4. Provide submittals for equipment in a given system at one time, each complete set under separate cover.
5. When manufacturer's or fabricator's brochures, literature, and data sheets are submitted, identify clearly the system or product specified from other systems or products contained within preprinted information. a. All options to be included shall be clearly identified. b. Suppliers' letters will not be considered or acted on instead of manufacturer's printed information and instructions.
6. Indicate types, gauges, style, finishes, etc., of materials on submittals.
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a. Include sufficient data to permit a detailed study of product or system submitted.
b. Include manufacturer's installation instructions and test reports where applicable.
7. Mark each submittal to clearly indicate use for which product, material, or procedure is being submitted.
8. Mark each item submitted with the applicable page and paragraph number of the Specification Section and/or the detail and sheet number of the Contract Drawings.
9. Piping, conduit, equipment, etc., submittals shall be accompanied with support/suspension information intended to be used for installation.
10. Efforts will be made to expedite submittals marked as "rush," provided all submittals are not marked "rush."
a. Transmittals/submittals marked "rush" and sent by regular mail will not be given preferential attention.
b. Suppliers' letters will not be considered or acted on instead of manufacturer's printed information and instructions.
1.04 ACTION ON SUBMITTALS
A. Engineer's Action: Engineer will review each submittal, mark with "Action" and return within ten (10) calendar days from date of receipt.
B. Where submittal must be held for coordination with other submittals, Contractor will be so advised without delay.
C. Action markings shall be interpreted as follows:
1. "No Exception Taken": Work may proceed, provided it complies with Contract Documents.
2. "Exceptions Noted": Work may proceed, provided it complies with notations and corrections on submittal and with Contract Documents.
3. "Revise and Resubmit" or "Rejected": Do not proceed with Work.
Revise submittal in accordance with notations thereon, and resubmit without delay to obtain a different action marking.
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D. The Engineer will return reviewed submittals electronically via e-mail to a designated address provided and managed by Contractor.
PART 2 MATERIALS
NOT USED
PART 3 EXECUTION
3.01 SUBMITTAL LOG
A. PURPOSE
1. Identify products/materials to be used on the Project and manufacturer/brand and subcontractor responsible for installation of same.
2. Define submittal number, description, type, and quantity of submittals required.
3. Monitor status of submittal as they proceed through the review process.
4. Ensure, insofar as possible, that the Project will not be adversely affected by the submittal review process.
B. ENGINEER'S RESPONSIBILITIES
1. Prepare a submittal log of items which the Contractor is required by specifications to submit for review (see attached sample).
2. Designate submittal number, submittal type, description and quantity, for each entry requiring a submittal.
3. Input information supplied by the Contractor onto the submittal log.
4. Tabulate submittal dates on log, show "Action" taken/required and show status of submittals.
5. Distribute updated copies of log on a monthly basis.
6. Return reviewed submittals electronically via e-mail to a designated address provided and managed by Contractor.
C. CONTRACTOR'S RESPONSIBILITIES
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1. Within ten (10) working days after receipt of Submittal Log from Engineer, provide information in Columns marked "SUB CONTR NAME", "SUPPLIER", "DATE SCHED", and "MATL DATE" and return for review. Submit electronically via e-mail.
2. Provide Engineer with red marked copy of log showing any necessary changes to "Scheduled Dates" on a bi-monthly basis. Submit electronically via e-mail.
3. Refer to attached SAMPLE for format.
D. DEFINITION OF COLUMN LABELS AND ABBREVIATIONS USED
1. SUBMITTAL NUMBER: (Information supplied by the Engineer) Based on Specification Section - Number consecutively.
Example: For Section 05400 - The first submittal would be numbered 05400-001. Should this submittal need to be resubmitted, the new submittal would be numbered 05400-001.1, and so on.
2. SEQ NUMBER:
a. This sequentially identifies each submittal by particular item. The first submittal would be numbered 1. Should this submittal need to be resubmitted, the new submittal would be numbered 1.1 and so on.
3. DESCRIPTION: (Information supplied by Engineer)
a. This will identify specifically the material to be submitted. A list of submittal types is included below.
4. SUBCONTR NAME: (Information supplied by the Contractor). a. If the general Contractor is submitting this for a subcontractor, that firm's name would be entered here.
5. SUPPLIER: (Information supplied by the Contractor).
a. The supplier/manufacturer name should be entered here.
Example: "General Electric".
6. SUB TYPE: (Information supplied by the Engineer)
This indicates the submittal type:
PRDT - Product Data
SHDG - Shop Drawings
SAMP - Samples
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INST - Installation Instructions
TSRP - Test Reports
WARR - Warranties
CLDC - Close-out Documents (O&Ms, As-Builts, etc.)
OTHR - Special requirements dictated by certain projects
7. FORMAT: (Information supplied by the Engineer)
Refers to the required format of the submittals: electronic, hard copy or both
8. DATE SCHED: (Information supplied by the Contractor). a. Prior to sending any submittals, the Contractor will supply an anticipated date the submittal will be sent. This is used by the Engineer to schedule work load in order to return submittals in a timely manner.
9. DATE REC (Information supplied by Engineer)
a. This refers to the date the submittal was received by the Engineer.
10. DATE TO CONTR (Information supplied by Engineer)
a. This refers to the date that the Engineer returned the submittal to the Contractor.
11. MATL DATE: (Information supplied by the Contractor). a. This refers to the date that the material/equipment is scheduled to be delivered to the Job Site.
12. ACTION (Information supplied by Engineer)
a. This reflects the review stamp that is marked by the Engineer showing what action has been taken with the submittal:
NET - No Exceptions Taken
SSI – Submit Specified Item
MCN – Make Corrections Noted
R&R - Revise & Resubmit
REJ - Rejected
13. STATUS (Information supplied by Engineer or Contractor) This refers to the current status of the submittal as of the date printed.
NR NOT RECEIVED: Submittal has not be received from the Section D
Contractor.
PEND PENDING: Has been received and is under review.
COMP COMPLETE: Has been received, marked either No
Exception Taken or Exceptions Noted and therefore does
not require further submittal.
R&R REVISE AND RESUBMIT: Has been received,
reviewed, and marked either Revise & Return or Rejected, therefore requiring a resubmittal.
PART 4 MEASUREMENT AND PAYMENT
4.01 MEASUREMENT AND PAYMENT
A. Full compensation for conforming to the requirements of above provisions shall be considered as included in the prices paid for the various contract items of work involved and no additional compensation will be allowed therefor.
END OF SECTION
Section D
PART 5 SAMPLE SUBMITTAL LOG
SUBMITTAL
NUMBER
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DESCRIPTION SUBCONTR NAME SUPPLIER SUB TYPE
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CITY OF VALLEJO SUBMITTAL COVER SHEET
DATE SUBMITTED: DATE RECEIVED BY CITY:
CAPITOL STREET REHABILATITION PROJECT
PROJECT NUMBER: PW9738 SUBMITTAL NUMBER:
DESCRIPTION:
MANUFACTURER:
SUPPLIER:
CONTRACTOR:
SUBCONTRACTOR:
Contractor Review Stamp Engineer Review Stamp
Remarks:
Contractor:
SIGNATURE PRINTED NAME
#
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SECTION D.0600 - EXISTING UTILITIES
PART 1 GENERAL
1.01 SCOPE OF WORK
A. This work shall consist of coordinating with the utility agencies for relocation or adjustment of utilities.
1.02 CALIFORNIA ADMINISTRATIVE CODE
A. Section 1540(a) 1 of Construction Safety Orders (Title 8) California Administrative Code, section 1540 states:
1. “Prior to opening and excavation, effort shall be made to determine whether underground installations; i.e., sewer, water, gas, electric lines, storm drain, cable TV, telephone, and fiber optics, will be encountered and, if so, where such underground installations are located. When the excavation approaches the approximate location of such an installation, the exact location shall be determined by carefully probing or hand digging; and, when it is uncovered, adequate protection shall be provided for the existing installation. All known owners of underground facilities in the area concerned shall be advised of proposed work at least 48 hours prior to the start of actual excavation.”
1.03 PUBLIC UTILITIES AFFECTED:
A. The list includes, but is not limited to the following:
1. Electrical: Pacific Gas & Electric
2. Gas: Pacific Gas & Electric
3. Water Service: City of Vallejo has jurisdiction over water systems.
4. Drainage & Sanitary Sewer: The Vallejo Sanitation and Flood Control District (VFWD) has jurisdiction over drainage and sanitary sewers in the area.
5. Roads: The City of Vallejo has jurisdiction over roads in the area.
6. Cable Television: Comcast Communications, Inc. It should be noted that where overhead service to a structure that has service does not exist then underground service shall be assumed to exist.
7. Telephone: AT&T - It should be noted that where overhead service to a structure, known to receive service, does not have overhead service, then underground service shall be assumed to exist.
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B. For assistance with location of underground telephone facilities, call Underground Service Alert (USA) of Northern California at (800) 227-2600.
PART 2 MATERIALS
2.01 CONCRETE SLURRY
A. Concrete slurry backfill shall be a 2-sack pea-gravel mix that attains 3,000 psi in 7 days.
2.02 CONSTRUCTION SAND
A. Clean, washed, construction sand shall be utilized as initial backfill a minimum of 2 inches around the exposed utility prior to backfill with concrete slurry.
PART 3 EXECUTION
3.01 EXISTING UTILITIES
A. The work performed in connection with various existing utilities shall conform to the provisions in Section 5-1.36, “Property and Facility Preservation,” Section 7-1.05, “Indemnification,” Section 7-1.06, “Insurance,” of the Standard Specifications and these technical specifications.
3.02 CONTRACTOR RESPONSIBILITY
A. The Contractor shall be cognizant of the existing utility lines in the proximity of the work area and take precautions, as necessary, to not disturb these facilities.
B. It is not the intent of the drawings to show the exact location of existing or relocated utilities, and the Engineer assumes no responsibility therefor.
Whenever such utilities are indicated thereon, the Contractor shall be responsible for verifying their actual location and depth in the field. The Contractor shall notify Underground Service Alert (USA) at (800) 227-2600 prior to excavation.
C. It is the Contractor’s responsibility to coordinate with the utility agencies for relocation or adjustment of utilities.
D. It shall be the Contractor’s responsibility to mark excavation areas and to notify the Underground Service Alert (USA) at 811 at least five (5) working days prior to beginning excavation in any area. Also, cable TV shall be contacted three (3) working days prior to excavation.
The Contractor shall pothole for potential utility conflicts where directed by the Engineer prior to commencing roadway asphalt removal or demolition Section D
of facilities. The potholing shall be done sufficiently ahead of the installation or construction of facilities so that the Engineer has at least five (5) working days to address any conflicts.
E. The Contractor shall be responsible to coordinate with the various utility agencies to become familiarized with all known underground utility obstructions, but this will not relieve the Contractor from full responsibility in anticipating and locating their actual existence. No extra payment will be allowed for the removal, replacement, repair, or possible increased cost caused by inadvertent or planned interception and breaking of underground obstructions which may exist.
F. The Contractor, in conjunction with the affected utility company(s), shall locate and establish the horizontal and vertical location of all utilities shown on the Drawings and/or marked in the field. This may be done on an areaby-area basis, but shall be accomplished at least 5 working days in advance of the date of construction within such area and prior to any fabrication. Any discrepancies (horizontal and/or vertical) between the locations of a utility found by the potholing operation than that shown on the Drawings shall be brought to the Engineer's attention immediately.
G. Overhead utility poles within ten feet (10’) of trenching shall be adequately braced until trench is backfilled as directed by utility company representative. Overhead lines shall not be damaged. If damaged, the Contractor shall repair overhead lines, and such repair shall be considered work under this Contract and not extra work.
H. Unless otherwise specified, the Contractor shall remove all interfering portions of abandoned utilities and shall properly seal the remaining work.
I. Backfill of Potholes – Contractor shall be prepared with construction grade sand to place over found utilities as directed by Engineer, in addition to 2- sack concrete slurry in adequate amounts to reach pavement grade.
J. If the Contractor learns of the existence or location of any underground utility main or trunk line omitted from or shown incorrectly on the Drawings or not properly marked, the Contractor shall immediately notify the Engineer. The main or trunk line shall be located and protected from damage as directed by the Engineer, and the cost of that work will be paid for as extra work as provided in Section 4-1.05 of the Standard Specifications. The Contractor shall, if directed by the Engineer, repair any damage that may occur to the main or trunk lines. The cost of that repair work not due to the failure of the Contractor to exercise reasonable care, will be paid for as extra work as provided in Section 4-1.05 of the Standard Specifications. Damage due to the Contractor’s failure to exercise reasonable care shall be repaired at the Contractor’s cost and expense.
Record the utility depths for each location and provide this information to the City. Use careful means to locate underground utilities to avoid damage Section D
via use of hand tools, hand work, equipment, and as necessary to protect and locate the concealed utilities; backfill with construction sand and concrete slurry to existing grade.
K. When it is determined by the Engineer that the rearrangement of an underground facility is essential in order to accommodate the improvements and the drawings and specifications do not provide that the facility is to be rearranged, the Engineer shall provide for the rearrangement of the facility by other forces or the rearrangement shall be performed by the Contractor and will be paid for as extra work as provided in Section 1.05 of the Standard Specifications.
L. Should the Contractor desire to have any rearrangement made in any utility facility, or other improvement, for the Contractor’s convenience or in order to facilitate the Contractor’s construction operations, where rearrangement is in addition to, or different from, the rearrangements indicated on the drawings or in the technical specifications, the Contractor shall make whatever arrangements are necessary with the owners of the utility or other non-highway facility for the rearrangement and bear all expenses in connection therewith.
M. The Contractor shall immediately notify the Engineer of any delays to the Contractor’s operations as a direct result of underground main or trunk line facilities which were not indicated on the drawings or in the technical specifications, or as a direct result of utility or other non-highway facilities not being rearranged as provided herein (other than delays in connection with rearrangements made to facilitate the Contractor’s construction operations or delays due to a strike or labor dispute). Delays resulting from mainline utility relocation shall be considered unavoidable and will not be included in the required completion time provided the Contractor diligently pursues correction of the situation. Adequate written evidence of diligent pursuit shall be provided upon demand by the Engineer whose determination of diligent pursuit shall be final. These delays shall be considered within the meaning of Section 8-1.07, “Delays,” of the Standard Specifications, and compensation for the delay will be determined in conformance with the provisions in Section 8 of the Standard Specifications.
The Contractor shall be entitled to no other compensation for that delay.
N. Any delays to the Contractor’s operations as a direct result of utility or other non-highway facilities not being arranged due to a strike or labor dispute shall entitle the Contractor to an extension of time as provided in Section 8-
1.07B, “Time Adjustments” of the Standard Specifications. The Contractor shall be entitled to no other compensation for that delay.
O. Laterals and service lines encountered, whether shown or not shown on the drawings, shall be handled as required by the governing utility and any effect on the project due to their presence shall not constitute a claim for additional compensation.
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P. Pothole and verify location of existing water lines under the supervision of the City Water Maintenance. Call forty-eight (48) hours before start of work close to water main. Pothole and verify location of existing utilities under the supervision of utility representatives, as appropriate.
Q. All existing utilities and improvements that become damaged during construction shall be completely restored to the satisfaction of the local agency engineer, at the Contractor's sole expense prior to acceptance of job. Any damage to the City water lines shall be repaired to meet City of Vallejo specifications and Utility Director’s approval.
PART 4 MEASUREMENT AND PAYMENT
4.01 MEASUREMENT AND PAYMENT
A. Full compensation for all other work to conform to the requirements of this section, including underground utility locating, shall be considered as included in the prices paid for the various contract items of work involved and no additional compensation will be allowed therefor.
END OF SECTION
Section D
SECTION D.0700 - TRAFFIC AND ACCESS CONTROL
PART 1 GENERAL
1.01 SCOPE OF WORK
A. This work shall include furnishing all labor, materials, equipment, tools, and incidentals and performing all operations in connection with the installation of temporary advance warning and construction signs, flagging, traffichandling equipment, devices and other related items to provide for safety and convenience to the public and traffic during all phases of construction.
B. This work shall also include taking necessary means to provide (at a minimum) access at driveway entrances by the end of each work day and access to crosswalks at intersections not under construction and providing access to one crosswalk northbound/southbound and one crosswalk eastbound/westbound at four-way intersections under construction with the use of flaggers.
C. The Contractor shall be responsible for providing adequate safeguards, safety devices, protective equipment, and any other needed actions to protect the life, health, and safety of the public, and to protect property in connection with the performance of the work covered by the contract. The Contractor shall perform any measures or actions the City or the Engineer may deem necessary to protect the public and property.
D. Attention is directed to Sections 7-1.03, “Public Convenience”, Section 7-
1.04, “Public Safety”, and Section 12, “Temporary Traffic Control”, of the Standard Specifications.
PART 2 MATERIALS
A. All traffic control devices, including furnishment and installation, shall conform to the latest provisions of the California Manual on Uniform Traffic Control Devices (California MUTCD) and Section 12, “Temporary Traffic Control”, of the Standard Specifications and these technical specifications.
PART 3 EXECUTION
3.01 SCHEDULE OF OPERATIONS AND TRAFFIC CONTROL PLAN
A. The Contractor must submit a detailed schedule of operations and a traffic control plan to the City by the date of the pre-construction meeting for review and comment. No work will begin until the traffic control plan has been approved.
3.02 MAINTAINING TRAFFIC
A. The Contractor shall schedule, stage, and conduct all construction operations with regard to public convenience and in a manner to provide for the safe and expeditious movement of traffic. The Contractor shall have Section D
under construction no greater length or amount of work than can be completed within a workday with due regard to the rights of the public.
B. To minimize the disruption to public traffic, the Contractor shall:
1. Permit local traffic to pass through the work area with the least possible inconvenience or delay.
2. Repair or remove any condition resulting from the work that might impede traffic or create a hazard.
3. Keep existing roadway lighting systems in operation throughout the construction work.
4. The full width of the traveled way shall be open for use by public traffic on designated legal holidays and when construction operations are not actively in progress.
3.03 TRAFFIC CONTROL PLAN REQUIREMENTS
A. It is recommended that Traffic Control Plans be prepared by a California licensed traffic engineer or professional engineer with specialty in traffic engineering or by a company specializing in the preparation of traffic control plans.
B. The Contractor shall immediately advise the Engineer of any proposed change in the Traffic Control Plan and shall obtain approval of the Engineer prior to implementing any change. A revised plan shall be provided to the Engineer within ten (10) working days of the adoption of the change.
C. All Traffic Control Plans (TCPs) shall:
a. be submitted on 11”x17” or 24”x36” paper;
b. be computer generated in black and white and clearly visible when reproduced (“Google” aerials, 3D symbols, and photocopies direct from the California MUTCD or other traffic control handbooks will not be accepted) or hand drawn in black and white (hand drawn TCPs shall use a straight edge for line work and shall be legible); c. use a scale no larger than 1”=80’ (TCPs requiring more than one sheet shall use match lines);
d. show north arrow in correct alignment;
e. include Contractor’s name, address, telephone number, and telephone number of the 24-hour contact person representing the Contractor; f. note the type of work that the submitted TCP will be used for and the duration of work;
g. note the posted speed limit;
h. use California MUTCD sign code designations;
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i. use the symbols shown on Table 6H-2 of the California MUTCD 2012 Edition to identify cones/delineators, barricades, signs, flaggers, etc. (note, all symbols to be in black and white);
j. be site specific (show existing lane geometry, medians, driveways, sidewalks, bus stops, etc.);
k. show all streets in the work zone vicinity to ensure proper orientation; l. show all parking restriction zones and signs, as appropriate; m. show all existing traffic signals and traffic control signs; n. show staging area and materials storage area, as appropriate; o. show signs and barricades that will be required to direct pedestrians through or around the construction work zone;
p. provide a line map showing complete detour route and signage for all half road or full road closures;
q. label all taper lengths and widths, delineator spacing and sign spacing (all dimensions to be shown on the plan and not in table form). r. include a pedestrian detour plan to route pedestrian traffic around the work area with signage to direct pedestrians to cross at adjacent intersections/crosswalks and indicate the portions of the sidewalk that will be closed to pedestrian traffic
D. Additional requirements could be needed dependent upon each situation.
E. The following General Notes shall be added to the Traffic Control Plan:
1. The City, through its designated employees, reserves the right to initiate field changes to assure public safety.
2. Road closures will require minimum (5) working day notice and shall be approved by the Department of Public Works Traffic Engineering Division prior to closure.
3. All traffic control devices shall be removed from public right-of-way when not in use.
4. Work hours shall be restricted to between 8:00 a.m. to 4:00 p.m. unless approved otherwise.
5. Trenches shall be backfilled or plated during non-working hours.
6. All sidewalks and pedestrian pathways shall be clear of debris and ADA accessible after work hours unless pedestrian detours are approved.
7. Pedestrian controls shall be provided as shown on the drawings.
8. Temporary "NO PARKING" signs shall be posted 72 hours prior to commencing work.
9. Access to driveways will be maintained at all times unless other arrangements are made.
10. The Contractor shall make immediate temporary repairs to any street light/traffic signal conduit damaged during construction. Permanent repairs shall be made within five (5) working days.
11. All striping removed or damaged, will be replaced by the Contractor with like material within 24 hours (or replaced with temporary tape, though the Contractor is still responsible for the full replacement as noted above).
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12. All flaggers shall be equipped with a hard hat, two-way radios, and "Stop/Slow" paddle. In addition, all flaggers shall be trained in the proper fundamentals of flagging traffic.
13. Any work that disturbs normal traffic signal operations shall be coordinated with the City of Vallejo's Traffic Supervisor, 72 hours prior to beginning construction (if work will be done on a Monday, notice shall be given by the end of business day the Thursday before) at (707) 648-4518.
14. The Contractor shall maintain all traffic control devices 24 hours per day and 7 days per week.
15. A minimum of twelve (12) foot travel lanes shall be maintained, (14) foot travel lanes when Class II bike lanes are closed or when closing a lane on a signed Bike Route.
3.04 TRAFFIC CONTROL DEVICES
A. If any component in the traffic control system is displaced, or ceases to operate or function as specified, from any cause, during the progress of the work, the Contractor shall immediately repair said component to its original condition or replace said component and shall restore the component to its original location.
B. When lane closures are set for work periods only, at the end of each work period, all components of the traffic control system, except portable delineators placed along open trenches or excavation adjacent to the traveled way, shall be removed from the traveled way and shoulder.
C. The Contractor shall check the location of traffic control devices at the beginning of each workday and periodically throughout the workday to ensure that the devices are properly placed and maintained.
3.05 PARKING RESTRICTIONS
A. Posted notification a minimum of 72 hours in advance of restricted parking is required for all areas authorized for no parking. To legally tow vehicles parked in posted construction zones, the 72 hour advance notification is required.
B. The duration of parking restrictions shall be as approved by the Engineer.
C. Personal vehicles of the Contractor’s employees shall not be parked on the paved shoulders or the traveled way, including any section closed to public traffic.
3.06 FLAGGING
A. The Contractor must provide all flag persons necessary for the direction of public traffic either through or around the work, including but not limited to providing a flag person at all times during the unloading of concrete or asphalt trucks.
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B. Flaggers shall not be used during the hours of darkness unless authorized by the City.
3.07 OPEN EXCAVATIONS
A. Barricades with functional flashing beacons and caution tape shall be placed at each excavation site and left until the Engineer deems there is no longer a hazard.
B. Contractor shall provide access across excavated driveway entrances by the end of each work day, including furnishing and installing temporary asphalt transitions.
C. Contractor shall provide steel plates or wooden boards to cover any open excavation in the sidewalk or curb ramp area where access is required.
Wooden boards shall have sufficient strength to support a 400lb. live load.
3.08 LANE CLOSURE AND DETOUR TRAFFIC CONTROL SYSTEMS
A. Contractor shall be responsible for all aspects of lane closures or detouring traffic around the construction zones during cold planing, paving, concrete pouring and any operation that will continuously obstruct or stop traffic within a work day, including placement of 72 hour advance warning signs with date of detour noted.
B. Detour plans shall be submitted for City review and approval prior to initiation of construction activities that require a detour.
C. Lane closures shall not be permitted on Saturday, Sunday, or legal holidays except by the express written permission of the Engineer.
D. Maintain a minimum of one two-way travel lane with flaggers or a minimum of two travel lanes without flaggers. Travel lanes shall be 11 feet wide minimum.
3.09 NOTIFICATIONS
A. The Contractor shall notify local authorities of the need for lane closure(s) and/or construction delays and cooperate with local authorities relative to handling traffic through the area and make his own arrangements relative to keeping the working area clear of parked vehicles. After the first working day, the Contractor shall keep the Engineer and local authorities updated on a daily basis. Local authorities to notify include:
1. City Engineer (707-648-4315)
2. City of Vallejo Police Department (707-648-4321)
3. U.S. Postal Service (707-558-1834)
4. City of Vallejo Fire Department (707-648-4526)
5. Waste Disposal Service (Recology Vallejo) (707-552-3110)
6. Ambulance Service(s)
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B. Detour plans shall be submitted for City review and approval prior to initiation of construction activities that require a detour.
C. Lane closures shall not be permitted on Saturday, Sunday, or legal holidays except by the express written permission of the Engineer.
D. Work shall be accomplished in such a manner as to provide access to all intersecting streets and adjacent properties whenever possible. If access to any property cannot be provided, then adequate nearby parking shall be provided and maintained until direct access can again be restored. If during the course of the work, it is necessary to restrict access to driveways, the Contractor shall notify the affected residents in writing, at least seventy-two (72) hours in advance and close driveways only by prior scheduled arrangement with the owners/tenants. Prior to the closure of driveways, the Contractor shall coordinate with and notify the property owner or resident at least twice for such closure.
PART 4 MEASUREMENT AND PAYMENT
4.01 MEASUREMENT AND PAYMENT
A. The contract lump sum price paid for “Temporary Traffic Control” shall include full compensation for furnishing all labor (including preparation of the Traffic Control Plan and flaggers when necessary), materials (including flashing arrow signs, barricades, door hangers and temporary traffic delineation), tools, equipment, and incidentals and for doing all the work involved in traffic control, complete in place, including all work necessary to provide for the convenience & safety of the public, temporary pedestrian passage (ramps, walkways, etc.), steel plates, wood covers, and to facilitate the performance of the contract work as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
B. Full compensation for flagging costs shall be considered as included in the contract lump sum price paid for “Temporary Traffic Control” and no additional compensation will be allowed therefor. The shared cost for providing flagging as specified in Section 12-1.03, “Flagging Cost”, of the Standard Specifications, shall not apply.
C. The adjustment provisions in Section 4-1.05, "Changes and Extra Work," of the Standard Specifications, shall not apply to the item of traffic control system. Adjustments in compensation for traffic control system will be made only for increased or decreased traffic control system required by changes ordered by the Engineer and will be made on the basis of the cost of the increased or decreased traffic control necessary.
D. Full compensation for furnishing labor, materials, tools and equipment for installing means of vehicular access across open asphalt excavations at driveway entrances by end of work day, including temporary asphalt transitions shall be considered as included in the lump sum price for, Section D
“Temporary Traffic Control”, and no separate payment will be made therefor.
END OF SECTION
Section D
SECTION D.0800 - CONSTRUCTION AREA SIGNS
PART 1 GENERAL
1.01 SCOPE OF WORK
E. This work shall consist of furnishing, installing, maintaining, and removing Construction Area Signs in conformance with the provisions in the latest version of the California Manual on Uniform Traffic Control Devices (California MUTCD) and the project drawings.
F. Nothing in these technical specifications shall be construed as relieving the Contractor from his responsibility to provide such additional devices or take such measures as may be necessary to comply with the provisions in Section 7-1.04, "Public Safety," of the Standard Specifications.
PART 2 MATERIALS
A. Sign substrates for stationary-mounted construction area signs may be fabricated from fiberglass reinforced plastic as specified under “Prequalified and Tested Signing and Delineation Materials” of these technical specifications.
