roadside ditch, place 0.10í above existing ground surface.
3. In existing roadside ditch or ìoffsiteî easement, place approximately 18î above existing ground surface or as directed by Ownerís Representative.
4. If directed by Ownerís Representative, place manhole sections below finished grade in travelways and landscape areas so as not to interfere with construction, set permanent cover below grade to seal manhole, then after finish surfacing is completed, add grade rings to raise manhole cover to finish grade.
5. Secure frames to top pre-cast manhole shaft or grade ring with cement-mortar bed and fillet.
6. Install covers following all necessary cleaning and scraping of foreign materials from frames and covers to ensure satisfactory fit.
7. After final paving or grading, construct Class A concrete ring around manhole frames that are flush with surface as shown on Plans.
3.3 Field Quality Control
A. Manholes and appurtenances shall be watertight and free from infiltration.
B. Plug all inlets and outlets with acceptable stoppers or plugs and fill manhole with water to limits shown above. Repair all leakage to satisfaction of Ownerís Representative.
C. Stop any manhole leaks that may be observed, even if leakage is less than amount specified above.
D. Field testing shall include:
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER TEST
STANDARD) FREQUENCY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
ReadyMix
Concrete
Slump ASTM C143 1 minimum
each batch
Owner Contractor
Sewer
Main and
Stubs
Alignment and
grade
Survey 1 test prior to
placing
concrete
Contractor Contractor
8-14-dp 33 39 13 ñ Pre-Cast Concrete Manholes - 8 of 8
ITEM TEST FOR
TEST STANDARD
(ASTM OR OTHER TEST
STANDARD)
FREQUEN
CY
FIRST TEST
PAID FOR
BY
RETESTS
PAID FOR
BY
Installation &
Leakage (may be
tested in conjunction
with sewer pipe tests
or individually upon
completion of
manhole
construction)
Visual inspection of finished
installation and leakage test as
follows:
1. Fill manhole with water to an
elevation 1 foot below start of
cone section (minimum depth of
4 feet and maximum of 20 feet).
2. Allow water to stand in
manhole for 1 hour to allow
manhole material to reach
maximum absorption.
3. After one hour, refill manhole
with water to original depth.
4. Record drop in water surface
after 15-60 minutes, as directed
by Ownerís Representative.
5. Maximum allowable drop in
water surface shall be ½î for
each 15-minute test period.
1 inspection Owner Owner
Field Performance Demonstrate compliance to
Contract Documents and
Manufacturerís printed literature
1 test Contractor Contractor
Manhole
Assembly
11-month Warranty
Inspection
Demonstrate compliance to
Contract Documents and
Manufacturerís printed literature
1 test Owner Contractor
END OF SECTION
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 5-15-24
“ ” “ ” “ ” ” ” “ ” 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 5-15-24
C I T Y O F H E R M O S A B E A C H , C 1 A 9 0 7 INDEX MAP A - AREAS 1 & 2 INDEX MAP B - AREAS 3, 4, & 6 N INDEX MAP C - AREAS 5 & 6 5-15-24
LEGEND 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N 17TH ST. - LEGEND PACIFIC COAST HWY. SEWER LATERALS MAH-793 TO MAH-792 CONSTRUCTION NOTES ” 5-15-24
SEWER LATERALS MAH-1070 TO MAH-1067 LEGEND C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 14TH ST. - N SEWER LATERALS MAH-1069 TO CO-500 PALM DR. - C I T Y O F H E R M O S A B H C A E , C A 1 9 0 7 N 16TH ST. CONSTRUCTION NOTES ” 5-15-24
LEGEND SEWER LATERALS MAH-1096 TO MAH-1095 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N BEACH DR. - CONSTRUCTION NOTES ” SEWER LATERALS MAH-1096A TO MAH-1096 FROM MAH-1097 to MAH-1096 LENGTH RECONSTRUCTION SCHEDULE - 10" SDR-35 PVC FROM TO HOUSE CONN. TOTAL 9TH ST.