PART 3 EXECUTION
3.01 GENERAL
A. The Contractor may be required to cover certain signs during the progress of the work. Signs that are no longer required or that convey inaccurate information to the public shall be immediately covered or removed or the information shall be corrected. Covers for construction area signs shall be of sufficient size and density to completely block out the complete face of the signs. The retroreflective face of the covered signs shall not be visible either during the day or at night. Covers shall be fastened securely so that the signs remain covered during inclement weather. Covers shall be replaced when they no longer cover the signs properly.
B. If any component in the construction area sign system is displaced, or ceases to operate or function as specified, from any cause, during the progress of the work, the Contractor shall immediately repair said component to its original condition or replace said component and shall restore the component to its original location.
C. The Contractor shall notify the appropriate regional notification center for operators of subsurface installations at least 2 working days, but not more than 14 calendar days, prior to commencing excavation for construction area sign posts. The regional notification centers include, but are not limited to, the following:
Notification Center Telephone
Section D
D. Excavations required to install construction area signs shall be performed by hand methods without the use of power equipment, except that power equipment may be used if it is determined there are no utility facilities in the area of the proposed post holes. The post hole diameter, if backfilled with minor concrete, shall be at least 4 inches greater than the longer dimension of the post cross section.
PART 4 MEASUREMENT AND PAYMENT
4.01 MEASUREMENT AND PAYMENT
A. The contract lump sum price paid for within “Temporary Traffic Control” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals required for doing all work involved in placing, removing, storing, maintaining, moving to new locations, replacing and disposing of the components of the Construction Area Signs or any other equipment used to protect the public or designate construction areas, excavation, and backfill , as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
END OF SECTION
Number
Underground Service Alert-Northern
California (USA) 811
Section D
SECTION D.0900 - RECYCLING & WASTE MANAGEMENT PLAN (WMP) PART 1 GENERAL
1.01 WASTE MANAGEMENT PLAN (WMP)
A. The City of Vallejo is making an effort to recycle or to salvage the materials for this project. A Waste Management Plan (WMP) is required for this project. Many of the demolition materials of this project, such as asphalt concrete and Portland cement concrete can be recycled or reused.
B. The Contractor is required to list in the WMP the materials that will be recycled, reused or disposed, resulting from the project. The Contractor is required to recycle or reuse a minimum of 95% of demolition debris generated by this project. Hazardous materials shall be discounted in the calculation of recycle or reuse requirement.
C. The Contractor shall be responsible for all aspects of recycling all concrete and asphalt removed as a result of doing the required work. For this section recycling shall mean reuse of material in another manufactured product or reuse as some form of building or paving material. Reuse by an established recycling firm is an acceptable method of recycling, subject to approval by the Engineer. Use as daily cover material in a landfill is also an acceptable method of recycling.
D. The Waste Management Plan (WMP) shall indicate:
1. The total weight of project debris, by materials type, generated.
2. The maximum volume or weight of such materials that can feasibly be diverted via reuse or recycling.
3. The vendor or facility that the Contractor proposes to use to collect or receive that material.
4. The weight of demolition materials that will be land filled.
5. Project square footage.
E. If the Contractor shall experience unique circumstances that the Contractor believes make it infeasible to comply with the City’s diversion requirement, the Contractor may apply for an exemption at the time that he or she submits the WMP.
Section D
PART 2 MATERIALS
NOT APPLICABLE
PART 3 EXECUTION
3.01 WASTE MANAGEMENT
A. The Contractor shall be responsible for locating a suitable disposal site approved by the Engineer for disposing of all non-recyclable material.
When non-recyclable material is to be disposed of at a location other than at the nearest proper landfill site, the Contractor shall obtain written authorization from the property owner on whose property the disposal is to be made and he shall file with the Engineer said authorization together with a written release from the property owner absolving the City from any and all responsibility in connection with the disposal of material on said property.
If the dumpsite is within the City limits, the property owner must obtain a grading permit when applicable.
B. The Contractor shall be responsible for locating a recycling firm and/or recycling site for approval by the Engineer for reuse of all concrete and asphalt rubble. The Contractor shall provide the City with weight certificates or other approved form of quantity certification for all material recycled.
C. The Contractor shall be responsible for all aspects of recycling all asphalt and concrete removed as a result of doing the required work. Recycling shall mean reuse of material in another manufactured product or reuse as some form of building or paving material. Reuse by an established recycling firm is an acceptable method of recycling, subject to approval by the Engineer. Use as daily cover material in a landfill is also an acceptable method of recycling.
3.02 WASTE MANAGEMENT PLAN (WMP)
A. To fulfill the requirement of the WMP, the Contractor is required to separate the demolition debris. By sorting on-site into distinct containers or stockpile for each type of material proposed to be reused or recycled, as well as separate container for refuse.
B. After segregation and prior to transport, Engineer shall inspect containers or stockpile for each type of material to be reused or recycled.
C. Contractor shall fill out and submit Waste Management Plan sheet and table to Engineer upon completion of transport of demolition materials to recycling facility. Contractor shall ensure that facilities provide them with recycling and / or disposal receipts to compile and submit to City as supporting documentation for WMP.
Section D
PART 4 MEASUREMENT AND PAYMENT
4.01 MEASUREMENT AND PAYMENT
A. Full compensation for complying with the requirements of the above provisions, including preparing and adhering to a Waste Management Plan (WMP) securing a dump site, securing a method of recycling concrete and asphalt, sorting, separating, hauling, removing, and disposing of or stockpiling materials, shall be considered as included in the prices paid for the various contract items of work involved and no additional compensation will be allowed therefor.
B. Documentation, including receipts showing actual weights of all material recycled, salvaged and disposed must be submitted on a regular basis before issuance of payments for all concrete removal and concrete construction items of work.
END OF SECTION
Section D
CITY OF VALLEJO
WASTE MANAGEMENT PLAN
The required goal is to reuse or recycle at least RECYCLING GOAL-95% of project waste.
Use tons or cubic yards to quantify total estimated waste and percentages for materials.
Ask your hauler, recycler or site cleanup vendor to assist you with this plan. Receipts of all recycling and disposal must be submitted after project completion.
Project Name: CAPITOL STREET, DELWOOD STREET, SAUNDERS DRIVE, AND WILSHIRE AVENUE REHABILIATION PROJECT PW9738
Location: Capitol Street between Santa Clara St and Sacramento St Type of Project:
□ New Construction
□ Demolition (Portland Cement Concrete and Asphaltic Concrete Removal) □ Renovation
Type of Construction: (concrete, steel, etc.)
Value of Project:
Bidder:
Company Name:
Address:
Phone / FAX:
Questions regarding recycling: Call Derek Crutchfield, Recycling Coordinator at (707) 648-5346.
Submit this form and the attached Waste Management plan to the Engineer prior to invoice.
Sheet 1 of 2
Section D
CITY OF VALLEJO
WASTE MANAGEMENT PLAN FOR
Project Name: CAPITOL STREET, DELWOOD STREET, SAUNDERS DRIVE, AND WILSHIRE AVENUE REHABILIATION PROJECT PW9738
Materials Total
Percentage
of Materials
Percentage
Reused/
Recycled
Materials
Percentage
Disposed
Materials
Collection
Hauler/
Facility
Actual
Waste
Amount/
Comments
(attach
receipts)
Asphalt/
Concrete
Dirt
Brick/
Masonry
Wood
Metals
Other
(painted
wood,
drywall)
TOTAL
This column
should total
100%
This column
should total
at least:
RECYCLING
95%
If the Contractor was unable to recycle Pavement Rehabilitation Project, please provide an explanation:
Other comments:
I CERTIFY THAT THE ABOVE INFORMATION IS TRUE & CORRECT TO THE BEST OF MY KNOWLEDGE.
Prepared by: Date:
Signature:
Sheet 2 of 2
SECTION D.1000 - WATER POLLUTION CONTROL
PART 1 GENERAL
Section D
1.01 SCOPE OF WORK
A. Water pollution control work shall conform to the provisions in Section 13, “Water Pollution Control,” of the Standard Specifications and these technical specifications, except that Section 13-3, “Stormwater Pollution Prevention Plan”, of the Standard Specifications shall not apply.
B. Under no circumstances shall water contaminated with sediment or other pollutants be allowed to enter the storm drain system or other drainage courses. Contractor shall clean up all surfaces contaminated by construction operations that could pollute stormwater runoff.
C. The Contractor is required to prepare a Water Pollution Control Plan (WPCP) and implement the plan once approved by the Engineer.
D. Conformance with the provisions in this section shall not relieve the Contractor from the Contractor’s responsibilities as provided in Section 7, “Legal Relations and Responsibility to the Public”, of the Standard Specifications.
PART 2 MATERIALS
A. All materials used for Best Management Practices (BMPs) shall be featured in the WPCP and shall be acceptable methods of storm water management and pollution control.
B. Water pollution control work shall conform to the requirements in the “Construction Site Best Management Practices (BMPs) Manual”, dated March 2003 issued by the State of California Department of Transportation and addenda thereto issued up to and including the date of advertisement of the project, hereafter referred to as the “Handbook”. As an alternative, the Contractor can utilize the California Stormwater Quality Association (CASQA) BMP fact sheets instead of the Handbook fact sheets.
PART 3 EXECUTION
A. The WPCP shall be designed to address the following objectives:
1. All pollutants and their sources, including sources of sediment associated with construction, construction site erosion and all other activities associated with construction activity are controlled;
2. All non-storm water discharges and pollutants are identified and either eliminated, controlled, or treated;
3. Site BMPs are effective and result in the reduction or elimination of pollutants in storm water discharges and authorized non-storm water Section D
discharges from construction activity to the appropriate standard required by the Handbook.
B. The WPCP shall include information that supports the selections, use, and maintenance of BMPs.
C. The WPCP shall be available at the construction site during working hours while construction is occurring and shall be made available upon request by a State or Municipal Inspector.
D. In addition, the Contractor shall observe the following guidelines:
a. No concrete work or asphalt concrete paving while it is raining. b. Store materials as required under 13-4.03C, “Material Management” of the Standard Specifications.
c. Cover inlets and manholes when paving, grinding, or sawcutting in conformance with the provisions in Section 13-4.03E(7), “Paving, Sealing, Sawcutting, Grooving, and Grinding Activities”, of the Standard Specifications.
d. Place drip pans or absorbent materials under equipment when not in use.
e. During wet weather store equipment indoors or cover with tarp or other waterproof covering.
f. Sweep site daily to prevent sand, gravel, or excess asphalt from entering or being transported by rain into the storm drain system. g. Keep ample water pollution materials on-site, including drip pans, absorbent materials, waterproof covering materials, filter fabric, gravel bags, etc. Unused materials should be stored in such a manner that they are kept free of debris and sediment and out of the rain.
h. Soil stabilization practices and sediment control measures shall be provided at all times.
E. Do not wash out concrete trucks into storm drains, open ditches, streets, streams, or unprotected unpaved areas. The Contractor shall prevent the discharge of pollutants from concrete operations by using measures to prevent run-on and run-off pollution, properly disposing of wastes, and by implementing the following BMPs:
a. Store all materials in waterproof containers or under cover away from drain inlets or drainage areas.
b. Avoid mixing excess amounts of portland cement materials. Dispose of any excess materials properly.
2. Whenever possible, perform washout of concrete trucks off-site where discharge is controlled and not permitted to discharge to the storm drain system.
3. For on-site washout, adhere to the following requirements:
a. Locate washout area at least fifty (50) feet from storm drains, open ditches, or other water bodies.
Section D
b. Confine run-off from the washout area by constructing a temporary pit or bermed area large enough for the liquid and solid waste, covered completely with two layers of waterproof material. c. After the concrete sets, dispose of the remaining debris, water, and other waste properly.
d. Do not washout onto dirt area. Soil contaminated with concrete debris or concrete waste water must be excavated completely and disposed of offsite at the Contractor’s expense.
e. Washout recycled aggregate base only within on-site washout area.
F. The Contractor shall know and full comply with the applicable provisions of the Handbook and Federal, State, and local regulations that govern the Contractor’s operations and storm water discharges from both the project site and areas of disturbance outside the project limits during construction.
G. Unless arrangements for disturbance of areas outside the project limits are made by the City and part of the contract, it is expressly agreed that the City assumes no responsibility whatsoever to the Contractor or property owner to allow disturbance of areas outside the project limits.
H. The Contractor shall be responsible for the costs and for liabilities imposed by law as a result of the Contractor’s failure to comply with the requirements set forth in this section, including, but not limited to, compliance with the applicable provisions of the Handbook and Federal, State, and local regulations. Costs and liabilities include, but are limited to, fines, penalties, and damages whether assessed against the State or the Contractor, including those levied under the Federal Clean Water Act and the State Porter-Cologne Water Quality Act.
I. The Engineer may order the suspension of construction operations which create water pollution if the Contractor fails to conform to the provisions in this section.
J. TEMPORARY STORM DRAIN INLET PROTECTION
a. Temporary storm drain inlet protection shall be constructed, installed, maintained, and removed at all drainage inlets within the boundaries of the project. The Contractor shall select the appropriate drainage inlet protection to meet the conditions around the drainage inlet. Throughout the duration of the contract, the Contractor shall provide protection to meet the changing conditions around the drainage inlet.
b. Temporary Drainage Inlet Filters: The Contractor shall furnish, install, maintain and remove drainage inlet filters suitable for installation on existing storm drain inlets for removal of sedimentation and debris from water flow into the drainage inlets within the boundaries of the project and as directed by the Engineer.
Temporary Drainage Inlet Filters shall be installed at all storm drain Section D
inlets within or adjacent to the project limits. Temporary drainage inlet filter shall be obtained from a commercial manufacturer, as approved by the Engineer.
c. Sediment Filter Bags: Sediment filter bags shall be installed by removing the drainage inlet grate, placing the sediment bag in the opening, and replacing the grate to secure the sediment filter bag in place.
d. Removal: When the temporary drainage inlet protection is no longer required the protection materials shall be removed and disposed of in accordance with the provisions in Section 14-10, "Solid Waste Disposal and Recycling," of the State Standard Specifications. e. Maintenance: Temporary drainage inlet protection shall be maintained to provide sediment holding capacity and to reduce runoff velocities. Temporary drainage inlet protection shall be repaired or replaced immediately if damage occurs.
f. Sediment deposits, trash, and debris shall be removed from temporary drainage inlet protection as needed or when directed by the Engineer. Removed sediment shall be deposited within the project limits so that the sediment is not subject to erosion by wind or by water. Trash and debris shall be removed and disposed of in accordance with the provisions in Section 14-10, "Solid Waste Disposal and Recycling," of the State Standard Specifications. All Sediment Filter Bags shall be removed at the conclusion of the project.
PART 4 MEASUREMENT AND PAYMENT
4.01 MEASUREMENT AND PAYMENT
A. The contract lump sum price paid for "Water Pollution Control" shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals for doing all the work involved in developing, preparing, obtaining approval of, revising, amending, and implementing the water pollution control plan and maintaining best management practices (BMP’s), and for doing all the work involved in installing, constructing, maintaining, removing, and disposing of water pollution control practices, including non-storm water and waste management and materials pollution water pollution control practices, except those shown on the drawings and for which there is a contract item of work, as specified in drawings, the Standard Specifications, and the technical specifications, and as directed by the Engineer.
END SECTION
Section D
Section D
SECTION D.1050 - CLEARING AND GRUBBING
PART 1 GENERAL
1.01 SCOPE OF WORK
A. Clearing and grubbing consists of removal and disposal of all objectionable material from the work area, including existing weeds, brush, shrubs, concrete, masonry, other unsuitable material, and obstructions interfering with the new construction. The limits of clearing and grubbing shall be of sufficient area and depth to complete the work as shown on the drawings.
Clearing and grubbing shall conform to Section 17-2, “Clearing and Grubbing”, of the Standard Specifications.
B. Clearing and grubbing must be performed in advance of any other grading or construction operations. The area to be cleared and grubbed must be within the work area.
C. Shrubs and hedges shall be designated for removal in the project drawings or as directed by the Engineer. Shrubs and hedges overhanging the curb that interfere with construction operations shall be cut back as directed by the engineer. Existing landscaping and trees which are to remain in place must be protected from injury or damage. Existing trees must be protected with a temporary fence around the drip line.
D. Unless otherwise specified, the Contractor shall protect trees at the Contractor’s expense. Trees, bushes, and shrubs shall be removed in such a manner consistent with the health and safety of the tree climbing crew, the general public, and as to not injure standing trees, plants, and improvements which are to be preserved. Felled trees, shrubs, and bushes may be cut into sections and removed from the site. All branches, leaves, and vegetative debris may be reduced to chips. All resulting stumps are to be routed to a minimum of twenty-four (24) inches below the soil level.
E. Unless otherwise specified, all materials as shown on the drawings to be removed, or as field marked and as directed by the Engineer to be removed shall be disposed of outside the project limits. The Contractor work area shall be left with a neat and finished appearance.
F. The Contractor shall not store or permit debris to accumulate on site. If Contractor fails to remove excess debris promptly, the City reserves the right to cause removal at the Contractor’s expense.
G. Residue from cutting operations shall not be permitted to flow into storm drains or across lanes occupied by traffic and shall be removed from the pavement surface, concurrent with the cutting operation.
H. Clearing and grubbing must be conducted to ensure minimum interference with roads, street, walks, or other occupied areas.
Section D
I. When hauling is done over highways or City streets, and when directed by the Engineer, the loads must be trimmed and all material removed from shelf areas of the vehicles.
PART 2 MEASUREMENT AND PAYMENT
2.01 MEASUREMENT AND PAYMENT
A. The contract price paid per each for “Remove Existing Tree” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in removing and disposing of existing trees, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
B. Full compensation for furnishing labor, materials, tools and equipment required for all other clearing and grubbing shall be considered as included in the prices paid for the various contract items of work involved and no additional compensation will be allowed therefor.
END OF SECTION
Section D
SECTION D.1060 - SITE PREPARATION
PART 1 GENERAL
1.01 SCOPE OF WORK
A. The contractor shall be responsible for preparing the site for the proposed improvements, in addition to the requirements of Section D.1050, Clearing and Grubbing. The contractor shall be responsible for removing and salvaging all existing signs to be reused, and for removing and resetting or relocating materials as shown on the drawings, and for removing all other materials that are necessary to install the improvements B. The contractor shall be responsible for all aspects of recycling all concrete and asphalt removed as a result of doing the required work. For this section recycling shall mean reuse of material in another manufactured product or reuse as some form of building or paving material. Reuse by an established recycling firm is an acceptable method of recycling, subject to approval by the Engineer. Use as daily cover material in a landfill is also an acceptable method of recycling.
C. Attention is directed to Section D.1000, Water Pollution Control, of these technical specifications for Water Pollution Control Plan (WPCP) requirements.
1.02 SALVAGED MATERIALS
A. All salvaged sign materials shall be turned over to the City of Vallejo as directed by the Engineer.
PART 2 MATERIALS
NONE
PART 3 EXECUTION
3.01 REMOVAL OF OBSTRUCTIONS
A. Existing improvements and facilities, adjacent property, utility and nonroadway facilities, and trees and plants that are not removed shall be protected from injury or damage resulting from the Contractor's operations.
B. The Contractor shall prune all shrubbery as directed and remove all structures where the proper construction and completion of the work require their removal. The Contractor shall also remove all rock, stones, debris, and all obstructions of whatsoever kind or character, whether natural or artificial, encountered in the construction of the work.
C. Material that is removed as herein above specified, and is not to be incorporated in the improvement being constructed, shall be disposed of by Section D
the Contractor at the Contractor's sole expense.
D. Where the materials are to be removed and salvaged or removed and reset as directed on the drawings, It is the Contractor’s responsibility to ensure that these materials are not damaged during the removal and/or storage and will remain responsible for these items until such time as they are reinstalled to the satisfaction of the City Engineer or the City takes possession of them. If any damage to these items occurs while they are in the Contractor’s possession, the Contractor shall replace them with like items at a similar or better quality as approved by the City. Any replacement costs will be incurred by the Contractor at no cost to the City.
3.02 RESETTING REMOVED MATERIALS
A. The contractor shall reset the removed materials in a location as shown on the drawings and as approved by the Engineer.
B. Salvage all poles and reset signs on a new pole per COV Standard Drawing 7-07.
PART 4 MEASUREMENT AND PAYMENT
A. The contract price per each for “Salvage Existing Sign and Install New Sign” shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all work involved in removing and salvaging signs as shown on the drawings, technical specifications, standard specifications and as directed by the Engineer.
B. The contract price per each for “Remove and Reset Sign” shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all work involved in removing and resetting signs as shown on the drawings, technical specifications, standard specifications and as directed by the Engineer.
C. All other work required to prepare the site for the proposed improvements shall be considered as included in the prices paid for the various contract items of work involved and no additional compensation will be allowed therefor.
END OF SECTION
Section D
SECTION D.1070 - LINES AND GRADES
PART 1 GENERAL
1.01 SCOPE OF WORK
A. Construction surveys and stakes to establish the lines and grades will be the responsibility of the Contractor and not provided by the Engineer.
B. The Contractor shall furnish stakes and/or marks to establish lines and grades required for the completion of the work as shown on the drawings and as specified in the Standard Specification and these technical specifications. The Contractor shall furnish construction survey and staking equipment and the Contractor shall be solely responsible for maintenance and protection of the survey stakes or marks.
PART 2 MATERIALS
NONE
PART 3 EXECUTION
3.01 CONSTRUCTION STAKING
A. The Contractor will be required to provide stakes or marks in conformance with the requirements in Chapter 12, "Construction Surveys," of the Department's Surveys Manual. The Contractor’s qualified surveyor will provide one set of stakes for the following items:
1) Control Lines
2) Curbs
3) Valley Gutter
4) Grade breaks
5) Drainage Inlets and Manholes
B. Construction stakes are not required for:
1) Pavement Striping
2) Temporary Construction Items
C. Construction stakes or blue tops will be provided at all driveways and grade breaks. Construction stakes will remain in place and be made available to the engineer for inspection of the work. Any additional construction stakes that the Contractor requests shall be placed at the cost of the Contractor.
Damaged or removed stakes shall be replaced per Chapter 12, "Construction Surveys," of the Department's Surveys Manual.
D. Where new concrete and pavement meets existing, conform to existing elevations.
E. The Contractor will be responsible for setting lines and grades for the Section D
execution and completion of the work in accordance with the Drawings and Specifications. The Contractor will be held responsible for all errors in staking discovered during the performance of the work and no additional compensation shall be charged to the City for correction of such deficiency.
F. Staking shall be performed a minimum of 2 working days prior to the time when stakes are required. Stakes will be preserved and made available for the Engineer to verify the lines and grades of the work.
PART 4 MEASUREMENT AND PAYMENT
A. The contract price per Lump Sum for “Construction Staking” shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in construction staking layout, complete in place, including maintenance and replacement of stakes for use by the Engineer, referencing monuments, and filing corner records, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
END SECTION
Section D
SECTION D.1500 - AGGREGATE BASE
PART 1 GENERAL
1.01 SCOPE OF WORK
A. This work shall consist of furnishing, placing and compacting Class 2 aggregate base (rock cushion) as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
PART 2 MATERIALS
2.01 AGGREGATE BASE
A. Aggregate Base shall be Class 2, 3/4-inch maximum aggregate and shall conform to Section 26, “Aggregate Bases,” of the Standard Specifications and these technical specifications.
PART 3 EXECUTION
3.01 GENERAL
A. Prior to excavation for aggregate base section, Contractor shall contact Underground Service Alert for identification of underground facilities, including water, sewer, and storm drain lines.
B. The Contractor shall ensure the sub-base or subgrade is compacted to 95% relative density before placing aggregate base.
3.02 PLACEMENT
A. The aggregate base shall be placed and graded as necessary to conform to grade of proposed surfacing.
3.03 WATERING
A. Contractor shall provide water to moisturize aggregate base rock as necessary to obtain the required compaction.
3.04 COMPACTION
A. The relative density of each layer of compacted aggregate base rock material shall be not less than 95 percent within roadway, including under curb and gutter, and not less than 90 percent within sidewalk areas. Testing shall be as determined by the ASTM D-1557 test method.
B. Compaction testing of the work shall be at the direction of the Engineer.
Initial compaction testing will be the responsibility of the Engineer. However, Section D
the Contractor shall be responsible for all costs associated with the retesting of areas which fail to meet the specified densities.
C. The maximum compacted thickness of any one layer of aggregate base must not exceed 6 inches.
3.05 PORTABLE WATER VEHICLES
A. The Contractor shall provide and operate a portable water vehicle to deliver water for general construction purposes and material moisture conditioning (such as aggregate base rock), for equipment and general dust control. The Contractor shall be continuously prepared to utilize portable water vehicle throughout the course of the project to immediately mitigate airborne dust nuisance.
B. Full compensation for furnishing , hauling and operating a portable water vehicle (such as a water truck), including the water, shall be considered as included in the various contract items of work and no additional compensation will be allowed therefor.
PART 4 MEASUREMENT AND PAYMENT
4.01 MEASUREMENT AND PAYMENT
A. Full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all work involved including transporting, storing, placing, moisturizing, and compacting aggregate base, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer shall be included in the prices paid for the various contract bid items and no additional compensation will be allowed therefor.
END OF SECTION
Section D
SECTION D.1600 - HOT MIX ASPHALT (TYPE A)
PART 1 GENERAL
1.01 SCOPE OF WORK
A. This work shall consist of removal of existing asphalt road surface by way of cold milling, sawcutting, or by use of other equipment as becomes necessary as shown on the drawings, and the overlay of areas of pavement removal as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
B. Throughout all aspects of work involved in this section, Contractor shall provide the necessary equipment and labor to sweep and clean the work areas before allowing traffic to pass and before the end of each work day.
C. Attention is directed to Section D.0900, “Recycling & Waste Management Plan (WMP)” of these technical specifications.
PART 2 MATERIALS
2.01 ASPHALT CONCRETE
A. Hot mix asphalt, related products and paving work shall comply with Section 39, “Hot Mix Asphalt”, of the 2018 Standard Specifications.
B. Hot mix asphalt (HMA) for surface course paving shall be Type A, 1/2-inch aggregate gradation, with bituminous binder of steam-refined paving asphalt of PG 64-10 viscosity.
2.02 TEMPORARY ASPHALT CONCRETE
A. Temporary asphalt concrete shall be at the Contractor’s option either Caltrans approved Type A or B asphalt concrete or asphaltic cutback.
B. If used, Temporary asphaltic cutback shall conform to Bay Area Air Quality Management District's Regulation 8, Rule 15, entitled "Cutback Asphalts." PART 3 EQUIPMENT
3.01 TRANSPORTING EQUIPMENT
A. Transporting equipment shall be end, bobtail or bottom dump trucks. The asphalt concrete mixture shall be transported from the plant to the work site in sealed vehicles, previously cleaned of all foreign materials and shall be covered with canvas or other suitable material approved by the Engineer.
In case oil is used to prevent the adhesion of the mixture to the bed of the vehicle, an excess of oil shall not be permitted. No loads shall be sent out so late in the day as to interfere with spreading and compacting the mixture Section D
during daylight.
B. All trucks transporting HMA shall use approved City Truck Routes. Contact the City for the latest approved routes.
3.02 COMPACTING EQUIPMENT
A. The Contractor shall furnish compacting equipment with capability to obtain a minimum relative asphalt density of 91.0 to 97.0 percent and surface finishing as required by these specifications and Standard Specifications.
3.03 COLD PLANING / GRINDING EQUIPMENT
A. Cold planing machines shall be equipped with a cutter head not less than 36 inches in width and shall be operated so as not to produce fumes or smoke. The cold planing machine shall be capable of planing the pavement without requiring the use of a heating device to soften the pavement during or prior to the planing operation. Cold planing machine shall be a motorized pavement planing machine consisting of tractor unit mounted on hydrostatically driven crawler track assemblies with reclaiming conveyor.
The cutting units shall be direct drum drive. The cutting chamber shall be enclosed and shrouded. The machine shall be equipped with automated depth and slope controls for the cutter assembly. The cutter assembly shall be independent of the main suspension system with reclaiming conveyor.
B. Transporting Equipment - Transporting equipment shall be end or bottom dump trucks. The asphalt concrete mixture shall be transported from the plant to the work site in sealed vehicles, previously cleaned of all foreign materials and shall be covered with canvas or other suitable material approved by the Engineer. In case oil is used to prevent the adhesion of the mixture to the bed of the vehicle, an excess of oil shall not be permitted.
No loads shall be sent out so late in the day as to interfere with spreading and compacting the mixture during daylight.
C. Spreading Equipment - In addition to the requirements in Section 39 of the Standard Specifications, equipment for paving shall be track mounted with automatic side slope of screed. The paver shall be equipped with automatic screed controls and a sensing device or devices that will reproduce the grade in the new asphalt layer within a 0.01-foot tolerance. The asphalt paver shall be equipped with automatic vibration on the screed and the screed shall be solid at full width. The asphalt paver shall be equipped with extended end gates.
D. The use of asphalt windrow pickup spreading machines will be allowed on this project.
E. When paving contiguously with previously laid asphalt, the end of the screed adjacent to the previously laid asphalt shall be controlled by a sensor that responds to the grade of the previously laid asphalt and will reproduce Section D
the grade in the new asphalt layer within a 0.01-foot tolerance. The end of the screed farthest from the previously laid asphalt shall be controlled in the same manner as when placing the previously laid asphalt.
F. Should the methods and equipment furnished by the Contractor fail to produce a layer of asphalt concrete conforming to the requirements, including straightedge tolerance, of Section 39-1.12B, "Straightedge," of the Standard Specifications, the paving operations shall be discontinued, and the Contractor shall modify his equipment or furnish substitute equipment.
G. Should the automatic screed controls fail to operate properly during any day's work, the Contractor may use manual control of the spreading equipment for the remainder of that day, however, the equipment shall be corrected or replaced with alternative automatically controlled equipment conforming to the requirements in this section before starting another day's work.
H. Paving machines smaller and less sophisticated than what is required for placing HMA will be permitted for spreading asphalt in narrow dig outs subject to approval by the Engineer.
I. Compacting Equipment - The Contractor shall furnish a sufficient number of rollers to obtain a minimum relative asphalt density of 97 percent and surface finish required by these specifications.
J. All rollers shall be equipped with pads and water systems which prevent sticking of asphalt mixtures to the pneumatic- or steel-tired wheels. A parting agent that will not damage the asphalt mixture, as determined by the Engineer, may be used to aid in preventing the sticking of the mixture to the wheels. If the contractor chooses to use a parting agent rather than water, the contractor must submit the parting agent product to the Engineer for approval prior to beginning work.
PART 4 EXECUTION
4.01 DRIVEWAY ACCESS
A. Means of vehicular access to all driveways over the work area shall be approved prior to start of work and as directed by the Engineer. Furnishing and installing temporary asphalt transitions and/or steel plates shall be in conformance with Section D.0700 Traffic and Access Control elsewhere in these technical specifications and as directed by the Engineer.
4.02 PROTECTION OF EXISTING FACILITIES AND PROPERTY
A. The Contractor shall contact USA North at 811 or 800-227-2600, in advance so that all utilities are marked prior to beginning sawcutting and demolition work.
B. Care shall be taken so that no vibrations or impacts which may damage Section D
adjoining properties are caused by the demolition and removal of concrete.
All damage to private or public facilities and property during construction is the responsibility of the Contractor to repair at no cost to the City.
Additionally, the Contractor is reminded to provide a continuously available source of dust control during the work.
C. If, during the process of demolition or removal, any of the existing asphalt concrete to remain (and in sound condition free of pre-existing cracking) becomes cracked, chipped or broken during the course of work, it shall be saw cut again to provide a straight edge, and resulting material removed and replaced at the Contractor's expense.
D. Care shall be taken to protect and work around and between existing utility boxes, subsurface utility lines, and traffic sign poles through the course of work involved under this section.
4.03 ASPHALT REMOVAL
A. Where concrete is to be constructed adjacent to existing asphalt pavement, the existing asphalt pavement and underlying roadway material, measured from the concrete edge, shall be sawcut and removed prior to forming of new concrete sidewalk, curb and gutter as shown on the drawings.
4.04 SAWCUTTING
A. Where existing asphalt pavement and roadway base material is to be removed, the section of each area to be removed shall be sawcut full depth with an abrasive type saw to 12 inches away from existing concrete edge or to a distance directed by the Engineer.
B. Sawcutting work shall be accompanied by vacuuming for disposal of slurry waste in accordance with the Water Pollution Control Plan (WPCP).
C. The Contractor shall sawcut neatly and orthogonally and employ appropriate technique and effort to prevent unnecessary lines from being cut past intended boundaries and shall make corrections as directed by the Engineer.
D. The Contractor shall cut on orthogonal neat lines and employ appropriate technique and effort to prevent unnecessary cuts in pavement surfaces to remain, as directed by the Engineer.
4.05 DIGOUT & SURFACE PREPARATION
A. The Contractor shall notify the Engineer a minimum of 48 hrs. in advance for a field meeting, in order for the Contractor to mark the limits of existing asphalt removal (digouts and cold planing) under the direction of the Section D
Engineer.
B. The Contractor shall coordinate scheduling to notify Underground Service Alert (USA) for identification of utilities with the various areas of work.
C. Exposed ground remaining after removal of existing pavement material shall be cleared of organic material and debris and thoroughly compacted to the satisfaction of the City Inspector.
D. The surrounding street surface shall be cleaned and free of all deleterious and loose material prior to beginning installation of the new pavement section.
E. All patch work and cold pavement planing shall be completed prior to pavement surface cleaning.
G. Existing weeds and vegetation within the area of work shall be removed prior to paving operations.
4.06 COLD PLANE ASPHALT CONCRETE PAVEMENT
A. Existing asphalt concrete pavement shall be cold planed at the locations and to the dimensions shown on the drawings and as directed by the Engineer. Planing asphalt concrete pavement shall be performed by the cold planing method. Planing of the asphalt concrete pavement shall not be done by the heater planing method. Cold planing shall include removal of existing asphalt concrete and aggregate base to the depths shown on the drawings.
B. All material planed from the roadway surface, including material deposited on or beyond sidewalks, in existing gutters or on the adjacent traveled way, shall be removed and disposed of outside the right of way in accordance with the provisions of Section 14-10, “Solid Waste Disposal and Recycling” and Section D.0900 “Recycling & Waste Management Plan (WMP)” of these technical specifications. Removal operations of cold planed material shall be concurrent with planing operations and follow within 50 feet of the planer, unless otherwise directed by the Engineer. All planed material will be removed to the Engineer’s satisfaction by the end of each work day.
C. Existing asphalt concrete left in place around the utility covers as a result of lifting the drum of the grinder shall be ground or removed by other means to the depth and shape as indicated on the drawings, and as directed by Engineer and no additional payment will be made therefor. Planed widths of pavement shall be continuous unless otherwise shown on the drawings or directed by the Engineer.
D. The material remaining in place, after removing surfacing and base material to the required depth shall be graded to a plane, watered and compacted to Section D
a relative density of 95 percent as determined by California Test 375. The finished surface of the remaining material shall not extend above the grade established by the Engineer.
E. The City has indicated on the drawings the locations of all utility covers of which it has knowledge. The City assumes no liability for loss of time or for repair of equipment damaged due to any visible or buried objects not shown on the drawings.
F. The outside lines of the planed area shall be neat and uniform. Planing asphalt concrete pavement operations shall be performed without damage to the surfacing to remain in place. Planed widths of pavement shall be continuous unless otherwise shown on the drawings or directed by the Engineer.
G. Contractor shall coordinate the paving back of cold milled areas within same working day if practicable to avoid leaving uneven pavement surfaces and protruding utilities.
H. Where transverse joints are planed into the pavement at conforms no drop-off shall remain between the existing pavement and the planed area when the pavement is opened to public traffic. If asphalt concrete has not been placed to the level of existing pavement before the pavement is to be opened to public traffic a temporary asphalt concrete taper shall be constructed. Asphalt concrete for temporary tapers shall be placed to the level of the existing pavement and tapered on a slope of 30:1 or flatter to the level of the planed area or as shown on the drawings and specified by the Engineer.
I. Operations shall be scheduled such that not more than 2 days shall elapse between the time when existing surfacing is planed and the permanent surfacing is placed.
4.07 PAVING PREPARATION
A. Exposed ground remaining after removal of existing pavement material shall be cleared of organic material and debris, and compacted to 95% relative compaction.
B. The surrounding street surface shall be cleaned and free of all deleterious and loose material.
C. A paint binder (tack coat) shall be applied to all vertical surfaces of existing pavement, curbs, gutters, and construction joints against which HMA is to be placed, and to existing pavement to be surfaced., including leveling courses, and transverse and longitudinal joints of layers placed the same day and to other surfaces designated in the drawings and by the Engineer prior to placing a new asphalt surfacing on it. Prior to the application of paint binder (tack coat), the street shall be cleaned to the satisfaction of the Engineer. Full compensation for supplying and placing tack coat shall be Section D
considered as being included in the contract prices paid for asphalt concrete and no separate payment will be made therefor.
D. The area to which paint binder has been applied shall be closed to public traffic. Care shall be taken to avoid tracking binder material onto existing pavement surfaces beyond the limits of construction. Paint binder and asphalt concrete tracked onto existing pavement surfaces, including but not limited to Portland cement concrete curb, gutter and sidewalk, shall be cleaned to the satisfaction of the Engineer.
E. The Contractor shall schedule his paving operations such that each layer of asphalt concrete is placed on all contiguous lanes of a traveled way each work shift. At the end of each work shift, the distance between the ends of the layers of asphalt concrete on adjacent lanes shall not be greater than 10 feet nor less than 5 feet. Additional asphalt concrete shall be placed along the transverse edge at the end of each lane and along the exposed longitudinal edges between adjacent lanes, hand raked, and compacted to form temporary conforms. Kraft paper, or other approved bond breaker, may be placed under the conform tapers to facilitate the removal of the taper when paving operations resume.
F. Before placing the layer adjacent to cold transverse construction, such joints shall be trimmed to a vertical face and to a neat line. Transverse joints shall be tested with a 12-foot straightedge and shall be cut back as required to conform to the requirements specified in Section 39 of the Standard Specifications. Longitudinal joints shall be trimmed to a vertical face and to a neat line if the edges of the previously laid surfacing are, in the opinion of the Engineer, in such a condition that the quality of the completed joint will be affected.
4.08 TRANSPORTING ASPHALT CONCRETE
A. The asphalt concrete mixture shall be transported from the plant to the work in tightly enclosed vehicles, previously cleaned of all foreign materials and shall be covered with canvas or other suitable material approved by the Engineer. In case oil is used to prevent the adhesion of the mixture to the bed of the vehicle, an excess of oil shall not be permitted. No loads shall be sent out so late in the day as to interfere with spreading and compacting the mixture during daylight.
B. All trucks transporting HMA shall use approved City Truck Routes. Contact the City for the latest approved routes.
4.09 FINISHING OF PAVEMENT
A. Additional asphalt concrete surfacing material shall be placed along the edge of the surfacing at private drives, hand raked, if necessary, and compacted to form smooth tapered conforms. Asphalt concrete placed in layers less than 0.15-foot in compacted thickness or widths of less than five (5) feet shall be spread and compacted with the equipment and by the Section D
methods specified in Section 39 of the Standard Specifications. Full compensation for furnishing all labor, tools and equipment and for doing all the work necessary to hand rake said conforms shall be considered as included in the contract prices paid per ton for the various contract items of HMA paving and no additional compensation will be allowed therefor.
B. Placing of the asphaltic concrete adjacent to the lips of gutters shall be such that a rise above said lips of 1/4 inch shall remain after compaction.
C. Compacting shall be performed in such a manner that cracking, shoving, or displacement will be avoided. The motion of the compacting equipment shall at all times be slow enough to avoid displacement of the hot mixture and any displacement occurring as a result of reversing the direction of the compacting equipment or from any other cause shall at once be corrected by the use of rakes and of fresh mixture where required. The contact surface of the compacting equipment shall be properly moistened to prevent adhesion of mixture, but an excess of water or other materials shall not be permitted.
D. The completed surface shall be thoroughly compacted, smooth, and true to grade and cross section, free from ruts, humps, depressions or irregularities.
E. Any ridges, indentations or other objectionable marks left in the surface of the asphalt concrete by equipment shall be eliminated by rolling or other means. The use of any equipment that leaves ridges, indentations or other objectionable marks in the asphalt concrete shall be discontinued and other acceptable equipment shall be furnished by the Contractor.
F. If the finished surface of the asphalt concrete does not meet the specified surface tolerances, it shall be brought within tolerance by either (1) abrasive grinding (with fog seal coat on the areas which have been ground), (2) removal and replacement, or (3) placing an overlay of asphalt concrete.
The method will be selected by the Engineer. The corrective work shall be completed at the Contractor's expense.
G. If abrasive grinding is used to bring the finished surface to specified surface tolerances, additional grinding shall be performed as necessary to extend the area ground in each lateral direction so that the lateral limits of grinding are at a constant offset from, and parallel to the nearest lane line or pavement edge, and in each longitudinal direction so that the grinding begins and ends at lines normal to the pavement centerline, within any ground area. All ground areas shall be neat rectangular areas of uniform surface appearance
H. Public traffic shall be permitted the use of the street area providing that such traffic does not interfere with the continuity of the paving operations. When street work operations are suspended, all equipment shall be removed from the portions of the streets that are to be used by public traffic. Where work is unfinished at a pedestrian crosswalk at the end of a working day, the edge Section D
of the paved surface to said crosswalk shall be feathered to provide a smooth pathway for foot traffic. The pavement shall be protected from traffic until thoroughly cooled and set.
I. Finishing roadway shall conform to Section 22 of the Standard Specifications. The entire roadway and right-of-way shall be left in a neat and presentable condition to the satisfaction of the Engineer.
4.10 TEMPORARY ASPHALT
A. Temporary asphalt shall be placed at the direction of the Engineer.
B. Temporary asphalt concrete shall be at the Contractor’s option either Caltrans approved Type A or B asphalt concrete or asphaltic cutback.
C. Asphalt concrete for temporary tapers shall be commercial quality and may be spread and compacted by any method that will produce a smooth riding surface. Temporary asphalt concrete tapers shall be completely removed, including the removal of all loose material from the underlying surface, before placing the permanent surfacing. Such removed material shall be disposed of outside the right of way in accordance with the provisions of Section 14-10, “Solid Waste Disposal and Recycling”.
D. Additional asphalt concrete shall be placed along the transverse edge at the end of each lane and along the exposed longitudinal edges between adjacent lanes, hand raked, and compacted to form temporary conforms.
Kraft paper, or other approved bond breaker, may be placed under the conform tapers to facilitate the removal of the taper when paving operations resume.
E. Asphalt concrete for temporary tapers shall be placed to the level of the existing pavement and tapered on a slope of 20:1 or flatter to the level of the planed area.
PART 5 MEASUREMENT AND PAYMENT
5.01 MEASUREMENT AND PAYMENT
A. Full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in removing and placing asphalt concrete, complete in place, including hot mix asphalt, tack coat, asphaltic emulsion (paint binder), compaction, hauling, cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer shall be included in the prices paid for the various contract bid items and no additional compensation will be allowed therefor.
B. Full compensation for furnishing labor, materials, and equipment for installing means of vehicular access across open asphalt excavations at Section D
driveway entrances by end of work day, including temporary asphalt transitions shall be considered as included in the lump sum price paid for “Temporary Traffic Control”, and no separate payment will be made therefor.
C. Full compensation for furnishing a parting agent shall be considered as included in the contract price paid for the various contract items of work involved and no additional compensation will be allowed therefor.
D. Full compensation for field coordination, including administration, labor, materials and field time required to coordinate with the City to mark the exact limits of asphalt removal, to measure quantities jointly in the field, to review incidental construction problems, punch list review meetings, and coordination with USA for identification of utilities within work areas shall be considered as included in the prices paid for the various contract items of work involved and no additional compensation will be allowed therefor.
E. Full compensation for furnishing all labor, materials, tools, equipment and incidentals and for doing all the work for surface cleaning shall be considered as included in the contract unit prices paid for the various items of work and no additional compensation will be allowed therefor.
F. Quantities of materials wasted or disposed of in a manner not called for under the Contract, or rejected loads of material, including material rejected after it has been placed by reason of the failure of the Contractor to conform to the provisions of the Contract, or material remaining on hand after completion of the work, will not be paid for. No compensation will be allowed for hauling and disposing of rejected material.
G. The contract price paid per square foot for “Cold Mill 0.2’ Depth” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in removing and disposing of asphalt concrete and parking wheel blocks, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
H. The contract price paid per square foot for “Cold Mill 0.17’ Depth” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in removing and disposing of asphalt concrete and parking wheel blocks, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
I. The contract price paid per ton for “1/2” HMA Type A” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing ½” HMA Type A including cleanup, and other incidental work, as shown on the drawings, Section D
as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
J. The contract price paid per square foot for “Dig Out (Contingent)” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing aggregate base and ½” HMA Type A including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
K. The contract price paid per each for “Remove and Replace Speed Bump (with Striping)” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in removing and replacing speed bump including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
Contract items in this section requiring measurement may not be paid until Contractor has coordinated a field meeting to complete measurement of respective work items jointly with the City.
END OF SECTION
Section D
SECTION D.1700 - CONCRETE
PART 1 GENERAL
1.01 SCOPE OF WORK
A. This work may consist of sawcutting, demolition and removal of existing Portland Cement Concrete (PCC or “concrete”) hardscape, excavation and removal of existing ground materials, grading and compaction of subgrade and imported aggregate base rock, concrete construction for utility adjustments, and related items of work of the form and dimensions as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
B. Concrete work shall conform to Section 73, “Concrete Curbs and Sidewalks”, and Section 90, “Concrete”, of the Standard Specifications and these technical specifications.
C. Attention is directed to Section D.0900, “Recycling & Waste Management Plan (WMP)” of these technical specifications.
1.02 SUBMITTALS
A. Concrete Mix Design - The proportions of the concrete materials in the mix shall be the responsibility of the Contractor. At least 14 days prior to placement of concrete, the Contractor shall submit the concrete mix design and compression test reports to the City for approval. Mixture proportions shall include dry weights of cement, saturated surface-dry weights of fine and coarse aggregates and quantities, type and name of admixture (if any) and quantity of water in cubic yards of concrete. All material included in the mixture proportions shall be of the same type and from the same sources as will be used on the project. No admixture containing chloride shall be used.
B. Lamp Black - Manufacturer product data for lamp black to be integrated with concrete mix.
C. Curing Method / Compound – Comply with Section 90 of the Standard Specifications.
PART 2 MATERIALS
2.01 CONCRETE
A. Concrete Mix Requirements:
1. Portland Cement Content: 590lbs. minimum per cubic yard, Type I/II
2. Compressive Strength: 3000 psi minimum at 28 days
3. Water / Cement Ratio: 0.50 maximum
Section D
4. Slump: 3.5” maximum
5. Lamp Black: 1 lb. per cubic yard
In the event the desired compressive strength is not attained, the Contractor shall remediate deficient concrete as directed by the Engineer at no additional cost to the City.
B. Aggregate for concrete shall conform to the grading for 1-inch maximum combined aggregate as set forth in Section 90 of the Standard Specifications.
C. Mortar used in modifying manhole base shall conform to the provisions in Section 51-1.02F, "Mortar" of the Standard Specifications.
2.02 REINFORCING STEEL BARS
A. Reinforcing steel bars shall be of Grade 40 or higher and conform to Section 52, “Reinforcement”, of the Standard Specifications. Tie wire shall be 18- gauge steel.
2.03 AGGREGATE BASE
A. Aggregate base shall conform to Section D.1500 “Aggregate Base” of these technical specifications.
2.04 HOT MIX ASPHALT
A. Hot mix asphalt for AC overcuts shall conform to Section D.1600, “Hot Mix Asphalt (Type A)” of these technical specifications.
PART 3 EXECUTION
3.01 DEMOLITION AND REMOVAL OF EXISTING CONCRETE AND GROUND A. PROTECTION OF EXISTING FACILITIES AND PROPERTY
1. The work performed in connection with various existing facilities shall conform to the provisions in Section 15, “Existing Facilities,” Section 5-
1.36, “Property and Facility Preservation,” Section 7-1.05, “Indemnification,” and Section 7-1.06, “Insurance,” of the Standard Specifications, as well as these technical specifications.
2. The Contractor shall protect from damage any utilities and other existing facilities, including but not limited to surrounding landscape features, irrigation systems, concrete, ground cover, vegetation, fences, and retaining walls, which are to remain in in place.
3. The Contractor shall contact USA North at 811 or 800-227-2600, in advance so that all utilities are marked prior to beginning saw cutting and Section D
demolition work.
4. Care shall be taken so that no vibrations or impacts which may damage adjoining properties are caused by the demolition and removal of concrete. All damage to private or public facilities and property during construction outside the limits of concrete to be replaced is the responsibility of the Contractor to repair at no cost to the City.
5. If, during the process of demolition or removal any concrete to remain becomes cracked, chipped or broken, it shall be sawcut at the nearest score mark, removed and replaced at the Contractor's expense.
6. Care shall be taken to protect and work around and between existing utility boxes, subsurface utility lines, and traffic sign poles through the course of work involved under this section.
B. SAWCUTTING
1. Sawcuts shall be made on the nearest expansion or weakened plane joint or score line, or as directed by the Engineer. Sawcuts must go entirely through concrete. Cut concrete shall be removed without damaging the concrete that is to remain in place, or any other structures or improvements adjacent to the cut concrete.
2. The Contractor shall sawcut neatly and orthogonally and employ appropriate technique and effort to prevent unnecessary lines from being cut past intended boundaries and shall make corrections as directed by the Engineer.
3. Where no joint exists between concrete to be removed and concrete to remain in place, the concrete shall be cut on a neat line to a minimum depth of 4-inches with a power-driven saw before the concrete is removed.
C. REMOVAL AND DISPOSAL
1. Existing concrete to be removed shall be completely removed and disposed of in conformance with the provisions in Section 14-10, “Solid Waste Disposal and Recycling,” and Section 15-3, “Concrete Removal”, of the Standard Specifications and Section D.0900 “Recycling & Waste Management Plan (WMP)” of these technical specifications, as shown on the drawings, and as directed by the Engineer.
2. The Contractor shall remove existing facilities which interfere with construction as shown on the drawings. Removed facilities shall be disposed of, salvaged, relaid, reset, relocated, or reconstructed as specified in the Standard Specifications and these technical Section D
specifications.
3. The work involving concrete removal shall include excavation to the depth necessary to provide the specified thickness of aggregate base and the removal and disposal of ground material.
4. Where concrete is removed adjacent to existing asphalt pavement, a minimum of 12-inches in width of the existing asphalt pavement measured from the concrete edge and 6-inches minimum of material in depth shall be sawcut and removed.
5. Broken concrete, asphalt, tree roots, earth and all other incidental debris required to be removed will become the property of the Contractor.
6. All material removed shall become the property of the Contractor and shall be recycled or disposed of outside the street right of way in accordance with the provisions of Section 14-10, “Solid Waste Disposal and Recycling”, and Section 15-3, “Concrete Removal” of Standard Specifications and these technical specifications.
3.02 LAYOUT, GRADING AND GROUND PREPARATION
A. The Contractor shall be responsible for determining the depths and slopes to excavate in addition to performing layout for grading elevations and concrete formwork based on existing adjacent sidewalk, curb and gutter, or other surfaces, in order to correctly install the finished concrete products specified in the Contract Documents.
In addition to layout and grading, included in the work scope of this section is compaction of subgrade and supply, placement, grading and compaction of the Class 2 aggregate base rock cushion in preparation for concrete work. All subgrade shall be compacted to a relative compaction of 95%.
3.03 SAFETY AND PUBLIC CONVENIENCE
A. Any open sidewalk, curb ramp and roadway excavations shall be secured with barricades with attached flashing beacons and caution tape, delineators or any other devices to adequately protect the public.
B. Adequate sidewalk closure and roadway warning signs shall be installed and as directed by the Engineer.
C. Within practicability and for public convenience, concrete work at intersections shall be scheduled for removal by the Contractor so that one side of the more heavily trafficked road is not excavated within 100 feet of the intersection prior to the other side having been completed with new concrete.
3.04 DRAINAGE AND MOISTURE MITIGATION
Section D
A. Existing drainage patterns shall be verified and maintained by Contractor with installation of all new concrete construction.
B. Where the installation of curb and gutters or sidewalks may adversely affect existing drainage patterns, such areas shall be immediately brought to the Engineer's attention.
C. Open excavations shall be covered and protected from rain and surrounding surface runoff in order to minimize excessive ground moisture saturation.
Ground moisture saturation and ponding caused by unchecked rain and surface runoff shall be mitigated at the Contractor’s expense per the direction of the City representative.
3.05 CURB AND GUTTER AND SIDEWALK
A. Curb and gutter and sidewalk shall conform to the project drawings, City of Vallejo Standard Drawing No. 3-10 titled "Curb, Gutter, and Sidewalk", and these technical specifications.
3.06 DOWEL INSTALLATION
A. Dowel installation shall conform to City of Vallejo standard detail titled "Standard Curb, Gutter, and Sidewalk Doweling Detail", Drawing No. 3-8.
Holes shall be drilled into existing improvements at the locations shown on the above detail, to a depth equal to one-half of the length of the dowel to be installed. Dowel shall be epoxy anchored into drilled hole. New concrete shall be poured around the exposed half of the dowel.
3.07 DETECTABLE WARNING SURFACE
A. Detectable Warning Surface installation shall conform to the project drawings, and the City of Vallejo Standard Specifications and Drawings and these technical specifications.
3.08 FORMS
A. The suitability of form material for each application is left to the discretion of the Inspector.
B. The Contractor shall form around trees and power poles encroaching into the sidewalk as directed by the Inspector.
C. All forms and construction debris are to be removed within three working days after concrete is poured.
3.09 EXPANSION JOINTS
Section D
A. Expansion joints shall be placed between public walks and driveways and where private walks and private driveways abut public walks and shall conform to the project drawings, City of Vallejo standard detail titled "Expansion and Other Joint Details", Drawing No. 3-9, these technical specifications, and as directed by the Engineer.
B. Expansion joint material shall be pre-molded fillers 3/8-inch thick, by 4 inches wide by the length of the abutting concrete structure.
3.10 PRE-INSPECTION
A. No concrete shall be poured until the Engineer has inspected and approved the grading, forms, and dowels.
3.11 SCORE MARKS AND CONTROL JOINTS
A. Score markings shall be placed every four linear feet transversely along the sidewalk. Score markings shall match as nearly as possible those in adjacent existing curbs, gutters and sidewalks or shall be placed as directed by the Engineer.
B. Deep joints shall be placed every 12 linear feet transversely along the sidewalk, curb and gutter, and shall be one quarter the depth of the concrete or one inch minimum. Weakened plane joints shall be placed at the beginning and the ending of a return, as shown on the City of Vallejo Standard Detail 3-09 and 3-11.
C. Construct all score marks and control joints properly aligned perpendicularly with the face of curb.
3.12 CONCRETE SURFACE FINISH
A. The concrete surface finish shall be a medium-bristled broom finish, of uniform roughness and coloration.
3.13 CONCRETE PROTECTION
A. The Contractor shall protect the newly placed concrete from damage, disfiguration or vandalism. Damaged, disfigured or vandalized areas shall be refinished or replaced at the direction of the Engineer.
B. The method of refinishing must be approved by the Engineer.
3.14 ACCEPTANCE OF CONCRETE
A. Acceptance of the finished product will be the decision of the Engineer.
B. Cracking - New areas of concrete containing a group of numerous cracks or any number of opened or spalling cracks shall be removed and replaced Section D
at the direction of the Engineer. Crack patching is not allowed.
C. Rough Finishes – New areas of concrete with rough, granular or bumpy finishing, shall be removed and replaced at the direction of the Engineer.
D. Discoloration – Spots, stains or variations in the concrete color deemed by the Engineer to be unsightly shall be repaired or removed and replaced at the direction of the Engineer.
E. Defaced (or vandalized) concrete shall be replaced at the direction of the Engineer.
3.15 TOPSOIL BACKFILLING
A. Contractor shall backfill voids where new concrete meets existing dirt or landscaped ground within three working days after concrete has been poured, especially along planter strips, front yards and behind new curb ramps and sidewalk, with approved topsoil.