MAH-1097 (9TH CT.) 10TH CT. - BEACH DR. - 5-15-24
9TH CT. - C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N LEGEND SEWER LATERALS MAH-1097A TO MAH-1097 CONSTRUCTION NOTES ” HERONDO ST. - SEWER LATERALS MAH-1001 TO MAH-172 C I T Y O F H E R M O S A B E A C H , C 1 A 9 0 7 N 5-15-24
LEGEND SEWER LATERALS MAH-697 TO MAH-611 CONSTRUCTION NOTES ” ARDMORE AVE. - C O Y T I F H E R M O S A B E A C H , C A 1 9 0 7 N SEWER LATERALS MAH-694 TO MAH-691 11TH ST. - C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N 5-15-24
LEGEND CONSTRUCTION NOTES ” Y T I C O F H E R M O S A B E A C H , C A 1 9 0 7 N SEWER LATERALS MAH-1100 TO MAH-1099 BEACH DR. - 5-15-24
SEWER LATERALS PROP MAH-6 TO PROP MAH-5 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N 11TH PL. - 11TH PL. - CONSTRUCTION NOTES ” SEWER LATERALS PROP MAH-7 TO PROP MAH-6 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 11TH ST. - N SEWER LATERALS PROP MAH-9 TO PROP MAH-8 CONSTRUCTION NOTES ” SEWER LATERALS PROP MAH-10 TO PROP MAH-9 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N 11TH ST. - C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N CONSTRUCTION NOTES ” SEWER LATERALS PROP MAH-10 TO PROP MAH-9 5-15-24
SEWER LATERALS PROP MAH-12 TO PROP MAH-11 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N 10TH ST. - CONSTRUCTION NOTES ” SEWER LATERALS PROP MAH-13 TO PROP MAH-12 5-15-24
SEWER LATERALS PROP MAH-13 TO PROP MAH-12 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 10TH ST. - T I CNY O F H E R M O S A B E A C H , C A 1 9 0 7 N CONSTRUCTION NOTES ” 5-15-24
Y T I C O F H E R M O S A B E A C H , C A 1 9 0 7 N PARK AVE. - SILVERSTRAND AVE. SEWER LATERALS PROP MAH-14 TO PROP MAH-15 PARK AVE. - CONSTRUCTION NOTES ” SEWER LATERALS PROP MAH-15 TO MAH-105 5-15-24
C I T Y O F H E R M O S A B , H C A E C A 1 9 0 7 N 19TH ST. LOMA DR. - SEWER LATERALS MAH-123 TO PROP MAH-16 CONSTRUCTION NOTES ” SEWER LATERALS PROP MAH-16 TO PROP MAH-17 5-15-24
C I T Y O F H E R M O S A B , H C A E C A 1 9 0 7 N LOMA DR. - CONSTRUCTION NOTES ” 19TH ST. SEWER LATERALS PROP MAH-16 TO PROP MAH-17 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N C I T Y O F H E R M O S A B E A H C C , A 1 9 0 7 NHILLCREST DR. - 14TH ST. - 21ST ST. LEGEND FROM MAH-786 to MAH-781 LENGTH RECONSTRUCTION SCHEDULE - 8" SDR-35 PVC FROM TO HOUSE CONN. TOTAL FROM MAH-847 to MAH-846 LENGTH RECONSTRUCTION SCHEDULE - 8" SDR-35 PVC FROM TO HOUSE CONN. TOTAL C I T Y O F H E R M O S A B A E H C , C A 1 9 0 7 N BAYVIEW DR. - 19TH ST. FROM MAH-126A to MAH-122 LENGTH RECONSTRUCTION SCHEDULE - 6" SDR-35 PVC FROM TO HOUSE CONN. TOTAL 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 9TH ST. - N FROM MAH-651 to MAH-650 LEGEND LENGTH RECONSTRUCTION SCHEDULE - 8" SDR-35 PVC FROM TO HOUSE CONN. TOTAL C I T Y O F H E R M O S A B E A H C C , A 1 9 0 7 N BEACH DR. - FROM MAH-1099 to MAH-1098 LENGTH RECONSTRUCTION SCHEDULE - 8" SDR-35 PVC FROM TO HOUSE CONN. TOTAL C I T Y O F H E R M O S A B E A C H , C 1 A 9 0 7 N VALLEY PARK - FROM MAH-571 to MAH-514 LENGTH RECONSTRUCTION SCHEDULE - 8" SDR-35 PVC FROM TO HOUSE CONN. TOTAL 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N AREA 1 - MAINTENANCE ACCESS HOLES CONSTRUCTION NOTES 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N AREA 2 - MAINTENANCE ACCESS HOLES CONSTRUCTION NOTES 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N AREA 3 & 6 - MAINTENANCE ACCESS HOLES AREA 4 - MAINTENANCE ACCESS HOLES C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N CONSTRUCTION NOTES 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N AREA 5 & 6 - MAINTENANCE ACCESS HOLES CONSTRUCTION NOTES AREA 6 EXTENDED - MAINTENANCE ACCESS HOLES C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N 5-15-24
CONSTRUCTION NOTES C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N AREA 8 - MAINTENANCE ACCESS HOLES AREA 9 - MAINTENANCE ACCESS HOLES C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N AREA 7 - MAINTENANCE ACCESS HOLES C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7 N 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 4.19 FT N7 5-15-24 Page 2537 of 2548 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 7.35 FT N7 5-15-24 Page 2538 of 2548 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 5-15-24
C I T Y O F H E R M O S A B E A C H , C A 1 9 0 N7 5-15-24
City of Hermosa Beach | Page 1 of 1
Meeting Date: July 9, 2024
Staff Report No. 24-CMO-023
Honorable Mayor and Members of the Hermosa Beach City Council
TENTATIVE FUTURE AGENDA ITEMS
Attached is the current list of tentative future agenda items for Council’s information.