B. Contractor shall create a smooth grade and transition to new concrete not to exceed a maximum slope of 5:1 unless approved by the Engineer.
C. The topsoil backfill shall be placed and compacted so that finished grade is 1 inch below surface of concrete edge.
3.16 LANDSCAPE RESTORATION
A. Landscape groundcover, decorative rock, grass, borders or other landscaping materials shall be replaced equivalently or better than preexisting conditions as much as is practicable and reasonable. Irrigation systems shall also be repaired and restored to pre-existing function.
3.17 CLEANUP
A. Cleanup shall occur on a daily basis. No construction debris of any kind is to be left on site overnight. Lawns and planter strips adjacent to the work area shall be kept clean and free of all types of debris. The sidewalk and street are to be swept at the direction and to the satisfaction of the City representative.
B. After backfilling has been completed, cleanup shall occur so that the site is cleared to the same condition as before construction commenced.
PART 4 MEASUREMENT AND PAYMENT
A. Full compensation for aggregate base used for the construction of miscellaneous concrete items of work, including aggregate base used below asphalt concrete overcut adjacent to curb ramp and curb and gutter, Section D
shall be considered as included in the prices paid for the various contract items of work involved and no additional compensation will be allowed therefor.
B. Full compensation for complying with the other requirements of the above provisions, including securing a dump site and method of recycling concrete and asphalt, hauling, removing, disposing of or stockpiling materials, shall be considered as included in the prices paid for the various contract items of work involved and no additional compensation will be allowed therefor.
C. Full compensation for removing aggregate base and other materials as part of this work shall be included in the prices paid for the various contract items of work involved and no additional compensation will be allowed therefor.
D. Full compensation for sawcutting existing concrete as part of this work shall be included in the prices paid for the various contract items of work involved and no additional compensation will be allowed therefor.
E. The contract price paid per square foot for “Remove Sidewalk, Driveway, and Curb Ramps” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in removing and disposing of concrete sidewalk, driveway, and curbramps, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
F. The contract price paid per linear foot for “Remove Standard Curb and Gutter” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in removing and disposing of concrete curb and gutter, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
G. The contract price paid per linear foot for “Remove 8.5’ Curb and Gutter” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in removing and disposing of concrete curb and gutter, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
H. The contract price paid per linear foot for “Remove Concrete Curb, Apron and Valley Gutter” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in removing and disposing of concrete curb, gutter, apron, and valley gutter, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
Section D
I. The contract price paid per square foot for “Minor Concrete – Sidewalk and Driveway” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing concrete work for concrete sidewalk, concrete pad, concrete pedestrian path, concrete landing, and concrete driveway including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
J. The contract price paid per linear foot for “Minor Concrete – Standard Curb and Gutter” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing concrete curb and gutter, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
K. The contract price paid per each for “Minor Concrete – Install Curb Ramp” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing concrete curb ramps and pedestrian paths, cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
L. The contract price paid per linear foot for “Minor Concrete – 8.5’ Curb and Gutter” include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing concrete curb and gutter, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
M. The contract price paid per linear foot for “Minor Concrete – Low Profile Curb and Gutter” include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing low profile concrete curb and gutter, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
N. The contract price paid per linear foot for “Minor Concrete – Concrete Curb, Gutter, Apron and Valley Gutter” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing concrete curb, gutter, apron, and valley gutter, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
Section D
Contract items in this section requiring measurement may not be paid until Contractor has coordinated a field meeting to complete measurement of respective work items jointly with the City.
END OF SECTION
Section D
SECTION D.1800 - ADJUSTING UTILITY COVERS AND OTHER FACILITIES PART 1 GENERAL
1.01 SCOPE OF WORK
A. This work includes temporarily removing or lowering existing street water valve and monument boxes and sewer cleanouts and manholes ("utility covers") and raising to new grade. This adjustment work includes removal and disposal of existing concrete collars and re-installation ("raising") to new grade per details on the drawings, with installation of a sand cushion under new monument concrete collars and concrete sub-collar if none exists.
B. This work includes installing new water valve, water meter, sewer clean out, electrical pullboxes, PG&E boxes and monument boxes ("utility covers") and adjusting to new grade.
C. Additionally, this work includes providing all associated traffic control and during concrete curing.
D. Recycling - The Contractor shall be responsible for all aspects of recycling all asphalt concrete, Portland cement concrete, aggregate base rock and subgrade soil removed as a result of doing the required work and comply with Section D.0320 - Recycling & Waste Management Plan (WMP). For this section, recycling means the reuse of material in another manufactured product or reuse as some form of building or paving material. Reuse by an established recycling firm is an acceptable method of recycling, subject to approval by the Engineer. Use as daily cover material in a landfill is also an acceptable method of recycling.
PART 2 MATERIALS
2.01 UTILITY COVERS/BOXES
A. Utility covers/boxes shall be of the type and quality specified in the Vallejo Sanitation and Flood Control District Standard Specifications, latest edition and in the City of Vallejo Regulations and Specifications for Public Improvements, latest edition. All other utility covers/boxes shall be of the type and quality as specified by the owner.
B. Submittals - The Contractor shall submit without charge, samples of the lid labels, certificates of compliance for utility boxes, lids, and other facilities as requested. The submittals shall be approved by the Engineer prior to the installation.
2.02 PORTLAND CEMENT CONCRETE
A. Concrete Mix Requirements:
Section D
1. Portland Cement Content: 800lbs per cubic yard of concrete mix
2. Aggregate: 1-inch maximum combined grading per Section 90 of the latest Standard Specifications.
3. Compressive Strength: 3,500 psi in 3 days.
4. Water / Cement Ratio: 0.45 maximum
5. Slump: 4” maximum
6. Color: integrated black iron oxide at 5% of weight of cement (40lbs. per cubic yard of concrete mix)
2.03 REINFORCING STEEL BARS (REBAR)
A. Rebar must be of Grade 40 or higher and conform to Section 52 of the Standard Specifications. Tie wire must be of 18 gauge steel.
2.04 CONSTRUCTION SAND
A. Construction sand shall be clean and washed conforming to ASTM C33 with 90 to 100 passing a No. 4 U.S. Standard Sieve and not more than 5 percent passing a No. 200 U.S. Standard Sieve.
2.05 CONCRETE CURING COMPOUND
A. Concrete curing compound must conform to Section 90 of the Standard Specifications.
2.06 GRADE RINGS
A. Grade rings must be fabricated in concrete in accordance with ASTM C478 and no more than 6 inches in thickness.
2.07 MORTAR
A. Mortar for coating grade rings must be premixed in accordance with ASTM C387, or proportion 1 part Portland cement to 2 parts clean, well-graded sand that will pass a 1/8-inch screen.
2.08 WATERPROOF COATING
A. The waterproof coating applied to mortar on grade rings must be by XYPEX Crystalline Waterproofing by Guaranteed Waterproofing and Construction, Brushbond, or Weatherguard by P-20 or P-40 by Thoroc, Res-X Sodium Silicate by Burke, or approved equal.
Section D
PART 3 EXECUTION
3.01 UTILITY COVERS/BOXES WITHIN P.C.C. CONCRETE
A. General - All existing utility covers/boxes, including manhole covers, within the sidewalk, valley gutter, curb and gutter as well as behind the back of sidewalk shall be installed to final grade by the Contractor.
B. Protection - All surface structures shall be preserved from coverings and no concrete shall be permitted to seal or fill the texture or joints of any utility structure.
3.02 PROTECTION OF UTILITIES AND SAFETY
A. Contact Underground Service Alert (USA) for identification of utilities around the various areas work involved with this section.
B. Each utility cover temporarily removed or lowered by the Contractor shall be protected and maintained in same or better condition than was existing at the time the work began. If temporarily removed from the street or sidewalk, the Contractor shall store them in a safe and enclosed location.
Any utility boxes, frames or covers lost or missing shall be replaced as new at the sole expense of the Contractor.
C. When utilities and their respective risers will be exposed due to surrounding excavation and removal of material, they must be secured and protected for stability and from surrounding equipment.
D. Contractor shall establish and exercise permit-required confined space entry procedures per OSHA regulations, prior to opening manhole covers and provide a copy of the permit to the City prior to starting the work.
E. Construction warning devices and signs must be installed at work locations during concrete curing time or where required by City, warning motorists of upcoming objects in the roadway.
3.03 LOWERING WATER VALVE / UTILITY BOXES / SEWER CLEANOUTS AND
MANHOLE RIMS
A. Water valve / utility boxes / sewer cleanouts and manhole rims must be temporarily removed or lowered prior to roadway pavement removal or cold milling and to the proper depth necessary to avoid damage from removal and paving equipment during construction operations.
B. Lowering must include demolition, removal and disposal of existing concrete collars and earth materials, and furnishing and installing temporary backfill, protective materials and coverings to prevent debris from entering Section D
the openings. The surface of the backfill material must be sound and free of debris.
3.04 REFERENCING AND MARKING
A. The Contractor shall "tie-out" utilities and be responsible for creating and maintaining reference points in order to locate covered water valve / utility boxes and manhole rims in order to re-install them to the new pavement grade.
B. The Contractor shall contact the Inspector and schedule establishment of said utility reference points in presence of Inspector.
C. Any reference points marked within the existing roadway must be done in black or white marker as small as possible for legibility. If directed by Engineer, reference point markings must be removed after project completion without damaging existing concrete or pavement.
D. After temporary backfilling and covering, water valve locations must be marked on street with encircled ‘X’s and labeled with “WV” in blue marking paint and manhole locations encircled and labeled “MH” in green marking paint, and marked again as such immediately after each course of paving.
3.05 RAISING WATER VALVE / UTILITY BOXES AND MANHOLE RIMS A. Water valves must be raised to new grade within four working days after surface-course paving has been completed. The Contractor shall be subject to liquidated for failure to complete raising of utility covers as shown on drawings.
B. Prior to pouring concrete collars, existing earth material and a 2" thickness of aggregate base rock must be compacted or tamped to provide a firm base.
C. For areas where the utility boxes and manholes are close together and the concrete collars overlap each other, the Contractor must adjust the concrete collar shape by forming tangent lines from each of the concrete collars and combining them into a single pour.
D. Unnecessary openings created in new asphalt pavement due to inadequate utility referencing and locating efforts shall be repaired as directed by the Engineer, and shall be subject to nonpayment for each respective utility that was attempted to be located.
3.06 MAINTENANCE AND CLEANING OF FACILITIES
A. Contractor shall maintain all water valves in the project area so that they are accessible to the City for the duration of the project with valve nuts Section D
exposed. Should the water valves or valve nuts become inaccessible to the City, the Contractor shall make the water valves accessible within 24 hours after the City’s request.
B. All water valve / utility boxes and manhole frames and covers must be made clean of any debris or markings after raising to new grade. Any damaged or defaced boxes, castings or tracer wires must be replaced at the Contractor’s expense and in accordance with the respective owner’s requirements.
C. The Contractor shall vacuum-clean and dispose of all pre-existing or new debris from utility interiors after raising to new grade.
3.07 INSPECTION
A. The Contractor shall notify the Inspector at least 48 hours in advance of scheduled concrete pouring time.
B. Upon completion of raising of the various utility boxes and manhole rims, the Contractor shall walk through project with the Inspector and show that water valve nuts are exposed and accessible, and that utility box and manhole interiors are clear of any pre-existing or new debris. The Inspector shall be notified at least 48 hours in advance of schedule walk-through.
C. Contractor shall provide traffic control and safety equipment necessary to carry-out inspections and to open the various facilities for viewing.
3.08 CONCRETE FINISH
A. Concrete collars must have a medium-bristled broom finish in a concentric pattern.
3.09 ACCEPTANCE OF CONCRETE COLLARS
A. Acceptance of the finished concrete collars will be the decision of the Engineer.
B. Cracking – Concrete collars containing numerous cracks, any number of opened cracks, chipping or spalling must be removed and replaced at the direction of the Engineer. Coating over cracks or crack sealing will not be allowed.
C. Rough Finishes – Rough, granular or bumpy finishes must be removed and replaced at the direction of the Engineer.
D. Defaced or vandalized concrete collars must be restored or replaced at the direction of the Engineer.
Section D
PART 4 MEASUREMENT AND PAYMENT
A. The contract price paid per each for “Adjust New Utility Covers to Grade in PCC” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing new utility covers to grade in concrete, cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
A. Payment for “Lower and Raise Manhole” shall be made at the Contract unit price per each water valve, monument, manhole rim lowered and raised to grade. The Contract unit price shall include full compensation for furnishing and setting traffic control devices, flaggers, excavating, removing and properly disposing of the existing concrete collars and asphalt concrete, compacting ground base, aggregate base cushion, for furnishing and installing concrete collar, grade rings, mortar, coating, clean-up, and for furnishing all materials, labor, tools, equipment and incidentals, and for doing all work involved, complete, in place, as shown on the drawings, specified in the Contract Documents, and as directed by the Engineer.
B. All other aspects of conforming to the requirements of this section and related utility notations shown on the drawings shall be considered as included in the prices paid for the various Contract bid items of work and no additional compensation will be made therefor.
END OF SECTION
Section D
SECTION D.1900 - SIGNING, STRIPING AND PAVEMENT MARKING PART 1 GENERAL
1.01 SCOPE OF WORK
A. Traffic striping, pavement markings and pavement markers shall conform to the provisions in Sections 84, “Traffic Stripes and Pavement Markings,” and 85, “Pavement Markers,” of the Standard Specifications and these technical specifications. Temporary pavement delineation shall conform to the provisions in Section 12-3, “Traffic-Handling Equipment and Devices,” of the Standard Specifications and these technical specifications. Nothing in these technical specifications shall be construed as reducing the minimum standards specified in the California MUTCD or as reliving the Contractor from the responsibilities specified in Section 7-1.04, “Public Safety,” of the Standard Specifications.
PART 2 MATERIALS
2.01 GENERAL
A. All materials whether temporary or permanent shall conform to the Caltrans Standard Specifications and California MUTCD.
B. Certificates of compliance shall be furnished for all signing and delineation materials and products in this section including but not limited to temporary pavement delineation materials, temporary reflective raised pavement markers, thermoplastic pavement striping and marking material, glass beads and pavement markers, as specified in Section 6-1.07, "Certificates of Compliance," of the Standard Specifications. Said certificate shall also certify that the signing and delineation material or product conforms to the prequalified testing and approval of the Department of Transportation, Division of Traffic Operations and was manufactured in accordance with the approved quality control program.
C. Approval of such materials or products will be dependent upon a determination as to compliance with the specifications and any test performed.
2.02 THERMOPLASTIC TRAFFIC STRIPES AND PAVEMENT MARKINGS A. Thermoplastic traffic stripes (traffic lines) and pavement markings shall conform to the provisions in Sections 84-1, "General," and 84-2, "Thermoplastic Traffic Stripes and Pavement Markings," of the Standard Specifications and these technical specifications.
B. Permanent pavement striping tape will not be allowed.
2.03 ROADSIDE SIGNS
Section D
A. Roadside Signs shall conform to the provisions in Sections 56-2, "Roadside Signs," of Caltrans Standard Specifications, section 3.3.39 of the City Standard Specifications and these technical specifications.
B. Warning and regulatory signs shall conform to the California Department of Transportation’s Specifications for Type IIIA Reflective Sheeting Aluminum Signs, dated April 1992. Copy of the specifications may be obtained from the California Department of Transportation’s office of Business Management and Materials Operations Branch, 1900 Royal Oaks Drive, Sacramento, CA 95815, Telephone (916) 322-2137.
C. Sign substrate materials shall be sheet aluminum. Sheet aluminum shall be not less than 0.063-inch thick for sign widths less than 42 inches and not less than 0.080-inch thick for sign widths 42 inches and greater. For street name signs, the substrate materials shall be sheet aluminum not less than
0.125-inch thick.
D. Signs shall be installed on metal posts conforming to the details shown on the City of Vallejo Standard Drawings.
E. Concrete used for the footings shall conform to Section D.1700 Concrete.
PART 3 EXECUTION
3.01 THERMOPLASTIC TRAFFIC STRIPES AND PAVEMENT MARKINGS A. Existing thermoplastic traffic stripes and pavement markings, when no longer required for traffic lane delineation as directed by the Engineer, shall be removed and disposed of. Such removed material shall be disposed of outside the right of way in accordance with the provisions in Section 7─1.13 of the Standard Specifications. Removal of thermoplastic traffic stripes & pavement markings shall be by industry standard grinding methods.
Removal of striping and pavement markings shall not be performed by using flame or heat methods. Full compensation for removing and disposing of thermoplastic traffic stripes and pavement markings shall be considered as included in the contract price paid for various items of work and no separate payment will be made therefor.
B. Installation of Thermoplastic Traffic Stripes and Pavement Markings shall be per the project drawings, the City of Vallejo Standard Specifications and the Caltrans Standard Specifications.
C. Standard pavement marking for a ‘STOP” shall be per City Standard Specifications.
D. The thermoplastic material for traffic stripes and pavement markings shall be applied by extrusion methods only. Thermoplastic material for traffic Section D
stripes shall be applied at a minimum thickness of 0.060-inch.
Thermoplastic material for pavement markings shall be applied at a minimum thickness of 0.100- to 0.150-inch.
3.02 ROADSIDE SIGNS
A. Roadside signs shall be installed at locations shown on the drawings per City of Vallejo Standard Specifications Section 3.3.39, City of Vallejo’s Standard Drawings Nos. 7-07 thru 7-12, and per Caltrans Standard Specification Section 56-2, “ROADSIDE SIGNS.”
B. All roadside signs, except as specifically noted on the drawings or in these Technical Specifications, shall be installed using metal pipe posts with braces, if required.
C. Installation of roadside signs on street light poles shall not damage or scratch the paint of the street light. Any damage to the street light pole shall be repaired by the Contractor at his own cost.
D. Any damage to the relocated sign shall be repaired by the Contractor to the satisfaction of the Engineer and all costs of such repair shall be the sole responsibility of the Contractor.
E. All newly installed roadside signs shall be continuously covered from view, as directed by the Engineer, until they are required to control traffic. The Engineer shall direct the Contractor when the new signs are to be uncovered.
F. Existing roadside signs, at locations shown on the drawings to be salvaged, shall be removed and salvaged. Salvaged signs shall be delivered to a City of Vallejo Salvage/Storage Yard.
G. Salvaged roadside signs shall not be removed until replacement signs have been installed or until the existing signs are no longer required for the direction of public traffic, unless otherwise directed by the Engineer.
H. Each multi-post or single post sign with one or more sign panels mounted on the post shall be considered a single unit for measurement and payment purposes.
3.1 REMOVE THERMOPLASTIC TRAFFIC STRIPES AND PAVEMENT MARKINGS A. Existing pavement thermoplastic traffic stripes and pavement markings, when no longer required for traffic lane delineation as directed by the Engineer and where not removed by other operations, shall be removed prior to placing pavement reinforcing fabric and overlay and shall be disposed of. Such Section D
removed material shall be disposed of outside the right of way in accordance with the provisions in Section 7-1.13, Section B General Provisions.
B. Removal of thermoplastic traffic stripes and pavement markings shall be by industry standard grinding methods. Removal of striping and pavement markings shall not be performed by using flame or heat methods.
PART 4 MEASUREMENT AND PAYMENT
4.01 MEASUREMENT AND PAYMENT
A. The contract price paid per linear foot for “4” White Striping” shall include full compensation for furnishing all labor, material, tools, equipment and incidentals, and for doing all the work involved in applying thermoplastic traffic striping and retroreflective markers, complete in place, as shown on the drawings, as specified in the Standard Specification and these technical specifications, and as directed by the Engineer.
B. The contract price paid per linear foot for “4” Blue Striping” shall include full compensation for furnishing all labor, material, tools, equipment and incidentals, and for doing all the work involved in applying thermoplastic traffic striping and retroreflective markers, complete in place, as shown on the drawings, as specified in the Standard Specification and these technical specifications, and as directed by the Engineer.
C. The contract price paid per linear foot for “4” Double Yellow Striping” shall include full compensation for furnishing all labor, material, tools, equipment and incidentals, and for doing all the work involved in applying thermoplastic traffic striping and retroreflective markers, complete in place, as shown on the drawings, as specified in the Standard Specification and these technical specifications, and as directed by the Engineer.
D. The contract price paid per linear foot for “12” White Striping” shall include full compensation for furnishing all labor, material, tools, equipment and incidentals, and for doing all the work involved in applying thermoplastic traffic striping and retroreflective markers, complete in place, as shown on the drawings, as specified in the Standard Specification and these technical specifications, and as directed by the Engineer.
E. The contract price paid per square foot for “Thermoplastic Pavement Markings” shall include full compensation for furnishing all labor, material, tools, equipment and incidentals, and for doing all the work involved in applying thermoplastic pavement markings, complete in place, as shown on the drawings, as specified in the Standard Specification and these technical specifications, and as directed by the Engineer.
F. The contract price paid per lump sum for “Removal of Striping, Pavement Markings and Markers” shall include full compensation for furnishing all Section D
labor, material, tools, equipment and incidentals, and for doing all the work involved in removing existing striping, pavement markings and markers, as shown on the drawings, as specified in the Standard Specification and these technical specifications, and as directed by the Engineer.
G. The contract price paid per each for “Remove and Reset Sign” shall include full compensation for furnishing all labor, material, tools, equipment and incidentals, and for doing all the work involved in removing and resetting signs, as shown on the drawings, as specified in the Standard Specification and these technical specifications, and as directed by the Engineer.
H. The contract price paid per each for “Salvage Existing Sign and Install New Sign” shall include full compensation for furnishing all labor, material, tools, equipment and incidentals, and for doing all the work involved in Salvaging Existing Signs and Installing New Signs, as shown on the drawings, as specified in the Standard Specification and these technical specifications, and as directed by the Engineer.
END OF SECTION
Section D
SECTION D.2300 - EARTHWORK
PART 1 GENERAL
1.01 SCOPE OF WORK
A. Structure excavation shall conform to Section 19-3 of the Caltrans Standard Specifications. This work shall consist of excavation for the construction of foundations for structures; excavation of trenches for storm drain pipe and other facilities; other excavation designated on the drawings or in these technical specifications as structure excavation.
B. Structure backfill shall consist of furnishing, placing and compacting backfill material around structures to the lines and grades designated on the drawings or specified or directed by the Engineer.
PART 2 MATERIALS
2.01 SUBGRADE MATERIAL AND STRUCTURAL BACKFILL
A. Aggregate Base - Aggregate base structural backfill shall conform to Section 02700, “Asphalt Concrete and Aggregate Base”, of these specifications unless otherwise directed.
PART 3 EXECUTION
3.01 SHORING, SHEETING, BRACING
A. Where an excavation for a trench and/or structure is five feet or more the contractor shall conform to OSHA requirements and shall provide a copy of the approved OSHA permit and shoring details and calculations prepared by a structural engineer to the City Engineer.
3.02 EXCAVATION AND BACKFILL FOR STRUCTURES AND STORM DRAIN PIPE A. General - Excavation and backfill for structures shall consist of excavation for the construction of curb walls, catch basins, manholes, storm drain pipe and sanitary sewer pipe.
B. Excavation - The site shall be cleared of all natural obstructions, pavement, utilities, and other items which will interfere with construction. Unless otherwise specified, any method of excavation may be employed which, in the opinion of the Contractor, is considered best.
Where, in the opinion of the Engineer, the undisturbed condition of the natural soil is not adequate to support the structure, the proposed fill, or other project improvements, the Engineer shall direct the contractor to over excavate to adequate supporting soil and refill the over excavated space as required by the Engineer. The quantity and placement of such material shall be as ordered by the Engineer. Any areas over excavated, which were not Section D
directed by the Engineer, will be at the contractor’s sole expense to refill and no additional compensation will be allowed therefor.
Excavation shall extend a sufficient distance from walls, footings and manholes to allow for placing and removal of forms, installation of services, and installation of backfill.
C. Backfilling - After completion of foundation footings and curb walls, and other construction below the elevation of the final grade, all forms shall be removed and the excavation shall be cleaned for all debris.
Backfill material shall be placed in uniform layers and shall be brought up uniformly on all sides of the structure or facility. The thickness of each layer of backfill shall not exceed 0.67-foot before compaction.
Compaction equipment or methods which, may cause excessive displacement or may damage structures, shall not be used.
Structure backfill shall not be placed until the structure footings or other portions of the structure or facility have been inspected by the Engineer and approved for backfilling. No backfill material shall be deposited against the back of concrete curb walls, or the outside walls of cast-in-place concrete structures until the concrete has developed a strength of not less than 3,000 pounds per square inch in compression, or until the concrete has been in place for 28 days, whichever occurs first.
Unless otherwise shown on the drawings or specified in these technical specifications, structure backfill shall be compacted to a relative compaction of not less than 95 percent as determined by ASTM designation D-1557.
All excavated unacceptable soil and material shall be removed from the job site and shall not be incorporated into the project.
D. Trench Excavation
Excavation for storm drain and appurtenant structures shall be made only after the material to be used in the work is delivered to the job site. The City shall have the authority to limit the amount of trench to be opened or left open at any one time. In public street areas, excavation and pipe laying shall be coordinated so that a minimum of interference with public traffic will occur. All work in city streets will be coordinated by the Contractor with the City Traffic Engineer. Where excavation occurs in paved areas at the end of each day, the exposed ends of any storm drain line under construction shall be plugged to keep out any foreign matter, and the trench shall be backfilled to within one inch of finish grade and the remainder filled with cutback. At the option of the contractor plating will be allowed in lieu of complete backfill unless the plating would be deemed a traffic hazard by the Section D
Engineer. Plating will have cutback around all sides or as directed.
Where excavation occurs in paved areas, the pavement shall be scored or sawed in a manner acceptable to the City Engineer ahead of the trenching operations. The proper tools or equipment shall be used so that the pavement will be cut accurately and trimmed to neat lines with vertical edges parallel to the trench at the required width. Any pavement damaged outside the trench limits shall be neatly and accurately cut and trimmed and replaced by the Contractor at his own expense.
Prior to starting excavation on the site, contractor shall pothole to verify the location and extent of underground utilities in the work area. Exercise care to protect existing utilities during operations. All trenches and excavations over 5-feet shall be adequately braced, shored and sheeted in a manner to conform with the rules of the California Industrial Accident Commission.
Any damage resulting from the lack of adequate bracing, shoring or sheeting shall be the responsibility of the Contractor.
Trench Width and Shoring - Safety is the Contractor’s responsibility.
Attention is called to the Trench Construction Safety Orders of the California State Industrial Accident Commission, which the contractor is required by law to obey. The piling, lagging timbering, or bracing as may be required.
All lagging, sheet piling, or any other timbering or bracing used in the trench construction shall be removed prior to or during backfilling operations in such manner as not to create any excessive loads on, or movement of the pipe. The minimum trench width shall be eight (8) inches wider than the external diameter of the pipe, and the maximum trench width shall be sixteen (16) inches wider than the external pipe diameter.
Trenches shall be excavated with full depth, vertical sides wherever possible. The minimum vertical trench shall be from the pipe flow line to one (1) foot over the top of the pipe.
E. Unsuitable Material
In advance of placing any storm drain pipe or the construction of any appurtenant structures, existing material which in the opinion of the City is unsuitable as a foundation, including but not limited to organic matter, garbage, and junk piles either on the surface or buried shall be removed and disposed of and the over-excavation backfilled and compacted to the required grade. In rock, or a mixture of rock and soil excavations, such material shall be excavated six (6) inches below the bottom of the pipe and the over excavation shall be filled to proper grade with properly compacted bedding material.
F. Line and Grade Stakes - Line and grade stakes conforming to the drawings and profile will be set by the City on an offset line parallel to the centerline of the sanitary or storm sewer to be constructed. These lines and stakes shall be carefully maintained by the Contractor in place until that portion of Section D
the work for which the line and stakes were set has been completed, inspected, and approved, and if disturbed or destroyed through negligence or carelessness of the Contractor, the lines and stakes shall be replaced at the expense of the Contractor. Recovery of stakes covered by construction dirt or debris shall be considered as being replaced. The cost of replacing stakes shall be $100.00 for each stake replaced or recovered. Payment shall be deducted from the monthly progress payments.
The Contractor shall notify the Engineer, in writing, at least five (5) working days in advance of the time that the lines and stakes along any portion of said line must be ready for use.
G. Trench Backfill
Trench backfill shall conform to Section 2750 of these specifications.
3.03 ROADWAY EXCAVATION
A. Roadway excavation shall conform to Section 19-1, "General" and Section 19-2, "Roadway Excavation" of the Caltrans Standard Specifications, except the reference to Section 19-5, "Compaction," is deleted, and except that Section 19-2.02, "Unsuitable Material," is modified as follows:
1. When directed by the ENGINEER, the CONTRACTOR shall excavate the unstable or unsuitable underlying material to the depth determined by the Engineer.
2. Subgrade shall be prepared in conformance with PART 3 - EXECUTION, of Section 02700, "Asphalt Pavement, Base and Surface Treatments."
3.04 ROADWAY GRADING AND COMPACTION
A. Roadway grading shall consist of grading the site to the lines and grades called for on the Drawings. Roadway grading, placing and compacting shall conform to Section 19-5, "Compaction" and Section 19-6, "Embankment Construction," of the Caltrans Standard Specifications and as modified by this Section.
B. Damage to underlying native soils caused by the CONTRACTOR'S operations shall be repaired and re-compacted under the supervision of and to the satisfaction of the ENGINEER at no additional cost to the CITY.
C. Material for roadway fill shall be placed in lifts or horizontal layers not exceeding 8 inches in un-compacted thickness. Unless otherwise specified, material shall be moisture conditioned by wetting or drying as specified in Section 3.2 above, and compacted to a density of not less than 90 percent relative compaction in conformance with ASTM D 1557. In Section D
addition, in fill areas the upper 2 feet below street subgrade for the width of the traveled way shall be compacted to a density of not less than 95 percent relative compaction in conformance with ASTM D 1557.
D. Final preparation of subgrade shall be in conformance with PART 3 - EXECUTION of Section 02700, "Asphalt Pavement, Base and Surface Treatments."
3.05 UNDERGROUND STRUCTURES
A. Where abandoned underground structures and pipelines are encountered in the street areas, remove to sufficient depth to allow underground lines to cross, backfill and compact during rough grading. The ENGINEER may require further work to be done if visual inspection indicates during construction.
3.06 EXPORT CLASS 1 HAZARDOUS SOIL
A. Where Class 1 hazardous soil is encountered on the project and is determined by City to be Class 1 soil, Contractor will export Class 1 hazardous soil to an approved Class 1 Landfill. Contractor to provide a manifest from the landfill for the soil delivered.
PART 1 MEASUREMENT AND PAYMENT
4.01 MEASUREMENT AND PAYMENT
A. Full compensation for excavation and backfill shall be considered as included in the prices paid for the various contract bid items and no additional compensation will be allowed therefor.
END OF SECTION
Section D
SECTION D.2315 - UTILITY EARTHWORK
PART 1 GENERAL
1.01 SCOPE OF WORK
A. The CONTRACTOR shall provide all materials, equipment, and labor necessary to perform and complete all utility earthwork as shown on the Drawings and as specified herein.
B. The work of this Section includes all earthwork required for construction of the project. Such earthwork shall include, but may not necessarily be limited to, the loosening, removing, loading, transporting, depositing, and compacting in its final location of all materials wet and dry, as required for the purposes of completing the work, which shall include, but not necessarily be limited to, the furnishing, placing, and removing of sheeting, shoring and bracing necessary to safely support the sides of all excavations; all pumping, ditching, draining and other required measures for the removal or exclusion of water from the excavation; the supporting of structures above and below the ground; all backfilling around structures and all backfilling of trenches and pits; the disposal of excess excavated materials; borrow of materials to make up deficiencies for fills; and all other incidental earthwork.
C. Hazardous materials shall be handled in accordance with all regulatory agency requirements.
1.02 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. State Codes:
1. California Labor Code.
2. Construction Safety Orders of the State of California.
B. State of California (Caltrans) Standards:
1. Standard Specifications:
a. Section 25 Aggregate Subbases
b. Section 26 Aggregate Bases
c. Section 68 Surface Drains. Subsurface Drains.
d. Section 88 Engineering Fabrics
1.03 CONTRACTOR SUBMITTALS
A. The CONTRACTOR'S attention is directed to the provisions for "Shoring and Bracing Drawings" in Section 6705 of the California Labor Code. The CONTRACTOR, prior to beginning any trench or structure excavation 5 feet Section D
deep or over, shall submit to the ENGINEER for review for compliance with Section 6705 the CONTRACTOR'S detailed plan showing design of all shoring, bracing, sloping of the sides of excavation, or other provisions for worker protection against the hazard of caving ground during the excavation of such trenches or structure excavation. If such plan varies from the shoring system standards established in the Construction Safety Orders of the State of California, such alternative system plans shall be prepared, stamped and signed by a civil or structural engineer licensed in the State of California at the CONTRACTOR’S expense.
B. Certificates of Compliance: Certificates of Compliance shall be provided for all products and materials proposed to be used under this Section.
C. For all materials that are not pre-approved by the CITY the CONTRACTOR shall designate the source and/or submit samples of all materials in advance of their use for required testing and ENGINEER’s approval. All testing costs shall be at the CONTRACTOR’S expense.
1.04 QUALITY ASSURANCE
A. General: All soils testing will be done by a testing laboratory of the CITY'S choice at the CITY'S expense except as otherwise specified in Paragraph
1.5 C. below.
B. Where soil material is required to be compacted to a percentage of maximum density the maximum density at optimum moisture content will be determined in accordance with ASTM D 1557. Field density in-place tests will be performed in accordance with ASTM D 6938, or by such other means acceptable to the ENGINEER.
C. In case the first test and one re-test of the fill or backfill show noncompliance with the requirements the CONTRACTOR shall accomplish such remedy as may be required to insure compliance. Subsequent retesting after the first re-test to show compliance shall be at the CONTRACTOR'S expense.
D. The CONTRACTOR shall notify the ENGINEER at least 48 hours prior to performing any utility excavation.
PART 2 PRODUCTS
2.01 SUITABLE BACKFILL MATERIALS
A. Suitable Backfill shall be a selected or processed clean, fine earth, rock, or sand, free from objectionable material, vegetation, or other deleterious substances.
B. The following TYPES of backfill materials are designated and defined as Section D
follows:
1. TYPE 1 - Sand shall be material with 100 percent passing a 3/8-inch sieve, at least 90 percent passing a No. 4 sieve, and a sand equivalent value not less than 30.
2. TYPE 2 - Class 2 Aggregate Base shall be crushed rock aggregate base material meeting the requirements of Section 26, “Aggregate Bases,” for 3/4” maximum grading, of the Caltrans Standard Specifications.
3. TYPE 3 - Type 1 Bedding shall meet all of the quality requirements of section 26-1.02B of the Standard Specifications for class 2 Aggregate Base and shall have the following grading.
US Std Sieve % Passing
5/4” 100%
3/4” 5%
4. TYPE 4 - Not Used.
5. TYPE 5 - Not Used.
6. TYPE 6 - Not Used
7. TYPE 7 - Native material shall be material obtained from on-site excavations, provided the materials are not classified as unsuitable.
Native material shall be free of stones, Organic matles, rubbish debris, lumps, broken concrete or bituminous surfacing over 3 inches in diameter, objectionable material, vegetation, and deleterious substances.
8. TYPE 8 - Provide import topsoil as required to complete landscape work.
Topsoil to be furnished shall be fertile and friable, possessing characteristics of representative productive soils on the site. It shall not contain toxic substances which may be harmful to plant growth. If herbicide contamination is suspected then a radish/rye grass growth trial must be performed. Consult with City’s Representative prior to decision to test. It shall be uniformly textured and free of all objectionable foreign materials, oil, or chemicals, which may be injurious to plant growth.
Natural topsoil shall possess a pH factor between 5.5 and 7.5, a sodium adsorption ratio (SAR) of less than 8, a boron concentration of the saturation extract of less than 1 ppm, and salinity of the saturation extract at 25 degrees C. of less than 4.0 milliohms per centimeter. Imported topsoil shall be tested by an approved soils laboratory for compatibility with existing on-site soils and fertility. Contractor shall submit soil laboratory’s analysis and amendment recommendations. Top soil shall be amended per recommendations from testing facility. Imported topsoil shall be subject to inspection by City’s Representative at the project site.
Remove rejected topsoil immediately at Contractor's expense.
Section D
9. TYPE 9 - Aggregate Subbase shall conform to the grading and quality requirements of Section 25, “Class 2 Aggregate Subbase” of the Caltrans Standard Specifications.
2.02 UNSUITABLE BACKFILL MATERIAL
A. Unsuitable soils for backfill material shall include soils which, when classified under ASTM D 2487, fall in the classifications of Pt, OH, or OL.
Types CH and MH soils will be permitted in unimproved areas only where required compaction and stability can be demonstrated. In addition, any soil which cannot be compacted sufficiently to achieve the percentage of maximum density specified for the intended use, shall be classified as unsuitable material.
B. Any material determined to be hazardous is defined as unsuitable material.
C. Washed, smooth rock (pea gravel) is classified as unsuitable material.
D. Where moisture content of the material is not in conformance with Section 02300, "Earthwork," the material will be classified as unsuitable material.
2.03 USE OF SUITABLE BACKFILL MATERIAL TYPES
A. The CONTRACTOR shall use the types of materials as designated herein for all required backfill construction.
B. Backfill material types shall be used in conformance with the following provisions:
C. Bedding backfill, as defined under PART 3 - EXECUTION of this Section herein, shall be Sand; Class 2 Aggregate Base; Type 1 Bedding, meeting the requirements of Product Types 1, 2 or 3.
D. When water is encountered in the trench, pipes shall be laid over a minimum of six (6) inches of Type I bedding meeting the products requirements of Type 3. The trench shall be kept dry until placing of bedding, material applying and jointing the pipe have been completed, inspected and approved.
E. When construction takes place in a dry trench and above the ground water table, a minimum of six (6) inches of class 2 aggregate base bedding meeting the product requirements of Type 2 shall be provided below the pipe.
F. Bedding shall be true to grade and thoroughly compacted by tamping to minimum relative density of 90% as determined by ASTM designation D1557 before the pipe is laid.
Section D
G. Bedding for Ductile Iron Pipe shall be Sand meeting the requirements of Product Type 1.
1. Pipe Zone backfill, exclusive of bedding, as defined under PART 3 - EXECUTION of this Section herein, shall be as follows:
a. Ductile Iron Pipe shall be backfilled with Sand meeting the requirements of Product Type 1.
b. Plastic pipe, Vitrified Clay Pipe and concrete pipe shall be backfilled with Sand; Class 2 Aggregate Base backfill material; Crushed Rock or Gravel, meeting the requirements of Product Type 2.
Note: Where pipelines are installed on grades exceeding 4 percent, and where backfill materials are graded such that there is less than 10 percent passing a No. 4 sieve, trench plugs of impermeable clay type material or concrete shall be provided at minimum intervals of 200 feet.
2. Trench Zone backfill as defined under PART 3 - EXECUTION of this Section herein, shall be Class 2 Aggregate Base; Native; or Aggregate Subbase meeting the requirements of Product Types 2.
3. Final Zone backfill as defined under PART 3 - EXECUTION of this Section herein, shall consist of the following materials for each condition listed below.
a. Final Zone backfill under paved areas shall be Class 2 Aggregate Base, CLSM, or Class 2 Aggregate Subbase, meeting the
requirements of Product Types 2, 6, or 9.
b. Final Zone Backfill in unimproved areas shall be Native or Class 2 Aggregate Subbase meeting the requirements of Product Types 7 or
9. c. Final Zone backfill in landscape areas shall be Native meeting the requirements of Product Type 7. Topsoil and amendments shall be Product Type 8 as specified in Section 02911, "Landscape Soil Preparation," and as shown on the Drawings.
d. Final Zone backfill under graveled roads shall be Class 2 Aggregate Base, CLSM, Native, or Class 2 Aggregate Subbase meeting the requirements of Product Types 2, 6, 7, or 9.
4. Minor structures. Backfill materials around and below minor structures shall be cleaned and washed ¾” x ½” angular crushed rock.
5. Over-excavation backfill shall be Class 2 Aggregate Base meeting the Section D
requirements of Product Type 3. For wet trench conditions place a filter fabric on top and below of the permeable material to prevent migration of fines.
2.04 STEEL PLATE
A. When steel plate bridging is provided in-lieu of backfill and temporary asphalt, it shall conform to Section 602.1 of the Caltrans Encroachment Permit Manual, with the following minimum thicknesses:
Trench Width Minimum Plate Thickness
(10") 0.25 m (1/2”) 13 mm
(1' - 11") 0.58 m (3/4”) 19 mm
(2' - 7") 0.80 m (7/8”) 22 mm
(3' - 5") 1.04 m (1”) 25 mm
(5' - 3") 1.60 m (1 ¼”) 32 mm
B. For spans greater than 5 feet-3 inches, a structural design shall be prepared by a California registered civil engineer.
PART 3 EXECUTION
3.01 GENERAL
A. Where abandoned underground structures are encountered in the street areas, remove to sufficient depth to allow underground lines to cross, backfill and compact during rough grading. The ENGINEER may require further work to be done if visual inspection indicates during construction.
3.02 MINOR STRUCTURE EXCAVATION
A. General: Except when specifically provided to the contrary, excavation shall include the removal of all materials of whatever nature encountered, including all obstructions of any nature that would interfere with the proper execution and completion of the work. The removal of said materials shall conform to the lines and grades shown on the Drawings or ordered by the ENGINEER. Prior to commencing work by the contractor, the contractor shall furnish a cutsheet giving the layout and the elevation of the work with respect to said line and grade stakes. Unless otherwise provided, the entire construction site shall be stripped of all vegetation and debris, and such material shall be removed from the site prior to performing any excavation or placing any fill. The CONTRACTOR shall furnish, place, and maintain all supports and shoring that may be required for the sides of the excavations, and all pumping, ditching, or other measures required for the removal or exclusion of water, including storm water, groundwater, and wastewater reaching the site of the work from any source so as to prevent damage to the work or adjoining property. Excavations shall be sloped or Section D
otherwise supported in a safe manner in accordance with applicable State safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926). The limits of structure excavation shall be a minimum of 16 inches beyond the outside edge of the structure, and at a minimum no larger than necessary to facilitate backfill, compaction and testing operations. For structures poured against undisturbed soil the width of the structure wall shall be no more than 2 inches greater than specified or shown on the Drawings.
B. Excavation Beneath Minor Structures: Except where otherwise specified for a particular structure or as directed by the ENGINEER, excavation shall be carried to the grade of the bottom of the structure. When directed by the ENGINEER, areas beneath minor structures shall be over-excavated.
When such over-excavation is directed, both over-excavation and subsequent backfill to the required grade shall be performed. After overexcavation is performed and before backfill is placed, the exposed surface shall be scarified to a depth of 6 inches, brought to optimum moisture content, and rolled with heavy compaction equipment to obtain 90 percent of maximum density.
3.03 PIPELINE AND UTILITY TRENCH EXCAVATION
A. Trench Width: Unless otherwise shown or directed, excavation for pipelines and utilities shall be open-cut trenches. Trench widths shall be kept as narrow as is practical for the method of densification selected by the CONTRACTOR, but shall have a minimum width at the bottom of the trench equal to the outside diameter of the pipe plus 16 inches maximum. The minimum width at the top of the pipe shall be equal to the outside diameter of the pipe plus 12 inches for pipe diameters 8 inches and larger, and for pipe diameters less than 8 inches minimum trench width shall be not less than 18 inches in width. For deep trenches, the maximum width requirement may be waived for constructability reasons with the written approval of the ENGINEER. For telecommunications conduits (electrical, telephone, cable TV/communication conduits), street light and traffic signal conduits, the width of the trench shall be as shown on the City standard details.
B. Subgrade: The surface of the subgrade after compaction shall be hard, uniform, smooth, self-draining, and true to grade and cross section.
C. Trench Bottom: The pipe bedding shall be given a final trim establishing grade such that each pipe section when first laid will be continually in contact with the bedding along the extreme bottom of the pipe. Rounding out the trench bottom or bedding to form a cradle for the pipe will not be allowed. The CONTRACTOR shall excavate for bell holes and fittings.
D. Open Trench: The maximum amount of open trench permitted in any one location shall be the length necessary to accommodate the amount of pipe Section D
installed and backfilled in a single day. All trenches shall be fully backfilled at the end of each day or, in lieu thereof, shall be covered by heavy steel plates adequately braced and capable of supporting vehicular traffic in those locations where it is impractical to backfill at the end of each day. The above requirements for backfilling or use of steel plate may be waived in cases where the trench is located further than 100 feet from any travelled roadway or occupied structure. In such cases, however, barricades and warning lights meeting safety requirements shall be provided and maintained.
E. Trench Over-Excavation: Where indicated trenches shall be excavated to the depth shown, and then backfilled to the grade of the bottom of the Pipe Zone.
F. Over-Excavation: When ordered by the ENGINEER, whether or not indicated on the Drawings, trenches shall be over-excavated beyond the depth shown. Such over-excavation shall be to the depth ordered. The trench shall then be backfilled to the grade of the bottom of the Pipe Zone.
G. Where pipelines are to be installed in embankment or structure fills, the fill shall be constructed to a level a minimum of 2 feet above the top of the pipe, as directed by the ENGINEER, or as recommended by the pipe manufacturer, whichever is greater, before the trench is excavated.
3.04 OVER-EXCAVATION NOT ORDERED, SPECIFIED, OR SHOWN
A. Any over-excavation carried below the grade ordered, specified, or shown, shall be backfilled to the required grade and densified with the specified material and compaction. Such work shall be performed by the CONTRACTOR at its own expense.
3.05 EXCAVATION IN VICINITY OF TREES
A. Except where trees are shown to be removed, trees shall be protected from injury during construction operations. No tree roots over 2 inches in diameter shall be cut without express permission of the ENGINEER. Trees shall be supported during excavation by any means previously reviewed by the ENGINEER.
B. If existing roots over one inch in diameter are cut during the course of the work, the cut faces shall be thoroughly coated with emulsified asphalt made especially for use on cut or damaged plant tissues. Exposed roots shall be covered with wet burlap to prevent them from drying out.
3.06 ROCK EXCAVATION
A. Rock excavation shall include removal and disposal of the following: (1) all boulders measuring 1/3 of a cubic yard or more in volume; (2) all rock Section D
material in ledges, bedding deposits, and unstratified masses; (3) concrete or masonry structures which have been abandoned; and (4) conglomerate deposits which are so firmly cemented that they possess the characteristics of solid rock.
B. Explosives and Blasting: Use of Explosives and Blasting will not be permitted.
3.07 DISPOSAL OF EXCESS EXCAVATED MATERIAL
A. The CONTRACTOR shall remove and dispose of all excess excavated material to a suitable site. The proper and legal disposal shall be the responsibility of the CONTRACTOR.
3.08 BACKFILL - GENERAL
A. Backfill shall not be dropped directly upon any structure or pipe. Backfill shall not be placed around or upon any structure for a minimum of 72 hours or until the concrete has attained sufficient design strength to withstand the loads imposed, whichever is greater.
B. Backfill shall not be placed until after all water is removed from the excavation.
3.09 PIPE AND UTILITY TRENCH ZONES AND BACKFILL
A. Pipe Zone and Backfill (Initial Backfill) :
1. The Pipe Zone is defined as that portion of the vertical trench crosssection lying between a plane 6 inches below the bottom surface of the pipe, i.e., the trench subgrade, and a plane at a point 12 inches above the top surface of the pipe.
2. The Pipe Zone shall be backfilled with the specified backfill material. The CONTRACTOR shall exercise care to prevent damage to the pipeline coating, cathodic bonds, or the pipe itself during the installation and backfill operations.
B. Bedding: The bedding is defined as that portion of the Pipe Zone lying between a plane 6 inches below the bottom surface of the pipe, the trench subgrade, and a level line from the bottom of the pipe.
1. Bedding shall be provided for all pipelines.
2. After compacting the bedding the CONTRACTOR shall perform a final trim for establishing grade, such that each pipe section when first laid will be continually in contact with the bedding along the extreme bottom of the pipe.
Section D
C. Trench Zone and Backfill (Subsequent Backfill) : After the Pipe Zone backfill has been placed as specified above, and after all excess water has completely drained from the trench, backfilling of the Trench Zone may proceed.
1. The Trench Zone is defined as that portion of the vertical trench crosssection lying between a plane 12 inches above the top surface of the pipe and a plane at a point 30 inches below the roadway subgrade in paved areas, or 30 inches below the finished surface grade in landscaped or unimproved areas.
D. Final Zone and Backfill: The Final Zone is defined as the last 30 inches between the top of the Trench Zone and the roadway subgrade in paved areas, and the last 30 inches of the vertical trench cross-section lying between the top of the Trench Zone and the finish final grade in landscaped or unimproved areas.
E. Utility Crossing: For any new pipeline installation that crosses under an existing electric, gas, telephone, or cable tv utility pipe(s) or conduit(s) the CONTRACTOR shall replace the existing backfill material around the existing utility pipe(s) or conduit(s) with PG&E SAND.
1. PG&E SAND shall be placed from a plane 6 inches below the bottom of the lowest utility pipe or conduit to a plane 12 inches above the top of the highest utility pipe or conduit, and for the full width of the new trench.
PG&E SAND backfill shall be compacted to 95 percent maximum density in conformance with COMPACTION AND BACKFILL MATERIALS as specified below.
3.10 PLACING AND SPREADING OF BACKFILL MATERIALS
A. Backfill materials shall be placed and spread evenly in horizontal layers.
The backfill layers shall be evenly spread so that when each layer compacted shall not exceed 6 inches in thickness.
B. During spreading each layer shall be thoroughly mixed as necessary to promote uniformity of material in each layer and uniformity of moisture throughout backfill materials. Pipe Zone backfill materials shall be manually spread around the pipe so that when the Pipe Zone backfill compacted will provide uniform bearing and side support.
C. Where the backfill material moisture content is below the optimum moisture content water shall be added before or during spreading until the proper moisture content is achieved.
D. Where the backfill material moisture content is too high to permit the specified degree of compaction, the material shall be dried or replaced until Section D
the moisture content is satisfactory.
E. Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers, pneumatic tire roller, vibrating rollers, or other mechanical tampers. All such equipment shall be of a size and type subject to review by the ENGINEER. Impact-type pavement breakers (stompers) will not be permitted. Permission to use specific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or new improvements. The CONTRACTOR shall make its own determination in this regard.
F. Material for mechanically compacted backfill may be placed in loose lifts which, prior to compaction, shall not exceed the thickness specified below for various types of equipment:
1. Vibratory equipment, including vibratory plates, vibratory smooth-wheel rollers, and vibratory pneumatic-tired rollers - maximum lift thickness of 2 feet.
2. Rolling equipment, including sheepsfoot (both vibratory and nonvibratory), grid, smooth-wheel (non-vibratory), pneumatic-tired (nonvibratory), and segmented wheels - maximum lift thickness of 1 foot.
3. Hand-directed mechanical tampers-maximum lift thickness of 4 inches.
G. Mechanically compacted landfill shall be placed in horizontal layers of thickness not exceeding those specified above, compatible to the material being placed and the type of equipment being used. Each layer shall be evenly spread, moistened or dried, if necessary, and then tamped or rolled until the specified relative compaction has been attained.
3.11 COMPACTION OF BACKFILL MATERIALS
A. Each layer of backfill material as defined herein, shall be mechanically compacted to the specified percentage of maximum density. Equipment that is consistently capable of achieving the required degree of compaction shall be used and each layer shall be compacted over its entire area while the material is at the required moisture content range.
B. Flooding, ponding, or jetting shall not be used.
C. Equipment weighing more than 10,000 pounds shall not be used closer to structure walls than a horizontal distance equal to the depth of the fill against the structure wall at that time. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations.
Section D
D. Compaction Requirements: The following compaction test requirements shall be in accordance with ASTM D 1557 for cohesive type materials and in accordance with ASTM D 4253 and D 4254 for “non-plastic” cohesionless free draining granular type materials. Where other agency or utility company requirements govern, the highest compaction standards shall apply.
Percentage of Location or Use of Fill Percentage of
Maximum Density
Relative Density
Pipe Zone backfill including bedding
and overexcavated zone 90 65
Final Zone backfill beneath paved
areas or structures 95 70
Final Zone backfill beneath
unpaved access areas, landscape,
or unimproved areas.
90 55
Trench Zone backfill 90 65
Backfill beneath minor structures 90 70
Backfill around minor structures 90 65
Maximum Density refers to maximum dry density according to ASTM D 1557 laboratory test procedures. Percentage of Relative Density refers to ASTM D 4253 and ASTM D 4254 laboratory test procedures. Relative density should only be used for "non-plastic" cohesionless free draining, granular-type materials.
E. Trench Backfill Requirements: The pipe class has been structurally designed based upon the trench configuration previously specified herein.
1. The CONTRACTOR shall maintain the previously specified trench width up to a horizontal plane lying 12 inches above the top of the pipe.
2. If, at any location under said horizontal plane, the CONTRACTOR slopes the trench walls or exceeds the maximum trench widths indicated the Pipe Zone backfill shall be "improved" or the pipe class improved at no additional cost to the CITY. "Improved" backfill shall mean Control Low Strength Materials or other equivalent materials acceptable to the ENGINEER.
3. If the allowable deflection specified for the pipe is exceeded, the CONTRACTOR shall expose and reround or replace the pipe, repair all damaged lining and coating, and reinstall the Pipe Zone material and Section D
Trench Zone backfill as specified.
4. All trenches shall have a minimum of 2 inches of temporary asphalt placed daily and maintained unless final paving can be completed in the same day. Temporary asphalt shall be placed flush with adjacent pavement grade.
F. Steel plates may be used to cover open trenches in-lieu of backfill and temporary asphalt pavement.
3.12 STEEL PLATE
A. General: When backfilling operations of an excavation in the traveled way, whether transverse or longitudinal, cannot be properly completed within a work day, steel plate bridging with a non-skid surface and shoring may be required to preserve unobstructed traffic flow.
B. When steel plate bridging is required, the following conditions shall apply:
1. Steel plates used for bridging must extend a minimum of 12 inches beyond the edges of the trench.
2. Steel plate bridging shall be installed to operate with minimum noise.
3. The trench shall be adequately shored to support the bridging and traffic loads.
4. Temporary paving with cold asphalt concrete shall be used to feather the edges of the plates, if plate installation by Method (2) is used.
5. Bridging shall be secured against displacement by using adjustable cleats, shims or other devices.
C. Steel plate bridging and shoring shall be installed using either Method (1) or (2):
1. Method 1 For speeds more than 45 mph:
a. The pavement shall be cold planed to a depth equal of the thickness of the plate and to a width and length equal to the dimensions of the plate.
2. Method 2 For speeds 45 mph or less:
D. Approaching plate(s) and ending plate (if longitudinal placement) shall be attached to the roadway by a minimum of 2 dowels pre-drilled into the corners of the plate and drilled 2 inches into the pavement. Subsequent plates are butted to each other. Fine graded asphalt concrete shall be Section D
compacted to form ramps, maximum slope 8.5 percent with a minimum 12 inch taper to cover all edges of the steel plates. When steel plates are removed, the dowel holes in the pavement shall be backfilled with either graded fines of asphalt concrete mix, concrete slurry or an equivalent slurry.
E. Steel plate bridging should not exceed 4 consecutive working days in any given week.
PART 4 MEASUREMENT AND PAYMENT
A. The contract price paid per lump sum for “Relocate Existing Electrical Line” shall include full compensation for furnishing all labor, material, tools, equipment and incidentals, and for doing all the work involved in relocating electrical line, as shown on the drawings, as specified in the Standard Specification and these technical specifications, and as directed by the Engineer.
B. The contract price paid per lump sum for “Extend Existing Under Sidewalk Drain” shall include full compensation for furnishing all labor, material, tools, equipment and incidentals, and for doing all the work involved in relocating electrical line, as shown on the drawings, as specified in the Standard Specification and these technical specifications, and as directed by the Engineer.