The tentative future agenda provides a preliminary preview of topics planned for discussion at upcoming City Council meetings over a specified period, typically the next three months. The items listed in this document are "tentatively" scheduled, meaning they are subject to change and should not be considered final until the official agenda for each meeting is posted. This document is a work in progress and offers a glimpse into the City's priorities and planned discussions, allowing stakeholders to anticipate and prepare for potential topics of interest.
Key Features of a Tentative Future Agenda Document:
1. Tentative Schedule: Each agenda item is assigned a tentative date, indicating when it is expected to be discussed. These dates are provisional and may be adjusted based on various factors.
2. Work in Progress: The document is continuously updated as new items emerge, priorities shift, or additional information becomes available. This flexibility ensures City Council can address the most pressing issues in a timely manner.
3. Transparency and Communication: By publishing a tentative future agenda, the City aims to maintain transparency with residents, businesses, and other stakeholders. It helps the community stay informed about potential topics of discussion and provides an opportunity for public engagement and preparation.
4. Fluid Scheduling: The scheduling of agenda items is fluid until the official agenda for a specific City Council meeting is posted. Changes can occur due to various reasons, such as new developments, additional preparatory work required, or changes in workload or priority.
Attachment:
Tentative Future Agenda Items
June 25, 2024
Honorable Mayor and Members Regular Meeting of
of the Hermosa Beach City Council July 9, 2024
TENTATIVE FUTURE AGENDA ITEMS
FRIDAY, JULY 12, 2024 @ 6:00 PM
STATE OF THE CITY ADDRESS AT COUNCIL CHAMBERS
WITH RECEPTION TO FOLLOW AT RADICI
MONDAY, JULY 15, 2024 @ 6:00 PM
MAYOR AND MAYOR PRO TEMPORE ELECTION
JULY 23, 2024 @ 5:00 PM
INITIAL
DATE CLOSED SESSION
JULY 23, 2024 @ 6:00 PM
CITY MANAGER REPORTS
Public Works Director Update
Police Chief Update
CITY COUNCILMEMBER COMMENTS
Updates from City Council Ad Hoc Subcommittees and Standing Committee Delegates/Alternates
CONSENT CALENDAR
City Council Minutes City Clerk Ongoing
Check Registers Finance Director Ongoing
Revenue Report, Expenditure Report, and CIP Report by Project for May and June 2024
Finance Director Ongoing
City Treasurer’s Report and Cash Balance Report for May and June 2024 City Treasurer Ongoing Cancellation of Certain Checks City Treasurer Ongoing
Capital Improvement Program Status Report Public Works Director Ongoing Action minutes of the Public Works Commission Meeting of May 14, 2024 Public Works Director Ongoing Action minutes of the Parks, Recreation and Community Resources Advisory Commission Meeting of June ??, 2024
Community Resources Manager Ongoing
Action Minutes of the Planning Commission Meeting of July 16, 2024 Community Development Director Ongoing Planning Commission Tentative Future Agenda Community Development Director Ongoing
MUNICIPAL MATTERS
Report on whether the Blue Star Marker Program would be applicable in Hermosa Beach
Community Resources Manager Staff Request
Jun 18, 2024
Purchase of Trash Receptacles for use in City Right-of-Way Environmental Programs Manager Staff Request Jun 20, 2024
Renewal of contract with Axon for body worn cameras and in-car (Fleet) cameras
Police Chief Staff Request
Jun 14, 2024
FUTURE AGENDA ITEMS – CITY COUNCIL
Future Agenda Items City Manager Ongoing
2 WENESDAY, AUGUST 7, 2024
STUDY SESSION PLACEHOLDER
AUGUST 13, 2024 @ 5:00 PM
INITIAL
DATE CLOSED SESSION
AUGUST 13, 2024 @ 6:00 PM
PRESENTATIONS
HERMOSA BEACH CHAMBER OF COMMERCE PROVIDES FIESTA HERMOSA RECAP
CITY MANAGER REPORTS
Public Works Director Update
Police Chief Update
CITY COUNCILMEMBER COMMENTS
Updates from City Council Ad Hoc Subcommittees and Standing Committee Delegates/Alternates