C. The contract price paid per linear foot for “Install Landscape Irrigation Sleeve” shall include full compensation for furnishing all labor, material, tools, equipment and incidentals, and for doing all the work involved in installing landscape irrigation sleeve, as shown on the drawings, as specified in the Standard Specification and these technical specifications, and as directed by the Engineer.
D. The contract price paid per square foot for “Place Topsoil for Planter Areas” shall include full compensation for furnishing all labor, material, tools, equipment and incidentals, and for doing all the work involved in installing topsoil in planter areas, as shown on the drawings, as specified in the Standard Specification and these technical specifications, and as directed by the Engineer.
END OF SECTION
Section D
VFWD SECTION 02220 - TRENCH EXCAVATION AND BACKFILL
PART 1 GENERAL
1.01 SECTION INCLUDES
A. All operations necessary to excavate all earth, regardless of character and subsurface conditions, from the trench, or adjacent thereto, as shown on the Drawings and as specified, or as may be ordered by the Engineer.
B. All placement of stabilization, pipe bedding, trench backfill, and base materials.
C. The performance of all compaction and water removal operations.
D. Contractor's responsibilities.
E. Quality assurance.
F. Guarantees.
1.02 CONTRACTOR'S RESPONSIBILITIES
A. It is the intent of these Specifications to specify conduct of the Work in such manner as to cause no exposure to unsafe conditions during construction and to provide a trench that will properly support and protect the pipe.
B. Excavation for sewers and appurtenant structures shall be made only after the material to be used in the work is delivered to the job site. The City shall have the authority to reasonably limit the amount of trench to be opened or left open at any one time.
C. The Contractor shall obtain compaction of pipe bedding, pipe embedment material and trench backfill. The Contractor shall keep all streets clean and free of dust, mud or debris by providing cleanup and dust control as necessary.
D. If the Contractor does not properly clean up, (in the opinion of the Engineer or City) then the Engineer shall have the option of using outside equipment and labor to perform the Work and such costs will be withheld from the contract.
E. Stabilization material will be required only where soil conditions warrant and as directed by the Engineer.
F. No backfilling shall be done until the installation to be covered has been inspected and approved for covering. Compaction of backfill shall proceed Section D
immediately after backfilling, in appropriate layers.
G. During construction, heavy rains may be encountered causing wet backfill and other unsuitable working conditions. During these periods the Engineer shall have authority to shut down the Work to avoid poor working conditions, wet unsuitable backfill, unsafe conditions, etc. at no additional cost to the City.
1.03 QUALITY ASSURANCE
A. Qualifications of workmen: Provide sufficient skilled workmen and supervisors who shall be present at all times during execution of this portion of the Work and who shall be thoroughly familiar with the type of construction involved and the materials and techniques specified.
B. Codes and standards:
1. Wherever a test method is referenced in this Section it shall be made in accordance with the most current test methods in use by the California Department of Transportation (Caltrans) or ASTM Method as listed below:
Test Test Method
Relative Compaction CA #216
Wet Density ASTM # D-1557
Sand Equivalent CA #217
Sieve Analysis (Grading) CA #202
Percentage of Crushed Particles CA #205
Durability Index CA #229
2. Where reference is made to the State Standard Specifications, reference shall mean: State of California, Business and Transportation Agency, Department of Transportation (Caltrans), Standard Specifications, most recent edition, excluding measurement and payment Sections.
1.04 SUBMITTALS
A. The Contractor shall submit samples of all materials proposed for use as requested by the Engineer.
B. Prior to commencing any excavation, Contractor shall submit a trenching plan for approval by the Engineer.
C. Contractor shall submit material disposal plan including haul routes.
D. Contractor shall submit dewatering plan.
1.05 GUARANTEES
Section D
A. The Contractor shall guaranty his Work against settlement for a period of one year after the Notice of Completion has been filed and shall repair, at Contractor's expense, all damage caused by settlement within that time.
For the purpose of this Specification, settlement will be deemed to have occurred if the following conditions exist:
B. On paved roads and paved portions of the site, the depression of 1/4-inch below the average of the sides of the uncut portion will be deemed a settlement.
PART 2 PRODUCTS
2.01 EXCAVATION
A. The Contractor shall complete all excavation regardless of type, nature, or condition of the materials encountered. The Contractor shall make his own estimate of the kind and extent of the various materials to be excavated in order to accomplish the Work. Over excavation, if ordered by the Engineer, shall be paid for by force account in accordance with the General Provisions. Excess materials from the excavation shall become the property of the Contractor and shall be disposed of by him, at his expense.
B. All excess excavation materials including those from trenches shall be the property of the Contractor. None of the excavation material shall be disposed of on the work site. Prior to disposal of any excess material from the work site, the Contractor shall submit to the Engineer, written authorization of such disposal and entry permission signed by the owners of the disposal site. Contractor shall comply with all disposal regulations, such as City, County, and/or State permits and licenses, as may be required. See Section 7-1.13 or the Standard Specifications.
2.02 STABILIZATION MATERIAL
A. If ordered by the Engineer, stabilization material shall be placed in the trench below pipe subgrade. Stabilization material for pipe foundation shall be 3/4" crushed rock. Crushed rock shall conform to the material requirements as described in the State Standard Specs in section 68-1.025 PERMEABLE MATERIAL. Refer to Part 3 EXECUTION for requirements related to geotextile fabric wrap.
2.03 PIPE BEDDING AND BACKFILL
A. Type II Material. Type II material shall be used where required by these specifications. Type II material shall meet all of the quality requirements of Section 26-1.02 B for Class 2 aggregate base of the State Specifications.
B. Controlled Low Strength Material (CLSM). Controlled Low Strength Section D
Material (CLSM) shall be used where required by the specifications, including in the pipe zone for larger diameter flexible conduit as described in the specifications for Sanitary Sewer Piping and Storm Drain Piping.
CLSM shall be a hand-excavatable mixture of Portland cement, aggregates, fly ash, water mixed in accordance with ASTM C94. CLSM shall attain a 28-day strength between 50 and 150 psi. The 12-hour compressive strength shall be at least 20 psi.
Alternative to CLSM for deep sewers: Where CLSM is specified for use in the pipe zone of large diameter pipes, as described above, the following alternate materials may be allowed. Stabilization material, furnished and installed in accordance with these specifications, may be used in lieu of CLSM in the pipe zone. Stabilization material, used as bedding and/or backfill, shall be placed and compacted within an envelope of geotextile fabric as specified herein.
C. Native Material. Native material shall be select excavated material approved by the Engineer. It shall be free of rocks, debris, roots, hazardous materials and other deleterious items. Native material shall consist of materials removed from the uppermost 36-inches of excavations in unpaved areas.
2.04 UNSUITABLE MATERIAL
A. In advance of placing any sanitary sewers or storm drains, or construction of any appurtenant structures, existing material which in the opinion of the Engineer is unsuitable as a foundation, including but not limited to vegetable matter, garbage and junk piles either on the surface or buried shall be removed and disposed of and the over-excavation backfilled and compacted with a new foundation. In rock, or a mixture of rock and soil excavations, such material shall be excavated six inches (6”) below the bottom of the pipe and the over-excavation shall be filled to proper grade with properly compacted bedding material as specified in Sections 2.03 above.
B. In addition, any soil which cannot be compacted sufficiently to achieve the percentage of maximum density specified for the intended use shall be classed as unsuitable material.
C. The Contractor is responsible for disposing of all materials not re-used for this project at a suitable site obtained and paid for by the Contractor.
2.05 GEOTEXTILE FABRIC
A. The geotextile fabric shall be a nonwoven material consisting of polyester, nylon, and polypropylene filaments formed into a stable network. The fabric shall be permeable, not act as a wicking agent, be inert to commonly encountered chemicals, be rotproof and resistant to ultraviolet light. The Section D
fabric shall be installed with a 12-inch overlap.
The geotextile fabric shall also conform to the following physical properties:
Property Test value Test Method
Weight 5.4 oz/yd (min) ASTM D3776
Grab tensile strength 150 lb (min) ASTM D4632
Elongation at break 50% (max) ASTM D4633
Puncture strength 80 lb (min) ASTM D4833
Burst strength 300 psi (min) ASTM D3786
Apparent opening size #70 (max) ASTM D4751
Permitivity 1.0 sec-1 (min) ASTM D4491
UV resistance 70% (min) ASTM D4355
PART 3 EXECUTION
3.01 GENERAL
A. The Contractor shall do all excavation of whatever substance is encountered. The Contractor shall prevent surface water from entering the excavation.
B. Where it is necessary to construct temporary fences, gates or walkways, such temporary facilities shall be installed by the Contractor as required prior to commencement of any Work to keep traffic or pedestrians from entering the Work area. Facilities shall be replaced in original or better condition when no longer required.
C. In public street areas, excavation and pipe laying shall be coordinated so that a minimum of interference with public traffic will occur. All work in the City of Vallejo right-of-way shall be performed consistent with the City of Vallejo Regulations and Standard Specifications for Public Improvements.
D. Existing manholes that are removed shall be removed to a minimum of 6- inches below the bottom of the manhole base. The excavation shall then be backfilled to the level of the new manhole base or new pipe trench bottom with Type II material, compacted to a minimum of 90 percent.
3.02 WIDTH OF TRENCH
A. Safety is the Contractor’s responsibility. This responsibility shall include obtaining engineering, soils, geologic, and other information as necessary to assure a safe working environment.
B. Trenches and other excavations shall have full depth, vertical sides in all cases. Sloping excavation walls are not permitted. Widths of trenches and other excavations shall be held to the minimum practical dimensions to allow for adequate worker safety, protection of adjacent improvements, Section D
proper installation of improvements and proper backfilling and compaction, all within the limits shown on the drawings. Where shoring is required the trench width may be increased by the thickness of the sheeting, as long as loading does not exceed design values.
C. The Contractor is responsible for assuring that the shoring system and his operations do not disturb soil or pavement adjacent to the excavation areas.
Any cave-ins, pavement failures or other damage caused by the Contractor in areas adjacent to the excavations shall be immediately repaired by the Contractor at no additional cost to the City. In street areas, the minimum pavement repair section shall be the complete width of the trench. In case of such failures, the Engineer will determine the limits of all damage and specify the method(s) of repair.
3.03 PAVEMENT REMOVAL
A. Asphalt, concrete and armor coats on public streets shall be sawcut with a suitable tool before excavation. Cutting with a spade, jackhammer or grader-mounted wheel will not be allowed. Breaking of asphalt, concrete, or armor coats with excavation equipment will not be permitted.
B. All edges of asphalt concrete or armor coats shall be cut vertically, with a neat, square edge.
C. In all cases, existing asphalt paving or armor coating shall be saw cut out after trench backfill and just prior to final paving to a point at least 12 inches or more wider than each side of the trench line. Saw cuts shall parallel or be perpendicular to centerline of the trench.
D. Excess paving shall be disposed of in a legal manner at the Contractor's expense.
3.04 GRADE AND ALIGNMENT CONTROL
A. Contractor shall construct the trench to the line and grades as established in the Contract Documents, unless otherwise approved by the Engineer.
Proper allowance shall be made for pipe thickness, bedding material and stabilization material.
B. Any part of the trench over-excavated below required grade without the Engineer's approval shall be backfilled with stabilization material, as approved by the City, and compacted to a density equal to 90 percent of the relative density of undisturbed trench bottom at the Contractor's expense.
C. All pipe will be installed to grade and alignment established by an electronic, self-leveling, collimated laser beam which shall have good visibility and meet all Federal, State, County, and City requirements as to safety, operation, and field use. The laser beam shall have an off-grade warning Section D
system which shall operate until the instrument is corrected to grade by the self-leveling instrument. The level shall be calibrated and corrections in grade shall be made at the Contractor's expense, as directed by the City.
D. The pipe shall be accurately centered on the appropriate offset from stakes provided and shall be laid neat and straight to provide good hydraulic characteristics associated with the grade and pipe size specified.
E. No flat or reverse grades will be accepted.
3.05 REMOVAL OF WATER
A. The Contractor shall provide, install, and maintain at all times during construction, sufficient means and facilities with which to divert, remove, and properly dispose of all water from any source. The Contractor shall maintain all Work and excavations in a clean, dry, and safe condition.
B. Water from surface runoff shall be diverted as necessary to prevent accumulation of water on the site. Construct the necessary ditches and structures and take such precautions as are necessary to protect the Work and adjacent property.
C. Dewatering shall be accomplished by methods that will ensure a water free excavation and will preserve the final lines and grades of the bottom of the excavations. Should “pumping” of subgrade occur during compaction, the groundwater surface shall be lowered. Dewatering shall be accomplished in a manner that will prevent loss of fine material from the foundation. No additional cost will be allowed for dewatering.
D. Water disposal shall meet federal, state, and local requirements and as specified. Refer also to Section 02240 DEWATERING.
3.06 SHORING, SHEETING AND BRACING
A. See Section 02160 – SHORING AND TRENCH SAFETY. The Contractor shall furnish and install all shoring, sheeting and bracing required to support adjacent earth banks and structures for the protection and safety of all personnel working in the trench. All shoring, sheeting and bracing shall conform to the requirements of the State or local agents having jurisdiction over such matters. Remove shoring, sheeting and bracing in a manner that will protect the workmen and prevent caving of banks and damage to the pipe, grade, sidewall support, bedding compaction, backfill or adjacent structure and property.
3.07 PLACEMENT OF TRENCH STABILIZATION MATERIAL
A. Stabilization material shall be placed in lifts, not exceeding 6 inches, in loose thickness, and tamped to 90 percent relative compaction. Trench Section D
stabilization material shall be placed in an envelope of geotextile fabric.
After placement and compaction of the material, the fabric shall be enclosed to wrap the material. Where the edges, or sheets, of fabric are brought together to envolope the material, the adjoing edges of the fabric shall overlap by 18-inches.
B. If unstable trench sub-grade is encountered, the trench shall be overexcavated deeper, to a maximum of 12 inches below the required trench bottom, as directed by the geotechnical engineer. Trench stabilization material, and fabric wrap, shall be placed up to the bottom plane of the bedding material.
3.08 PIPE BEDDING
A. Bedding is defined as that material placed in the excavation between the trench subgrade and the bottom of the pipeline, manhole or other structure.
Bedding material shall be placed, compacted and trimmed to proper grade before placing the pipeline, manhole or structure. Where necessary, the bedding material shall be excavated to accommodate pipe bells and other irregularities.
B. Bedding material shall be placed in a single lift unless otherwise instructed by the Engineer. Bedding material shall be compacted to a minimum of 90 percent.
3.09 TRENCH BACKFILL
A. Backfill consists of all material placed in, or returned to the trench or excavation from the bottom of the pipe, manhole or other structure to the ground surface or the roadway base.
B. Initial backfill shall be that backfill placed on the bedding material, around the pipe or structure to a depth of 12-inches over the top of the pipe or 12- inches thick around the manhole or structure. compacted to 90 percent.
Compaction of initial backfill shall not begin until all initial backfill material has been placed to a depth of 12-inches above the pipe, manhole or structure. After compaction, a colored detectable metal foil core plastic tape, at least 6-inches in width, shall be placed on top of the initial backfill wherever sanitary sewer pipes are installed. The tape shall have printed on it the words “Caution: Sewer Line Buried Below.” The tape shall be utilized for all pipes (mains and laterals).
C. All backfill placed above the initial backfill is subsequent backfill.
Subsequent backfill shall consist of Type II material in all public streets, alleys and/or any other paved areas or traveled ways.
D. Subsequent backfill shall be placed in lifts not to exceed 8-inches. In public streets, alleys and/or any other paved areas or traveled ways, subsequent Section D
backfill within 30-inches of the ground surface shall be compacted to a minimum of 95 percent. Subsequent backfill shall be compacted to a minimum of 90 percent.
3.10 ROCK OR OTHER HARD MATERIAL EXCAVATION
A. Rock or other hard material excavation shall include removal and disposal of the following:
1. All boulders measuring 1/3 of a cubic yard or more in volume.
2. Concrete or masonry structures, riprap or rubble which have been abandoned.
3. Rock which exceeds medium rock hardness as defined in the “Subsurface Manual for Design and Construction of Foundations of Buildings.” 1976, published by the American Society of Civil Engineers.
B. Material meeting the criteria of the above referenced publication shall be excavated by mechanical means by the Contractor. Blasting will not be permitted.
C. Any voids created by the removal of rock or other hard material that extend beyond the trench or other excavation limits as shown on the drawings and specified herein shall be backfilled and compacted per the requirements of the typical trench sections shown on the drawings for normal trench backfill at that depth.
3.11 TRENCH DAM
A. The Contractor shall construct trench dams where directed by the Engineer.
Trench dams shall be constructed of Controlled Low Strength Material.
3.12 CLASS 2 AGGREGATE BASE
A. Class 2 aggregate base shall be compacted to 95 percent relative compaction, unless otherwise allowed in the project details or contract documents.
3.13 JETTING
A. No jetting or ponding of trenches will be allowed.
3.14 COMPACTION
A. Mechanical compaction shall be used for all backfill. All compaction shall be to the densities specified per District standard drawing. Compact subsequent backfill in lifts no thicker than 8 inches.
Section D
3.15 TESTING
A. Initial compaction testing will be the responsibility of the Engineer. However, the Contractor shall be responsible for all costs associated with retesting of areas which fail to meet the specified densities.
B. All costs due from the Contractor for retesting will be charged against the Contract and will be deducted from monies due the Contractor.
C. Relative compaction shall be to the densities specified per District standard drawing.
D. Testing will be in accordance with that mentioned in paragraph 1.03 of this section.
3.16 TEMPORARY PAVEMENT
A. A minimum of 8 inches of aggregate base and one inch of temporary asphalt concrete shall be placed in finished trenches at the end of each day unless steel traffic plates are used to cover trenches in paved roads. The temporary asphalt shall be placed within 1/4 inch of finished pavement grade. The Contractor shall maintain the temporary asphalt and replace any temporary asphalt as required by the engineer.
PART 4 MEASUREMENT AND PAYMENT
4.01 MEASUREMENT AND PAYMENT
A. Full compensation for trench excavation and backfill shall be considered as included in the prices paid for the various contract bid items and no additional compensation will be allowed therefor.
END OF SECTION
Section D
VFWD SECTION D.2650 - STORM DRAIN PIPING
PART 1 GENERAL
1.01 SCOPE OF WORK
A. This work includes installing storm drain catch basins, adjusting in place, installing storm drain pipe and connecting into storm drain structures, abandoning storm drain pipe in-place/removing existing storm drain pipes.
B. Reference is made to the State Standard Specifications, “Concrete Structures”, “Installation”, and Section 02727, ”STORM DRAIN INLETS”, Master Bid Document, the City Standard Specifications, and these Technical Specifications.
1.02 REFERENCES
A. The following is a list of standards that may be referenced in this Section and any supplemental Data Sheets:
1. American Society for Testing and Materials (ASTM):
a. C76, Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe.
b. C150, Specification for Portland Cement.
c. C361, Specification for Reinforce Concrete Low-Head Pressure Pipe.
d. C507, Specification for Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe.
e. D412, Test Methods for Vulcanized Rubber and Thermoplastic Rubbers and Thermoplastic Elastomers - Tension.
f. D2240, Test Method for Rubber Property – Durometer Hardness. g. D2321, Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications.
1.03 SUBMITTALS
A. Submit in accordance with Section 0500, SUBMITTALS
B. Complete data on pipe, fittings, coatings, and manufacturer’s installation instructions
C. Certifications properly executed by the manufacturer shall be submitted to the Engineer showing compliance to the requirements of the Specifications. Test Data on tests performed shall be provided as requested by the Engineer.
D. Manufacturer’s design drawing indicating, at relative scale, concrete covers, reinforcement placements and joint assembly design. Submittal Section D
shall also include the design pipe size, D-load (test load expressed in pounds-force per linear foot per foot of diameter), cement type, concrete strength and steel areas.
E. The Contractor shall furnish the results of all tests as specified in ASTM C76 and as indicated herein.
F. A certified affidavit of compliance for all pipe and other products or materials furnished under this Section as specified in the reference standards.
1.04 FACTORY TESTING
A. The manufacturer shall perform all tests and submit the test results data and certification in compliance with the Standard Specifications for Public Works Construction (SSPWC) for RCP pipe and PVC (non pressure) pipe.
B. The Contractor shall comply with the requirements of Section 01400 – Quality Control.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Deliver only materials that fully conform to these specifications or for which submittals have been provided to the Engineer and approved for use.
B. Store and handle materials to avoid damage. Replace any damaged materials. Remove damaged materials from the site.
PART 2 PRODUCTS
2.01 MAIN LINE PIPE AND FITTINGS
A. General:
1. Pipes used for point repairs shall conform or be compatible with the existing pipe.
2. For replacement pipelines installed between access points by open excavation, the minimum size of the replacement pipe shall be the largest of the following:
a. The ID of the existing pipe to be replaced.
b. The proposed ID, as directed by the Engineer, for pipes to be increased in size.
Section D
3. For new pipelines installed between access points, the following pipe shall be used.
a. Reinforced Concrete Pipe
b. PVC – non pressure pipe
c. Other pipe material approved by the District
4. The color of the pipe shall conform to the following:
a. Inside. The inner wall shall be white, light green, gray, light red (vitrified clay color), or natural. Unacceptable interior colors are black.
b. Outside. The outer wall shall be black, white, light green, gray, light red (vitrified clay color), or natural. Unacceptable exterior colors are blue, yellow, and light purple. Both the inside and outside may be the same or different color.
B. Reinforced Concrete Pipe (RCP)
1. Pipe wall thickness shall comply with SSPWC. In no case shall pipe be less than that specified under ASTM C76 provisions for Class III, Wall “B”, or “C.” Wall “A” shall not be accepted.
2. Minimum protective cover of concrete over the inner reinforcement cage shall be 1-1/4 inches.
3. Arch RCP shall be rated 1350D loading.
4. Circular RCP shall be rated for 1200D loading.
5. Materials shall comply with Section 6 of ASTM C76.
6. Cement used in the manufacture of reinforced concrete pipe shall be Type II in conformance with ASTM C150.
7. No admixture shall be used unless otherwise specified or accepted by the OWNER.
8. Rubber gaskets shall be neoprene and shall comply with the requirements of ASTM C361.
C. Polyvinyl Chloride (PVC) non-pressure pipe
1. Polyvinyl Chloride (PVC) pipe up to 36-inch diameter: PVC pipe shall have integral bell and spigot joints and shall be furnished in laying lengths Section D
of 13 feet, 14 feet or 20 feet. Pipe is to be made of PVC compounds that meet the requirements for cell classification as described in ASTM D1784. Pipe in this size range shall have a minimum pipe stiffness of 115 psi when measured at 5% deflection in accordance with ASTM Test Method D-2412. The gasketed joint shall comply with ASTM D3212.
Elastomeric sealing gaskets shall comply with ASTM F-477. a. PVC Pipe up to 15-inches diameter shall be manufactured in accordance with ASTM D-3034; SDR 26.
b. PVC Pipe larger than 15-inches diameter shall be manufactured in accordance with ASTM F-679.
c. An alternative pipe selection for this size range is AWWA C-905 (C.I.O.D.) with a minimum pipe stiffness of 129 psi when measured at 5% deflection, in accordance with ASTM Test Method D-2412.
2. Closed Profile-Wall Polyvinyl Chloride (PVC) pipe, 30-inch to 54-inch diameter. PVC gravity sewer pipe in this size range, that does not meet the requirements above, shall be closed profile-wall PVC pipe manufactured in accordance with ASTM F-1803. Pipe is to be made of PVC compounds that meet the requirements for cell classification as described in ASTM D-1784. Pipe shall be furnished in laying lengths of 13 feet or 20 feet. Pipe shall have a minimum pipe stiffness of 46 psi when measured at 5% deflection, in accordance with ASTM Test Method D-2412. The pipe is to be furnished with integral bell and spigot, gasketed joint and shall comply with ASTM D3212. Each spigot end shall have a rubber wedge resilient bevel design to prevent damaging pipe ends during installation. Elastomeric sealing gaskets shall comply with ASTM F-477.
D. Pipe Zone Backfill Material: Pipe zone materials shall conform to Section 02220, TRENCH EXCAVATION and BACKFILL.
1. For plastic pipe larger than 12-inches diameter, pipe zone material shall be CLSM in accordance with Section 02220-2.03B TRENCH BACKFILL, PIPE…BACKFILL, CLSM.
E. Trench Backfill Above Pipe Zone: Trench backfill materials above the pipe zone shall conform to Section 02220, TRENCH EXCAVATION and BACKFILL.
2.02 MARKING AT PLANT
A. Each pipe and fitting shall be marked at the plant. Marking shall include size or diameter and class of pipe or fittings, manufacturer’s identification, and date of manufacture, plus other information required for each type of pipe.
Section D
PART 3 EXECUTION
3.01 DISTRIBUTING MATERIALS
A. Distribute materials along the trench only as will be used each day, unless otherwise approved by the Engineer. Store materials in a manner that will not be a hazard to traffic or to the public in general, will not obstruct access to adjacent property, or will not obstruct other contractor's working in the area.
3.02 HANDLING AND TRANSPORTATION
A. During loading, transportation, unloading, storage, and laying, every precaution shall be taken to prevent damage to the pipe, linings, and coatings. Trucks, trailers, or railway cars used for transporting coated pipe shall be provided with bolsters between each layer of pipe curved to fit the outside of the pipe.
B. Lifting of pipe during unloading shall be done using two slings placed at the quarter points of the pipe sections. Pipe may be lifted into the trench using one sling near the center of the pipe, provided the pipe is guided to prevent uncontrolled swinging and no damage will result to the pipe or harm to the workmen. The slings shall bear uniformly against the pipe. When not being handled, the pipe shall be supported on timber cradles or on properly prepared ground, graded to eliminate all rock points and to provide uniform support along the full length. If any unit of pipe is, in the opinion of the Engineer, damaged beyond repair, it shall be removed from the site of the Work and replaced with another unit. Position slings away from joints.
C. Pipe and fittings shall not be stored on rocks or gravel, or other hard material that might damage the pipe or lining and coating. No pipe shall be allowed to rest on the bell end of the pipe or pipe joint. This shall include storage areas and along the pipe trench.
D. Heavy canvas or nylon slings of suitable strength shall be used for lifting and supporting materials; do not use chains or cables.
3.03 RUBBER GASKET STORAGE
A. Store all rubber gaskets in a cool, well-ventilated place and do not expose to the direct rays of the sun. Do not allow contact with oils, fuels, petroleum, or solvents.
3.04 PIPE PREPARATION AND HANDLING
A. Each pipe and fitting shall be carefully inspected before installation. The interior and exterior shall be inspected, and all damaged areas patched in the field with material equal to the original. Any pipe or coating system that Section D
is, in the opinion of the Engineer, damaged beyond repair, shall not be used and shall be removed from the site. Clean ends of pipe thoroughly. Remove foreign matter and dirt from inside of pipe and keep clean during and after installation.
B. Use proper implements, tools, and facilities for the safe and proper protection and installation of the pipe. Carefully handle pipe in such a manner as to avoid any physical damage to the pipe. Do not drop or dump pipe into trenches under any circumstances.
3.05 PREPARATION OF TRENCH
A. Line and Grade for Main:
1. For pipelines intended to be straight, do not deviate more than 1/2 inch from line or 1/4 inch from grade, provided that finished pipeline will present a uniform bore, and such variation does not result in a level or reverse sloping invert, or less than minimum slope. Measure for grade at the pipe invert, not at the top of the pipe.
2. Grade the bottom of the trench by hand to the line and grade to which the pipe is to be laid, with proper allowance for pipe thickness and pipe base.
Remove hard spots that would prevent a uniform thickness of bedding.
Before laying each section of the pipe, check the grade with a straightedge and correct any irregularities found. The trench bottom shall form a continuous and uniform bearing and support for the pipe barrel between bell holes.
3. Bedding material under the pipe shall be compacted in 8-inch maximum lifts to the required minimum compacted required in Section 02220, TRENCH EXCAVATION and BACKFILL. If, during pipe installation, a pipe section is found to be at an incorrect grade, the section shall be removed and the base regraded to the proper elevation.