CONSENT CALENDAR
City Council Minutes City Clerk Ongoing
Check Registers Finance Director Ongoing
Action minutes of the Civil Service Board Meeting of June 18, 2024 Human Resources Manager Ongoing Action Minutes of the Parks, Recreation, and Community Resources Advisory Commission Meeting of July 2, 2024
Community Resources Manager Ongoing
Los Angeles Fire and Ambulance Monthly Report for June 2024 Emergency Management Coordinator
Monthly
MUNICIPAL MATTERS
Parking In-Lieu Fee Update Community Development Director Staff Request Feb. 21, 2024
FUTURE AGENDA ITEMS – CITY COUNCIL
Future Agenda Items City Manager Ongoing
TUESDAY, AUGUST 27, 2024
NO MEETING (DARK)
3 WENESDAY, SEPTEMBER 4, 2024
STUDY SESSION PLACEHOLDER
SEPTEMBER 10, 2024 @ 5:00 PM
INITIAL
DATE CLOSED SESSION
SEPTEMBER 10, 2024 @ 6:00 PM
PRESENTATIONS
RECOGNIZING PLANNING COMMISSIONER MARIE RICE FOR HER SERVICE TO THE CITY
RECOGNIZING SEPTEMBER AS NATIONAL PREPAREDNESS MONTH
RECOGNIZING SEPTEMBER 17, 2024 AS NATIONAL VOTER REGISTRATION DAY RECOGNIZING SEPTEMBER 15 – OCTOBER 15 AS NATIONAL HISPANIC HERITAGE MONTH
CITY MANAGER REPORTS
Public Works Director Update
Police Chief Update
CITY COUNCILMEMBER COMMENTS
Updates from City Council Ad Hoc Subcommittees and Standing Committee Delegates/Alternates
CONSENT CALENDAR
City Council Minutes City Clerk Ongoing
Vacancies – Public Works Commission – Upcoming Expiration of Terms – Request to Advertise Three Positions from September 11 – September 30 City Clerk 4-year Term
Vacancy – Representative to the Los Angeles County West Vector and Vector-Borne Disease Control District Board Upcoming Expiration of Term – Recommendation to Immediately Advertise and Request Applications from Interested Parties for one Representative for a Two-Year Term Ending December 31, 2026.
City Clerk 2-year Term
Check Registers Finance Director Ongoing
Reappropriation of Funds from FY 2023-24 to FY 2024-25 and Approval of Related Revenue Revisions
Finance Director Annual
Action minutes of the Civil Service Board Meeting of July 17, 2024 Human Resources Manager Ongoing Action Minutes of the Planning Commission Meeting of August 20, 2024 Community Development Director Ongoing Los Angeles Fire and Ambulance Monthly Report for July 2024 Emergency Management Coordinator
Monthly
FUTURE AGENDA ITEMS – CITY COUNCIL
Future Agenda Items City Manager Ongoing
4 SEPTEMBER 24, 2024 @ 5:00 PM
INITIAL
DATE CLOSED SESSION
SEPTEMBER 24, 2024 @ 6:00 PM
PRESENTATIONS
LOS ANGELES COUNTY FIRE SERVICES AND
MCCORMICK AMBULANCE 2024 SEMI-ANNUAL REVIEW
RECOGNIZING OCTOBER 2, 2024
AS CALIFORNIA CLEAN AIR DAY
CITY MANAGER REPORTS
Public Works Director Update
Police Chief Update
CITY COUNCILMEMBER COMMENTS
Updates from City Council Ad Hoc Subcommittees and Standing Committee Delegates/Alternates
CONSENT CALENDAR
City Council Minutes City Clerk Ongoing
Check Registers Finance Director Ongoing
Revenue Report, Expenditure Report, and CIP Report by Project for July and August 2024
Finance Director Ongoing
City Treasurer’s Report and Cash Balance Report for July and August 2024 City Treasurer Ongoing Cancellation of Certain Checks City Treasurer Ongoing
Capital Improvement Program Status Report Public Works Director Ongoing Action minutes of the Public Works Commission Meeting of July 17, 2024 Public Works Director Ongoing Action minutes of the Parks, Recreation and Community Resources Advisory Commission Meeting of August 6, 2024
Community Resources Manager Ongoing
Action Minutes of the Planning Commission Meeting of September 17, 2024 Community Development Director Ongoing Planning Commission Tentative Future Agenda Community Development Director Ongoing South Bay Workforce Investment Board Quarterly Summary (4th Quarter) Chris Cagle Quarterly
MUNICIPAL MATTERS
Economic Development Strategy Progress Report Community Development Director January and July FUTURE AGENDA ITEMS – CITY COUNCIL
Future Agenda Items City Manager Ongoing