B. Bell (Joint) Holes: At the location of each joint, dig bell (joint) holes of ample dimensions in the bottom of the trench and at the sides as required to permit the joint to be made properly, and to permit easy visual inspection of the entire joint and checking the gasket with a feeler gauge.
C. If controlled low strength material (CLSM), as directed by the Engineer, is allowed in the trench as fill, the pipe shall be supported in a manner that prevents moving or floating of the pipe during placement of the CLSM.
D. Removal of Water: The trench shall be kept dry until the pipe laying is completed and the pipe zone material is installed. Removal of water shall be in conformance with specifications in Section 02240, DEWATERING.
Section D
3.06 PREPARING PIPE FOR TRENCH
A. Inspect each pipe and fitting before the pipe and/or fitting is lowered into the trench.
B. Damaged portions of pipe, coating, or lining shall be cleaned and repaired by experienced personnel, so that the pipe is equal to the original.
Manufacturer's recommendations for repairs shall be followed.
C. Wipe the joints of pipe, fittings, and appurtenances clean of all dirt, grease, and foreign matter before the pipe is lowered into trench.
D. Plug or close off pipes that are stubbed off for access structures (such as manholes) for connection by others with temporary, watertight plugs.
3.07 LAYING PIPE
A. Pipe laying shall proceed upgrade, with spigot ends pointing in the direction of flow.
B. All pipe, fittings, and appurtenances shall be installed in accordance with the manufacturer's instructions and these Specifications.
C. No pipe shall be laid in water or when, in the opinion of the Engineer, trench conditions are unsuitable.
D. Where pipe is to be connected to an existing manhole, the existing pipe shall be chipped out of the manhole, with the opening large enough that the new pipe can be inserted into the manhole and grouted into place with a nonshrink grout. A standard or flexible joint shall be located no farther from the manhole than shown on the District’s Standard Drawings. When approved by the Engineer, the existing pipe may be cleanly to the distance shown in the District’s Standard Drawing, and the new pipe joined to the existing pipe with a flexible coupling.
E. Joining Pipe: Assemble joint in accordance with manufacturer's instructions, or as modified by these Specifications.
1. Bell and Spigot Joints:
a. Clean the bell of the previously laid pipe of all foreign material and apply a thin film of the specified lubricant to the entire surface of the bell ring.
b. Joint assembly design shall be Carnegie bell and spigot steel joint or reinforced concrete raised or flush bell concrete joint incorporating a fully retained single rubber gasket in accordance with ASTM C361 .
c. Joints shall be designed so as to be self-centering. Unless otherwise Section D
specified, joints in reinforced concrete pipe shall be of the tongue and groove mortar type of joint.
d. Lubricate the gasket and install it in the spigot groove. e. The gasket tension shall be uniform around the groove before placing the pipe in the trench.
f. Lower the pipe section to be laid into the trench until it is approximately in line with the previously laid pipe section and the spigot is centered in the bell.
g. Make assembly of the joint in accordance with the recommendations of the manufacturer of the type of joint used. Provide all special tools and appliances required for the jointing assembly.
h. The gasket position shall be checked with a feeler gauge, furnished by the pipe manufacturer, to assure proper seating.
2. Flexible Coupler:
a. Pipe Preparation: The ends of the pipe, where indicated, shall be prepared for flexible couplings. Plain ends for use with couplings shall be smooth and round for a distance of 12 inches from the ends of the pipe, with outside diameter not more than 1/64-inch smaller than the nominal outside diameter of the pipe.
F. Prevent foreign material from entering the pipe while it is being placed in the trench. Remove all foreign material from the pipe and spigot area before the next pipe is placed. If the pipe laying crew cannot put the pipe into the trench and in place without getting earth into the pipe, the Engineer may require that snugly fitted, tightly woven, canvas bags be placed over each end before lowering the pipe. The bags shall be left in place until the connection is to be made to the adjacent pipe. During laying operations, keep debris, tools, clothing, or other materials out of the pipe.
G. Take all precautions necessary to prevent the "uplift" or floating of the line prior to completion of backfilling operations.
H. Follow pipe laying operations closely with backfilling of the trenches with sufficient pipe zone material to prevent the pipe from moving. Place backfill carefully and simultaneously on both sides of the pipe to avoid displacement of the pipe and damage to the joints and coating.
3.08 PERMISSIBLE DEFLECTION AT JOINTS
A. Deflection of pipe joints is not permitted without prior written approval of the Engineer. Where it is approved by the Engineer to deflect pipe from a Section D
straight line, either in the vertical or horizontal plane, do not exceed 75 percent of the amount of deflection recommended by the pipe or coupling manufacturer and as reviewed by the Engineer.
3.09 PIPE ZONE MATERIAL
A. For rigid pipe materials such as RCP, particular attention must be given to the area of the pipe zone from the flow line to the centerline of the pipe to ensure that firm support is obtained to prevent any lateral movement of the pipe during the final backfilling of the pipe zone.
B. For plastic pipe materials such as PVC, firm support must be provided around the entire pipe out to the trench walls. See requirements for pipe zone material for larger diameter plastic pipe.
3.10 PIPELINE CLOSING
A. Take the necessary precautions required to prevent excavated or other foreign material from entering the pipe during the laying operation. At all times, when laying operations are not in progress, at the close of the day's Work, or whenever the workmen are absent from the job, close and block the open end of the last laid section of pipe with a watertight plug to prevent entry of foreign material or creep of the gasketed joints. End closure shall be sufficient to prevent trench water from entering pipe. Keep water out of the trench.
3.11 ABANDONING EXISTING PIPE
A. Pipe to be abandoned shall be as directed by the Engineer.
B. The entire length of the pipe to be abandoned shall be completely filled with grout or filling sand.
C. Grout and filling sand material shall be as specified in Section 03790, MISCELLANEOUS CONCRETE.
D. A gunite machine, or other approved equipment, shall be used to place the grout or blow the sand into the abandoned pipe.
E. The grout or sand shall be placed from each end and at such intermediate points as may be necessary to fill the entire pipe.
F. After filling the pipe, a two foot long concrete plug, as specified in Section 03790, MISCELLANEOUS CONCRETE, shall be installed at each end of the abandoned pipe and at any intermediate points as necessary.
G. Trench excavation and backfill shall conform to the applicable requirements of Section 02220, TRENCH EXCAVATION and BACKFILL.
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H. Surface restoration shall conform to the applicable requirements of Section 02324 and 02775, SURFACE RESTORATION and PROPERTY RESTORATION, respectively.
3.12 PIPELINE TESTING
A. Unless otherwise specified each storm drain shall be required to satisfactorily pass the following acceptances tests in Section 2750 Acceptance Tests:
1. Cleaning
2. TV Inspection
3.13 REPAIR AND RETESTING
A. Sections of pipe not meeting the pipeline test requirements shall be removed and reconstructed, or replaced. Internal repair, by sealing or grouting of failed joints in the Contractor’s work is not allowed.
B. Following repairs, sections shall be retested as specified for pipeline testing.
3.14 Storm Drain CLEANING
A. Prior to final acceptance and final manhole-to-manhole inspection of the sewer system by Engineer, flush and clean all parts of the system. Remove all accumulated construction debris, rocks, gravel, sand, silt, and other foreign material from the sewer system at or near the closest downstream manhole. If necessary, use mechanical rodding or bucketing equipment.
The Contractor shall provide CCTV reports and videotape depicting the condition of the newly installed pipe.
B. Upon Engineer's final manhole-to-manhole inspection of the sewer system, if any foreign matter is still present in the system, reflush and clean the sections and portions of the lines as required.
PART 4 MEASUREMENT & PAYMENT
5.01 MEASUREMENT
A. Measurement of “Install 24-inch Storm Drain Pipe“ including connections to Storm Drain Structures as per VFWD standards, shall be measured by the linear foot (LF) of pipe installed.
5.02 PAYMENT
A. Payment for “Install 24-inch Storm Drain Pipe“ including Connections to Section D
Storm Drain Structures shall be made at the contract unit price per linear feet (LF) installed including connection to structures. The contract unit price shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing 24-Inch Storm Drain Pipe, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
END OF SECTION
Section D
VFWD SECTION D.2726 - MANHOLE CONSTRUCTION
PART 1 GENERAL
1.01 RELATED SECTIONS
A. Section 02220 TRENCH EXCAVATION and BACKFILL.
B. Section 02750, ACCEPTANCE TESTS
1.02 REFERENCES
A. The following is a list of standards that may be referenced in this Section:
1. American Society for Testing and Materials (ASTM):
a. A36, Standard Specification for Carbon Structural Steel. b. A48, Standard Specification for Gray Iron Castings.
c. A123, Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.
d. A167, Standard Specification for Stainless and Heat-Resisting Chromium-Nickel Steel Plate, Sheet, and Strip.
e. A536, Standard Specification for Ductile Iron Castings. f. A615/A615M, Standard Specification for Rail-Steel Deformed and Plain Bars for Concrete Reinforcement.
g. B139, Standard Specification for Phosphor Bronze Rod, Bar, and Shapes.
h. C14, Standard Specification for Concrete Sewer, Storm Drain, and Culvert Pipe.
i. C387, Standard Specification for Packaged, Dry, Combined Materials for Mortar and Concrete.
j. C478, Standard Specification for Precast Reinforced Concrete Manhole Sections.
k. C923, Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes, and Laterals. l. D883, Definition of Terms Relating to Plastics.
m. D1248, Specification for Polyethylene Plastics Molding and Extrusions Materials.
n. F593, Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs.
o. F594, Standard Specification for Stainless Steel Nuts.
1.03 SUBMITTALS
A. Shop Drawings:
1. Cast-in-Place Manholes: Details of construction.
2. Precast Manholes: Details of construction.
3. Precast Base, Cones, and Top Slab Sections: Details of construction.
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4. New Manholes on Existing Piping: Plans and schedule for diverting flow.
5. Design of manhole frame to structure seals.
6. Storm Water Treatment Structures: Submit detailed drawings for manufacture of each unit and engineering calculations verifying that each unit is appropriately sized for the intended flow and treatment capacity.
B. Quality Control Submittals:
1. Proposed curing method for cast-in-place concrete structures.
2. Precast Manhole Sections: Manufacturer's results of tests performed on representative sections to be furnished.
3. Contractor’s plan for diversion of flow during installation of manhole over existing piping.
PART 2 PRODUCTS
2.01 PRECAST MANHOLES
A. Riser Sections:
1. As shown in the Standard Drawings, Standard Manhole.
2. Fabricate in accordance with ASTM C478.
3. Precast sections shall meet the permeability requirements of ASTM C14.
4. Top and bottom shall be parallel.
5. Joints: Tongue-and-groove, or rubber gasket, bell and spigot.
B. Cone Sections:
1. As shown in the Standard Drawings Standard Manhole.
2. Same wall thickness and reinforcement as riser section.
3. Top and bottom shall be parallel.
C. Precast Base Sections and Base Slab:
1. Precast Base Sections: Base slab integral with sidewalls.
2. Fabricate in accordance with ASTM C478.
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3. Precast Base slab and reinforcement as shown in the Standard Drawings, Standard Manhole.
D. Grade Rings:
1. Concrete grade rings; maximum 6 inches high.
2. Fabricate in accordance with ASTM C478.
E. Preformed Plastic Gaskets for tongue and groove joints (not required for rubber gasket joints). The quantity of sealing material shall be sufficient to satisfy the visual inspection requirements described in section 3.3D herein.
Approved manufacturers:
1. Hamilton Kent Manufacturing Co., Box 178, Kent, OH 44240; Kent-Seal No. 2.
2. K. T. Snyder Co., Inc., Central National Bank Bldg., Houston, TX 77002; Ram-Nek.
F. Source Quality Control:
1. All test specimens shall be mat tested and meet the permeability test requirements of ASTM C14.
2. Conduct tests at point of manufacture prior to delivery of any section.
3. Sections to be tested will be selected at random from stockpiled material to be supplied for the project.
2.02 CAST-IN-PLACE MANHOLES
A. Reinforcing Steel and Concrete: Furnish as specified in Section 03790, MISCELLANEOUS CONCRETE.
2.03 High density POLYETHYLENE (HDPE) MANHOLE
A. HDPE manholes shall be in accordance with ASTM-3350. HDPE Manholes shall be produced using polyethylene compounds conforming to the requirement of Type III Category 3, Class B, as defined and described in ASTM. Clean reworked material or reprocessed material may be used in the manufacture provided that the manhole components meet all of the requirements of the product specification.
B. Polyethylene manholes shall be produced in the rotational molding process.
The manhole will consist of an appropriate combination of base, elevation, and top section based on project requirements.
C. Interior access to all manholes shall be designed so that a portable ladder Section D
can be supported by the installed manhole.
D. The manhole shall be designed to accept and be compatible with cast iron frames and lids and concrete top block as shown in the District’s standard manhole detail.
E. Manhole segment joints shall be designed to function as a full tongue and groove with the groove portion no less than 2.75 inches in depth, with the capability to accommodate optional gaskets and/or sealing compounds recommended by the manufacturer.
2.04 MANHOLE FRAMES AND COVER
A. Size and Shape: As shown on the Standard Drawings, Standard Manhole Frame and Cover. Hinged standard manhole frames and covers as specified in sub-section 2.5 below are an approved alternative to the standard manhole frames and covers shown on the standard drawings and specified herein.
B. Castings:
1. Tough, close-grained gray iron, sound, smooth, clean, free from blisters, blowholes, shrinkage, cold shuts, and defects.
2. Cast Iron: ASTM A48 Class 30B.
3. Ductile Iron: ASTM A536, Grade 60-40-12.
4. Plane or grind bearing surfaces to ensure flat, true surfaces.
C. Cover: True and seat within ring at all points with the letters VFWD in 2-inch raised letters.
D. Where called in for in the Contract Documents, Watertight Pressure 24-inch Manhole Frames and Covers shall be ductile iron per ISO 1083, designed to withstand an H-20 traffic loading and pressure of 14-psi without leaking.
Pressure Cover shall close onto a flexible seating gasket and shall be PAMTIGHT as distributed by Certaineed/Saint Goban, or approved equal.
If integrally cast letters “VFWD” are not available, refer to section 02726-
2.5-C.
2.05 HINGED STANDARD MANHOLE FRAME AND COVER
A. Manhole cover shall open with a hinge and a 90-degree blocking system and shall close into a flexible seating gasket, and have automatic surge release capability, and shall be Rexus or Pamrex as distributed by Certainteed/Saint Goban, or approved equal.
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B. Manhole Frames and covers shall be ductile iron per ISO 1083, or ISO 9000.
C. As an alternate to integrally cast letters that identify “VFWD,” the cover shall include a badge disk, approved by the manufacturer, that states “VFWD”.
Badge disk shall have embossed lettering over a UV baked enamel green finish on a 3/5-inch, or larger, diameter stainless steel disk. Badge disk shall be Envir-O-Mark as manufactured by Almetek or approved equal.
D. For Hinged Standard Manhole Frame and Cover with 36-inch opening, a factory installed gas strut for opening assist is required for manhole frames and covers to be used in storm drain systems. The gas assist strut is not allowed for 36-inch hinged covers to be used on sanitary sewers.
2.06 MORTAR
A. Standard premixed in accordance with ASTM C387, or proportion 1 part portland cement to 2 parts clean, well-graded sand that will pass a 1/8-inch screen.
B. Admixtures: May be included but do not exceed the following percentages of weight of cement.
1. Hydrated Lime: 10 percent.
2. Diatomaceous Earth or Other Inert Material: 5 percent.
C. Mix Consistency:
1. Tongue-and-Groove Type Joint: Such that mortar will readily adhere to pipe.
2. Mortar mixed for longer than 30 minutes shall not be used.
2.07 IMPORTED BASE ROCK
A. Furnish as specified for bedding material and pipe zone material in Section 02220, TRENCH EXCAVATION and BACKFILL
2.08 PIPE TO STRUCTURE CONNECTING GASKET/SLEEVE
A. Manufacturers:
1. “Kwik Seal” as manufactured by Press-Seal Gasket Corporation (pressseal.com)
2. Approved Equal
B. Gasket shall be polyisoprene or natural rubber meeting the requirements of Section D
ASTM C-923 and C-1478. Gaskets shall be either:
1. Factory installed at the time of manufacturer of the pre-cast section so that they are integral to the pipe opening, or
2. Placed around the installed pipe in the field and grouted into place within a cast, or core-drilled, opening in the structure.
C. For gaskets that are field installed, refer to sub-section 3.3-A-2-d Precast MH…Pipe Connection to Base for requirements for requirements to grout around the connecting sleeve.
2.09 MATERIALS FOR INTERIOR COATING OF sanitary sewer (SS) MANHOLES A. Where any SS manhole has a connecting pipe with a diameter larger than 12-inches, the interior of the manhole shall be coated with hydrogen sulfide (H2S) protective coating. Where required, H2S protection material shall be as specified in Section 02964-2.9 MANHOLE REHABILITATION, H2S PROTECTION MATERIALS.
B. Where H2S protective coating is not required, as described above, a waterproofing seal coat shall be applied to the interior concrete surface of the SS manhole. Water proofing seal coat shall be:
1. XYPEX Crystalline Waterproofing by Guaranteed Waterproofing and Construction
2. Brushbond, or Weatherguard P-20 or P-40 by Thoroc.
3. Res-X Sodium Silicate by Burke.
4. Approved equal.
2.10 DISTRICT STANDARD PRECAST STORM WATER TREATMENT STRUCTURE A. This specification shall apply to any SWTS to be owned and maintained by VFWD. Prior to ordering and manufacturing each SWTS, the Contractor shall submit detailed drawings for construction of each unit and engineering calculations verifying that each unit is appropriately sized for the intended flow and treatment capacity. The minimum treatment capacity shall be 2 CFS and the unit shall be large enough to accommodate the access openings as described below.
B. The Contractor shall provide and install a pre-cast storm water filtration treatment unit at the location shown on the drawings and in accordance with the notes, details and specifications in the contract documents.
C. The storm water filtration unit shall use a weir wall to route low and moderate Section D
flows into a vertical separation cylinder. The influent shall be filtered as it leaves the separation cylinder by passing through a screen of expanded metal grating at the circumference of the separation cylinder. Debris filtered out of the flow stream shall be collected in a circular sump below the separation cylinder. Treated water shall pass under an oil baffle within the SWTS before reentering the main pipe. Large flows may be allowed to bypass the filtration process by passing over the weir wall and continuing down the main pipe. The flow diversion and the SWTS shall be in accordance with one of the following two arrangements:
1. Offline SWTS unit is allowed for all pipe sizes and is required for inlet pipes larger than 24-inches in diameter: The offline unit will include a weir wall, inside of a diversion box, to route low and moderate flows into a SWTS.
2. Inline SWTS unit is allowed for inlet pipes 24-inches and smaller: The inline unit shall use a combination weir/diversion wall made of fiberglass that is incorporated into the SWTS.
D. Access for maintenance of the SWTS, and weir box if applicable, shall be by District standard manholes placed as follows:
1. In the top of the structure (SWTS or weir box) directly over the area just upstream of the diversion weir/wall. For inlet pipes larger than 24-inches, this manhole opening shall be a 36-inch frame and cover.
2. Where a diversion box is required, there shall be manhole access in the top of the weir box, downstream of the diversion wall. Regardless of the size of the connecting pipe, this manhole may be a 24-inch frame and cover.
3. Directly over, and concentric with, the separation cylinder. This manhole shall be 24-inch minimum, or larger as recommended by the manufacturer.
4. Outside of the separation chamber, upstream of the oil baffle. This manhole shall be 24-inch minimum, or larger as required by the manufacturer.
E. Unless otherwise approved by the District, components of the SWTS unit shall be made of the following materials:
1. Diversion wall within the weir box (off-line unit) shall be reinforced concrete structurally incorporated into the weir box.
2. Expanded metal grating and fastening hardware for separation screen shall be stainless steel.
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3. Oil baffle shall be fiberglass.
4. Concrete and steel reinforcing for the diversion box and pre-cast units shall be in accordance with requirements of this specification section 2726 MANHOLE CONSTRUCTION.
5. Metal castings, frames and covers for each SWTS unit shall be in accordance with requirements of this specification section 2726 MANHOLE CONSTRUCTION.
6. The debris sump shall be pre-cast concrete and shall be concentric with, and approximately the same diameter as, the steel separation cylinder, such that debris can be removed from the sump by a sewage vacuum truck, without the need for a worker to enter the structure.
2.11 EXTERNAL CHIMENY SEAL
A. External Chimney Seal shall be only installed where required by the contract documents or directed by the District.
B. Gasket
1. Extrude or mold from a high-grade rubber compound.
2. Comply with material test requirements of ASTM C923.
3. Minimum thickness: 1-1/2 inch.
4. Minimum Unstretched Length: Sufficient to extend from manhole frame, across a maximum of 6 inches of extension rings, to the manhole cone section.
5. Fabricate bands for compressing sleeve against manhole from Type 316 stainless steel:
a. Channeled Sheet: Minimum 16-gauge, ASTM A167
b. Round: 5/16inch diameter, ASTM A240
C. Screws, Bolts, or Nuts: Stainless steel conforming to ASTM F593 and STM 594, Type 316.
D. Gasket shall be made only of materials that have been proven to be resistant to the following exposures and conditions:
1. Sanitary Sewage.
2. Corrosion or rotting under wet or dry conditions.
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3. Gaseous environment in sanitary sewers and at road surfaces including common levels of ozone, carbon monoxide, and other trace gases at the sites of installation.
4. Biological environment in soils and sanitary sewers
5. Chemical attack by road salts, road oil, and common street spillages or solvents used in street construction or maintenance.
6. Temperature ranges, variations, and gradients in the area of construction.
7. Variations in moisture conditions and humidity
8. Fatigue failure caused by a minimum of 30 freeze-thaw cycles per year.
9. Vibrations due to traffic loadings.
10. Fatigue failure due to repeated variations of tensile, compressive and shear stresses, and repeated elongation and compression.
11. Any combination of the above.
E. Materials used shall be compatible with each other and with manhole materials.
F. Design gasket to meet the following requirements:
1. Continuously prevent leakage of water from outside the manhole into the manhole at the joints between the manhole frame and the cone section.
2. Seal shall remain flexible, allowing repeated vertical movements of frame from 0 to 2 inches or repeated horizontal movements of frame with respect to top of extension or cone from 0 to ½ inch due to pavement occurring simultaneously at rates not exceeding 1/10 inch per minute.
PART 3 EXECUTION
3.01 GENERAL
A. Remove and keep all water clear from the excavation during construction and testing operations.
B. Place a minimum of 6 inches of imported base rock on undisturbed earth; thoroughly compact with a mechanical vibrating or power tamper.
C. Manufacture and installation of pre-cast Storm Water Treatment Structures shall be in accordance with the recommendations of the manufacturer and in accordance with installation requirements of these specifications for construction of manholes.
Section D
3.02 EXCAVATION AND BACKFILL
A. As specified in Section 02220, TRENCH EXCAVATION and BACKFILL.
3.03 PRECAST MANHOLES
A. Concrete Base:
1. Cast-In-Place:
a. Vibrate to densify concrete and screed so first precast manhole section to be placed has a level, uniform bearing for full circumference.
b. To assure watertight seal between base and manhole wall, place first precast section of manhole in concrete base before concrete has set.
Otherwise seal as described in sub-section 3 SEALING…TO MANHOLE BASE, below.
c. Properly locate and plumb first section.
2. Precast:
a. Base Material:
b. Remove water from the excavation.
c. Place a minimum of 6 inches of imported base rock in conformance with Section 02220, TRENCH EXCAVATION and BACKFILL.
d. Thoroughly compact with a mechanical vibrating or power tamper. e. Properly locate, ensure firm bearing throughout, and plumb first section.
f. Set and level before joining pipe.
g. Pipe Connections to MH Base: If pipe to MH base connecting sleeve is field installed per subsection 2.8-B-2, the Contractor shall use waterproof, non-shrink grout to fill the space between the outside of the pipe and/or connecting gasket and the interior diameter of the cat or core-drilled pipe opening in the structure wall.
3. Sealing precast section to manhole base: Use one of, or a combination of, the following methods:
a. Mortar: Deposit sufficient mortar on the mating surface of the base to assure a watertight seal between base and manhole wall.
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b. Preformed plastic gasket: Use a minimum of two courses of preformed sealer where the precast wall meets the manhole base. c. For cast-in-place base, set the first section before concrete base has completely cured as described in 1 above.
B. Sections:
1. Thoroughly clean ends of sections to be joined.
2. In accordance with the recommendation of the manufacturer of the preformed gasket, thoroughly prepare the joint with primer prior to placing preformed gasket.
C. Preformed Plastic Gaskets for manhole sections (required in lieu of rubber gasket joints):
1. Carefully inspect precast manhole sections and grade rings to be joined.
2. Do not use sections with chips or cracks in the tongue.
3. Use only pipe primer furnished by gasket manufacturer.
4. Install gasket material in accordance with manufacturer's instructions, and as specified herein.
5. The quantity and placement of the preformed gasket shall be such that the weight of the upper manhole section shall displace the gasket so that excess gasket material is visible on the inside and the outside of the manhole joint.
6. Remove excess gasket material by cutting with a blade from the inside and outside of each joint before finishing the joint with mortar.
D. Mortar Joints (not required for rubber gasket joints):
1. After manhole sections have been set on preformed gaskets, thoroughly wet joint with water prior to placing mortar. Place and work mortar into, and over, the seam of each joint from the interior and the exterior of the manhole.
2. Fill joint completely with mortar of proper consistency.
3. Trowel interior and exterior surfaces smooth.
4. Prevent mortar from drying out and curing too quickly by applying an approved curing compound or comparable approved method.
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5. Do not use mortar mixed for longer than 30 minutes.
6. Chip out and replace cracked or defective mortar.
7. Completed Manholes shall be rigid and watertight.
E. Rubber Gasketed Joints: Install in accordance with manufacturer's instructions
F. Extensions/Grade Rings:
1. Provide on manholes in streets or other locations where a subsequent change in existing grade may be likely.
2. Install to height not exceeding 12 inches.
3. Lay grade rings in mortar, or preformed gaskets, with sides plumb and tops level.
4. Finish interior joint seams with mortar as specified for sections, and make watertight.
3.04 MANHOLE INVERT
A. Construct with smooth transitions to ensure an unobstructed flow through manhole. Remove sharp edges or rough sections that tend to obstruct flow.
B. Where full section of pipe is laid through manhole, break out top section as shown and cover exposed edge of pipe completely with mortar. Trowel mortar surfaces smooth.
3.05 CAST-IN-PLACE MANHOLE
A. Refer to Standard Drawings, Standard Manhole.
3.06 HDPE MANHOLE
A. As recommended by the manhole manufacturer.
B. Install only on private property.
3.07 GRADE ADJUSTMENTS
A. Adjust grade so that top of cover is at or above surrounding surface in accordance with Manhole Frames and Covers below.
B. Use grade rings to raise frame and cover.
C. Extensions: Limited to maximum height of 12 inches.
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D. If manhole is brick, remove the existing frame, adjust to grade with concrete adjustment ring set in a bed of mortar on top of the existing brick chimney.
Anchor manhole frame to adjusting ring with a 1/2-inch minimum, Type 304 stainless steel anchors. Apply concrete fillet over grade ring and existing manhole chimney around exterior perimeter of manhole to secure in place.
E. If manhole is concrete, remove the existing frame, adjust to grade with concrete adjusting ring set in a bed of bitumastic sealant, and anchor the frame through the adjusting ring to the existing concrete chimney using 1/2-inch minimum, Type 304 stainless steel anchors.
3.08 MANHOLE FRAMES AND COVERS
A. Set frames in concrete top block with concrete carried over flange as shown in Standard Drawings, Standard Manhole.
B. Set frames on manholes in preformed plastic gasket or mortar bed so that the space between the top of the manhole masonry and the bottom flanges of frame will be completely filled and made watertight.
C. Unless otherwise shown or directed:
1. In paved areas, set top of cover flush with surface of adjoining pavement as shown on Standard Drawings, Standard Manhole.
2. In unpaved areas (non-traffic areas), set top of cover 1-inch above the adjoining ground surface unless otherwise directed by the Engineer.
D. At locations shown, install exterior manhole frame to structure seals in accordance with manufacturer's instructions.
3.09 PRESSURE MANHOLES
A. Install frame fasteners at location shown
3.10 MANHOLE PIPING
A. Drop Assembly:
1. As shown on Standard Drawing for Drop Type Manhole Installation.
2. Extend pipe from the double tee to a flexible joint at the exterior face of the concrete encasement. Install a second flexible joint upstream between 1 and 2 feet from the joint at the exterior face of the concrete encasement.
3. Support lower drop elbow with concrete monolithically-placed with manhole base.
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B. Flexible Joints:
1. Provide as shown in Standard Drawings.
C. Stubouts For Future Connections:
1. Provide same type and class of pipe as specified for use in service connection, lateral, main, or trunk sewer construction. Where there are two different classes of pipe at manhole, use higher strength pipe.
2. Grout pipe in precast walls or manhole base to provide watertight seal or use flexible joints as specified herein.
3. Maximum Length: 1-1/2 feet outside manhole wall.
4. Construct invert channels as shown. Unless otherwise approved by Engineer, set the in-and-out elevations of the incoming and outgoing sewer pipe as specified in the VFWD engineering design standards and policies.
5. Test Plugs:
a. Install rubber-gasketed plugs in end of stubouts with gasket joints similar to sewer pipe being used.
b. Plugs shall withstand internal or external pressures without leakage. c. Adequately brace plugs against all hydrostatic or air test pressures.
D. Permanent Plugs: Clean interior contact surfaces of pipes to be cut off or abandoned as shown, and construct plug as follows:
1. Pipe 18 Inches or Less in Diameter: Concrete plug in end, minimum 8 inches in length.
2. Pipe 21 Inches and Larger:
a. Construct plugs of common brick, concrete block, or concrete. b. Plaster exposed face of block or brick plugs with mortar.
3. Plugs shall be watertight and capable of withstanding internal and external pressures without leakage.
3.11 NEW MANHOLES ON EXISTING PIPING
A. Maintain flow through existing pipelines at all times.
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B. Plastic Pipe:
1. Use solvent recommended by pipe manufacturer to slightly soften the pipe wall.
2. Apply a dense coating of clean mortar sand over all plastic surface area that will be in contact with concrete.
3. Allow clean mortar sand to dry completely prior to placing concrete.
C. Concrete Pipe: Apply a bonding agent on all surfaces to be in contact with concrete.
D. Construct base under existing piping.
E. Construct manhole as specified.
F. Break out existing pipe within new manhole, cover edges with mortar, and trowel smooth.
G. Protect new concrete and mortar work for 7 days after placing concrete.
3.12 REMOVAL OF EXISTING MANHOLES
A. Excavate and expose existing manhole for demolition.
B. Disconnect existing pipes and services.
C. Remove and properly dispose of all sections, base slab, and pipe.
D. Dispose of damaged frame and cover to site designated by the Engineer.
E. Use frames and covers in good condition for replacement manholes.
F. Dispose of all material removed.
G. Backfill in accordance to Section 02220, Trench Excavation and Backfill
3.13 INTERIOR COATING OF CONCRETE MANHOLES
A. H2S Protective Coating: Each manhole shall satisfactorily pass the required acceptance testing (hydrostatic, vacuum, etc.) prior to the application of H2S protective coating. Depending on the size of the connecting pipes (refer to Section 2.9, above), the interior of each manhole shall be coated with H2S Protection materials in accordance with the recommendations of the manufacturer and Section 02964 MANHOLE REHABILITATION, herein. The Contractor shall provide written documentation from the material manufacturer that the (sub)-contractor is a certified applicator permitted to evaluate surface preparation, mix, use and Section D
apply the coating material system.
B. Water-proofing Seal: For manholes where H2S protective coating is not required, the application rate for waterproofing seal shall be in accordance with the recommendations of the manufacturer.
3.14 TESTING
A. Hydrostatic or Vacuum or Visual Testing shall be conducted on sanitary sewer manholes as follows:
1. All newly installed manholes shall be vacuum tested after construction and prior to coating, or lining of the interior.
2. Unless specified in the project specific contract documents, rehabilitated manholes are not required to be tested by vacuum or hydrostatic test. a. Rehabilitated manholes shall be tested by visual observation for leakage and as required in specification section 02964-3 MANHOLE REHABILITATION, EXECUTION.
B. Hydrostatic testing procedure shall be conducted as follows:
1. Plug inlets and outlets and fill manhole with water.
2. Manhole shall be filled for a minimum of 20 minutes prior to the start of testing. Manhole may be filled up to 24 hours prior to time of testing, if desired, to permit normal absorption into pipe and structure walls to take place.
3. For the start of the test the water surface shall be at a level within six inches of the rim of the MH, or to a height determined by the Engineer.
Measure the amount of water that has leaked out of the manhole over a 30 minute test period. Leakage in each manhole shall not exceed
1.2 gallon per foot of head above the invert over a 30 minute period. The Vallejo Sanitation Flood Control District inspector shall observe the test during the test period and shall conduct a visual observation for leakage of the manhole as the manhole is being drained after the test period.
4. The measured leakage from the MH shall be less than the maximum allowed leakage as described above. There shall be no visible leakage into the MH while it is being drained at the end of the test.
5. The contractor shall repair any manhole that does not meet the leakage test requirements and shall repair any manhole that shows any leakage during visual inspection.
6. For each manhole requiring additional repair, the contractor shall retest the manhole after the repair is complete.
Section D
C. Vacuum Testing shall be conducted as follows:
1. All incoming and outgoing sewer and service lines shall be plugged, the plugs restrained, and the vacuum tester head placed on the manhole frame and sealed.
2. Attach vacuum pump to plug and apply 28 kPa (4 psi, or 8.14 inches of mercury) vacuum. Allow vacuum to stabilize for 1 minute before beginning test. The vacuum pump shall have a regulatory valve such that not more than 70 kPa (10 psi, or 20.3 inches of mercury) can be applied during the test.
3. The specified test period for four foot diameter manholes is as follows:
Manhole
Depth
(Meters)
Manhole
Depth
(Feet)
Time Period
(Minutes)
0.0 – 1.5 0.0 –5.0 4.0
1.5 – 3.0 5.0 – 10.0 4.5
3.0 – 4.5 10.0 – 15.0 5.0
> 4.5 > 15.0 5.5
For manholes that are five foot or larger in diameter, the time period shall be extended by one minute.
4. Manhole is required to maintain a vacuum such that no greater than 3.4 kPa (0.5 psi, 1-inch of mercury) vacuum is lost during the specified test period.
5. Manholes that fail the test shall be reworked and retested at no additional cost to Owner.
PART 4 PART 4 MEASUREMENT AND PAYMENT
4.01 MEASUREMENT
A. “Remove Existing Drain Inlet and Replace with Manhole” Measurement will be based on removing the existing storm drain inlet and installing a new manhole including but not limited to all labor, materials, tools, and equipment including compaction, control of grades, control of groundwater, plugs as required, all necessary testing, temporary paving or trench plating, Section D
pavement restoration, and any other requirements, and all other related work as described in the Contract Documents.
B. “Remove and Replace Rodding Inlet with Manhole” Measurement will be based on removing the existing rodding inlet and installing a new manhole including but not limited to all labor, materials, tools, and equipment including compaction, control of grades, control of groundwater, plugs as required, all necessary testing, temporary paving or trench plating, pavement restoration, and any other requirements, and all other related work as described in the Contract Documents.
4.02 PAYMENT
A. “Remove Existing Drain Inlet and Replace with Manhole” Payment will be made at the unit bid prices per each (EA) in accordance with the pay item named in the Bid Schedule which price shall constitute full compensation for all such work as required per the Contract Documents and Measurement Section.
B. “Remove Existing Drain Inlet and Replace with Manhole” Payment will be made at the unit bid prices per each (EA) in accordance with the pay item named in the Bid Schedule which price shall constitute full compensation for all such work as required per the Contract Documents and Measurement Section.
END OF SECTION
Section D
VFWD SECTION D.2727 - STORM DRAIN INLET
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Inlet for storm drainage.
B. Adjustment of storm drain inlet.
C. Connection to storm drain inlet.
D. Removal of storm drain inlet.
E. Color Concrete on visible surface
1.02 DESCRIPTION OF WORK
A. The work includes furnishing and constructing storm drain curb inlet structures with frames and grates and removing existing storm drain curb inlets.
B. Reference is made to the State Standard Specifications, Section 51, “Concrete Structures”, Section 70-1.03, “Installation”, and Part 1, Section 02726,”Manhole Construction” of the Vallejo Sanitation and Flood Control District (VFWD), Master Bid Document, the City Standard Specifications, and these Technical Specifications.
1.03 SUBMITTALS
A. Shop drawings showing compliance with this Specification.
B. Shop drawing schedule of new inlet showing total depth, relative elevations of all connecting storm drain lines, all drops, and orientation of connecting lines.
C. Catalog cuts of iron castings, seals, and connection gaskets.
D. Upon requests, the Contractor will provide Material Certifications to the Engineer.
E. Substitutions
F. Submit in accordance with Part 1.03, Section 01300 of VFWD.
G. Submit Color concrete sample for concrete contiguous with colored sidewalk.
1.04 DELIVERY, STORAGE, AND HANDLING
A. Deliver only materials that fully conform to these specifications or for which submittals have been provided to the Engineer and approved for use.
Section D
B. Store and handle materials to avoid damage. Replace any damaged materials.
Remove damaged materials from the site.
1.05 SCHEDULING AND CONFLICTS
A. Construction Sequence:
B. Attend a preconstruction meeting if required by the Engineer.
C. Submit plan for construction sequence and schedule prior to commencing construction.
D. Conflict Avoidance:
E. Expose possible conflicts in advance of construction, such as utility lines and drainage structures. Verify elevations and locations of each and verify clearance for proposed construction.
F. Complete elements of the work that can affect line and grade in advance of other open cut construction unless noted on the drawings.
G. Notify the Engineer of conflicts discovered or changes needed to accommodate unknown or changed conditions.
PART 2 PRODUCTS
2.01 INLET REQUIREMENTS
A. Inlets shall conform to the details on the drawings
B. Concrete that is visible on the surface of the structure shall be the same color as the colored concrete sidewalk.
PART 3 EXECUTION
3.01 Inlet installation – see details on the drawings VFWD standard specs
3.02 Subgrade Preparation:
A. Class 2 Aggregate Base; Machine compact to 95 percent of relative compaction and hand grade to accurate elevation as directed by the Engineer.
B. Unstable soil: Install stabilization material as directed by the Engineer.
3.03 Concrete Inlet Base Slab and Precast Base (Riser):
A. Install Class 2 AB as required by Standard Detail Drawings.
Section D
B. Form sloped concrete base slab in field; assure proper vertical and horizontal alignment of precast base section.
C. Install additional riser section as required. Seal all joints.
D. Repair any honeycomb areas or damaged areas.
E. Compact backfill up to connecting pipes.
F. Connect and bed pipes per Section 02650, “Storm Drain Piping”, Grout inside riser joint.
G. Install inlet invert. Construct with smooth transition to ensure an unobstructed flow through inlet. Remove sharp edges or rough sections that tend to obstruct flow.
H. Install inlet top and adjustment rings per Standard Detail Drawings.
I. Install inlet top casting. Adjust accurately to proper line and grade. Backfill and compact (Refer to VFWD Standards Section 02220, “Trench Excavation and Backfill”). Use extra care to assure proper and uniform compaction of backfill around structure.
J. Install Anchoring Castings per Standard Detail Drawings: All castings not encased in concrete shall be bolted down.
K. Removal of existing inlet, fill and compact voids to 95% compaction with engineered fill in 6” max lifts.
L. Excavate and expose existing inlet.
M. Disconnect existing pipe and services.
N. Remove and properly dispose of all sections, base slab, and pipe.
O. Dispose frame, grate, casting and appurtenances.
P. Dispose of all material removed. Dispose of materials in accordance with the provisions in Section 7, "Disposal of Material Outside the Highway Right of Way," of the State Standard Specifications.
Q. Backfill in accordance to VFWD Standards Section 02220, “Trench Excavation and Backfill”.
3.04 Temporary watertight plug requirement:
A. During the periods of rainy seasons or when occurrences of surface flow into the Contractor’s storm drain work, plug or close off pipe section that are Section D
stubbed off for a storm drain manhole or catch basin connection with temporary, watertight plugs.
B. Remove temporary, watertight plugs from pipe sections after rainy seasons, when surface flow is diverted away from or no longer running into the Contractor’s storm drain work, or when storm drain work is complete.
C. Dispose of materials in accordance with the provisions in Section 7, "Disposal of Material Outside the Highway Right of Way," of the State Standard Specifications.
D. Removal of water – it will be considered incidental and required for all storm drain inlet related work as needed in compliance with Section 02240, “Dewatering”, of VFWD.
E. Shoring and trench safety – it will be considered incidental and required for all storm drain manhole related work as needed in compliance with Section 02160, “Shoring and Trench Safety”, of VFWD.
F. Trench excavation and backfill - It will be considered incidental and is required for all storm drain inlet related work in compliance with Section 02220, “Trench Excavation and Backfill”, of VFWD.
PART 4 MEASUREMENT AND PAYMENT
4.01 MEASUREMENT
A. Measurement of “Furnish and Install Storm Drain Inlet Type A” as per VFWD standards, shall be measured by the each (EA) of the structure installed.
B. Measurement of “Furnish and Install Storm Drain Inlet Type B” as per VFWD standards, shall be measured by the each (EA) of the structure installed.
4.02 PAYMENT
A. Payment for “Install Storm Drain Inlet Type A” shall be made at the contract unit price per each (EA) furnish and installed. The contract unit price shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing Storm Drain Inlet Type A, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
B. Payment for “Install Storm Drain Inlet Type B” shall be made at the contract unit price per each (EA) furnish and installed. The contract unit price shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in installing Section D
Storm Drain Inlet Type B, including cleanup, and other incidental work, as shown on the drawings, as specified in the Standard Specifications and these technical specifications, and as directed by the Engineer.
END OF SECTION
Mare Island Strait Napa River Bay LVM1
OF SHEETS
DRAWING FILE #
SHEET
SCALE
DATE
CITY PROJECT # APPROVED: ON DATE MARK INIT.
DRAWN BY CITY OF VALLEJO PUBLIC WORKS DEPARTMENT ENGINEERING DIVISION 1 PWC109 2
AS SHOWNLOCATION AND VICINITY MAP
PROJECT LOCATION MAP
CITY OF VALLEJO, CALIFORNIA
PLANS FOR
VICINITY MAP MINI DRIVE PAVEMENT REHABILITATION PROJECT
PROJECT
LOCATION
06/13/2023
PUBLIC WORKS DEPARTMENT
FL C:\Users\farrah.lim\OneDrive - City of Vallejo\Desktop\PWC109.dwg
MINI DRIVE PAVEMENT
REHABILITATION PROJECT N
SITE 1 - MINI DRIVE (BETWEEN ROLEEN DR & ELLIOTT DR)
Scale: 1" = 300'
SITE 2 - MINI DRIVE (BETWEEN DIANA DR & SONOMA BLVD)
SCALE: 1" = 300'
SITE 1
SITE 2 N
CONSENT CALENDAR 8.H.
DATE: July 25, 2023
TO: Mayor and Members of the City Council
FROM: Beth Schoenberger, Water Department Director
Kent Carothers, Water Engineering Manager
Jihawna Johnson, Water Assistant Engineer
SUBJECT: ADOPT A RESOLUTION APPROVING PLANS AND SPECIFICATIONS AND AWARDING A CONTRACT TO TERRACON CONSTRUCTORS INC. FOR THE CONSTRUCTION OF THE WATER MAIN CAPITAL IMPROVEMENT PROJECT, FISCAL YEAR 2021-22 (WT7118) PHASE 2, CALIFORNIA MARITIME ACADEMY SLIP-LINE PROJECT
RECOMMENDATION
Adopt a Resolution approving the plans and specifications for the Water Main Capital Improvement Project, Fiscal Year 2021-22 (WT-7118) Phase 2, California Maritime Academy and awarding a construction contract in the amount of $658,314.00 to TerraCon Constructors, Inc., in accordance with the approved plans and specifications.
REASONS FOR RECOMMENDATION
TerraCon Constructors, Inc. submitted the lowest responsible and responsive bid of $658,314.00 for the Water Main Capital Improvement Project WT-7118, Cal Maritime Academy Slip Line Project Phase 2 which will improve fire flow to the California Maritime Academy, the Carquinez Bridge Toll Plaza, and Highway 80, and will generally improve water system service and reliability for customers in this area.
BACKGROUND AND DISCUSSION
Each fiscal year, the Water Department undertakes the replacement and reconstruction of failing, old, and/or undersized watermains in the City of Vallejo’s water system. With approved budget available, the Water Department scheduled the replacement of the water mains at the California & Hawaii (C&H) Sugar Company Pipeline located at Cal Maritime Academy. This is a high-priority project; when completed, the project will increase fire flows to Interstate 80, the Carquinez Bridge Toll Plaza, and to the California Maritime Academy and will improve water system service and reliability in this general area.
PROJECT DESCRIPTION
This project employs a modern industry standard technique called "slip-lining" to repair watermains located on steep or otherwise logistically difficult sites. Slip-lining involves threading pipe made of high density polyethylene (HDPE) inside the existing damaged pipe rather than removing and replacing the existing pipe.
The Water Department prepared the plans, specifications and bid documents for the project, which includes the installation of approximately two-thousand (2,000) linear feet of slip-lined 14” HDPE pipe; ten (10) linear feet of 8” ductile iron pipe (DIP); one (1) 12” butterfly valve, one (1) 4” Blow-off Assembly; one (1) 2” Combination Air Valve Assembly; including tie-ins, water main tie-ins, miscellaneous fittings, soil excavation, soil backfill, and all other work and facilities necessary or incidental to complete the project.
On May 25, 2023, the City received 3 bids for the Water Main Capital Improvement Project FY 2021-22 WT7118 Phase 2, California Maritime Academy Slip Line Project:
Date: July 25, 2023
Subject: ADOPT A RESOLUTION APPROVING PLANS AND SPECIFICATIONS AND AWARDING A CONTRACT TO TERRACON CONSTRUCTORS INC. FOR THE CONSTRUCTION OF THE WATER MAIN CAPITAL IMPROVEMENT PROJECT, FISCAL YEAR 2021- 22 (WT-7118) PHASE 2, CALIFORNIA MARITIME ACADEMY SLIP-LINE PROJECT
BIDDER AMOUNT
TerraCon Constructors, Inc. $658,314.00
California Trenchless Technology $1,149,000.00
Basset Engineering $1,702,390.00
TerraCon Constructors, Inc. of Healdsburg, CA, submitted the lowest responsible and responsive bid in the amount of $658,314.00. Staff reviewed TerraCon Constructors, Inc.’s bid documents, confirmed the validity of their Contractor’s License, and verified the Contractor’s relevant work experience and found them to be in order. Therefore, staff recommends awarding the contract to TerraCon Constructors, Inc.
FISCAL IMPACT
The proposed water main replacement work is funded by the Water Main CIP FY 21-22 Project, which is Project No. WT7118 appropriated in the City Water Capital Fund 404. Sufficient project funding is available to support the proposed $658,314.00 contract.
There is no fiscal impact on the City's General Fund.
ENVIRONMENTAL REVIEW
This action is exempt from the California Environmental Quality Act (CEQA) pursuant to CEQA Guidelines 15302(c) as it consists of the replacement or reconstruction of existing utility systems and/or facilities involving negligible or no expansion of capacity. A Notice of Categorical Exemption has been filed for the project.
ATTACHMENTS
1. TerraCon - Reso CAO STAMP
2. TerraCon - Contract CAO STAMP
3. TerraCon - COI Exp (08.01.23) Pt. 1
4. TerraCon - COI Exp (08.01.23) Pt. 2
5. TerraCon - Bid Docs
6. TerraCon - Appendices
CONTACT
Beth Schoenberger, Water Director, 707-648-5439
[email protected]
Approved as to form:
By: for
Veronica Nebb, City Attorney
RESOLUTION NO. 23- _____ N.C.
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF VALLEJO AWARDING CONTRACT WITH
TERRACON CONSTRUCTORS INCORPORATED FOR THE CONSTRUCTION OF THE WATER MAIN CAPITAL IMPROVEMENT PROJECT, FISCAL YEAR 2021-22 (WT-7118) PHASE 2, CAL MARITIME ACADEMY SLIP
LINE PROJECT
BE IT RESOLVED by the Council of the City of Vallejo as follows:
WHEREAS, plans and specifications have been prepared by the Water Department for the Water Main Capital Improvement Project FY2021-22 Project No. WT-7118 Phase 2, Cal Maritime Academy Slip Line Project within the City of Vallejo, Solano County, California; and WHEREAS, the City advertised for and publicly opened bids on May 25, 2023, and received 3 bids to construct the project; and
WHEREAS, TerraCon Constructors Incorporated, of Healdsburg, California, submitted the lowest responsive and responsible bid in the amount of $658,314; and WHEREAS, Staff has reviewed the bid documents and found them in order; and WHEREAS, funding for these improvements is available in the City Water Capital Fund (#404) (Project No. WT-7118); and
NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Vallejo, as follows:
That those certain plans and specifications prepared by Water Department for the Water Main Capital Improvement Project FY2021-22 (WT-7118) Phase 2, Cal Maritime Academy Slip Line Project within the City of Vallejo, Solano County, California be and the same are hereby approved and adopted for said work.
BE IT FURTHER RESOLVED by the City Council of the City of Vallejo:
That an invitation for bids was duly advertised and TerraCon Constructors Incorporated of Healdsburg, California, was determined to be the lowest responsive and responsible bidder in the amount of Six Hundred Fifty-Eight Thousand Three Hundred Fourteen Dollars and Zero Cents ($658,314.00) and is hereby accepted as, and a contract is awarded to, said low bidder at the prices bid.
BE IT FURTHER RESOLVED that all other base bids, to-wit:
BIDDER AMOUNT
TerraCon Constructors, Inc. $658,314
California Trenchless Inc $1,149,000
Basset Engineering $1,702,390
are hereby deemed rejected upon full execution of the Contract Documents by the successful bidder, with notice of rejection to be given thereupon by the City Clerk.
BE IT FURTHER RESOLVED that the City Manager or his designee is hereby authorized to sign an agreement substantially the same as the “Contract for Water Main Capital Improvement Project, FY2021-22 (WT-7118) Phase 2, Cal Maritime Academy Slip Line Project”, with any modifications recommended by the City Attorney or the Risk Manager, between the City of Vallejo and TerraCon Constructors, Inc., Healdsburg, California, for the above described work and the City Clerk to attest the signing of that certain agreement.
BE IT FURTHER RESOLVED that the City Manager or his designee is hereby authorized to execute future Contract Change Orders not to exceed the remaining appropriated project budget.
ADOPTED by the City Council of the City of Vallejo at a regular meeting held on July 27, 2023 by the following vote:
AYES:
NOES:
ABSENT:
ABSTENTIONS:
ROBERT McCONNELL, Mayor
ATTEST: DAWN G. ABRAHAMSON, City Clerk
Approved as to form:
By: for
Veronica Nebb, City Attorney
WMCIP FY2021-22 (WT-7118) Phase 2
26 CITY OF VALLEJO
WATER DEPARTMENT
CONTRACT
FOR
WATER MAIN CAPITAL IMPROVEMENT PROJECT,
FISCAL YEAR 2021-22 (WT-7118) PHASE 2,
CAL MARITIME ACADEMY SLIP LINE PROJECT
THIS CONTRACT (“Contract”) made and concluded in duplicate this 25 day of July, 2023, at Vallejo, California, by and between the City of Vallejo, a municipal corporation of the State of California, acting by and through its City Council, hereinafter called City, and TerraCon Constructors Inc., hereinafter called CONTRACTOR.
WITNESSETH:
WHEREAS, the City Council of said City heretofore caused drawings and Specifications for the work hereinafter mentioned to be prepared, and thereafter did approve and adopt said drawings and Specifications; and,
WHEREAS, the City Council of said City did cause to be noticed for the time and in the manner required by law a notice inviting sealed bids for the performance of said work; and, WHEREAS, Contractor, in response to such notice, submitted to the City Council of said City within the time specified in said notice, and in the manner provided for therein, a sealed bid for the performance of the work specified in said drawings and Specifications, which said bid and proposal, and the other bids and proposals submitted in response to said notice, the City Council of City, by and through its authorized representatives, publicly opened and canvassed in the manner provided by law; and,
WHEREAS, Contractor was the lowest responsible Bidder for the performance of said work, and said City Council of City, as a result of the canvass of said bids, did determine and declare Contractor to be the lowest responsible Bidder for the work and award to it a contract therefore.
NOW, THEREFORE, in consideration of the above, it is mutually agreed between the parties hereto as follows, to wit:
1. SCOPE OF WORK
In general, the work consists of slip lining approximately 2,000 lineal feet of an out of service 24” gravity fed cement mortar lined steel pipe with a pressurized 14” HDPE pipe. The 24” host pipe has at least one +/- 45-degree bend, at least three 22-degree bends, and at least one vertical drop. The following items may be included on this project as well:
Install 3 receiving & jacking pits @ 5’ deep
Install 3 receiving & jacking pits @ 10’ deep
Install approximately 1,000 lineal feet of 14” DR-9 HDPE pipe via direct burry WMCIP FY2021-22 (WT-7118) Phase 2
27 Install approximately 2,000 lineal feet of 14” DR-9 HDPE pipe via slip line Install 12” butterfly valve (1 each)
Install 4” Blow-off Valve (1 each)
Install 2” Combination Air Valve (1 each)
Install 12”x12”x8” Tee (1 each)
Installing and maintaining erosion control & storm water prevention measures Dewatering
Site restoration
Work includes all tie-ins, reconnections, miscellaneous fittings, potholing, grading, backfill, and all other work and facilities necessary or incidental to construct the completed improvement as directed by the plans, specifications and as directed by the Water Director.
The following documents shall constitute the Contract Documents:
(a) Notice to Contractors;
(b) Instructions to Bidders;
(c) The Bid Documents;
(d) Contract and Exhibits thereto;
(e) Drawings;
(f) Special Provisions;
(g) General Provisions;
(h) Change Orders;
(i) Standard Specifications of the State of California, Business and Transportation Agency, Department of Transportation, 2018 edition, Sections 10 through 95, all as modified herein;
(j) City of Vallejo Regulations and Standard Specifications for Public Improvements, December 2011 edition;
(k) Vallejo Sanitation & Flood Control District Master Bid Document, dated March 2007; (l) Any other documents identified as such in the Contract Documents.
2. TERMS AND CONDITIONS
This Contract consists of the Contract Documents and Contractor and City agree to comply with and fulfill all obligations, promises, covenants and conditions imposed upon each of them in the Contract Documents. All of said work done under this Contract shall be performed to the satisfaction of the City Council, or its representative, who shall have the right to reject any and all materials and supplies furnished by Contractor which do not strictly comply with said Contract Documents, together with the right to require Contractor to replace any and all work furnished by Contractor which shall not either in workmanship or material be in strict accordance with the Contract Documents.
Contractor agrees to receive and accept the prices set forth in the Contract as full compensation for furnishing all materials and for doing all the work contemplated and embraced in this Contract, also for all loss or damage arising out of the nature of the work aforesaid, or from the action of the elements or from any foreseen difficulties or obstructions which may arise or be encountered in the prosecution of the work until its acceptance by the City and for all risks of every description, connected with the work; also for all discontinuance of work, and for well and faithfully completing the work, and the whole thereof, in the manner and according to the Contract Documents.
WMCIP FY2021-22 (WT-7118) Phase 2
28 By my signature as Contractor, I certify that I am aware of the provisions of section 3700 of the Labor Code which require every employer to be insured against liability for Worker's Compensation or to undertake self-insurance in accordance with the provisions of that Code, and I will comply with such provisions before commencing the performance of the work of this contract.
Pursuant to section 1700, and following, of the California Labor Code, the Contractor shall pay not less than the prevailing rate of per diem wages as determined by the Director of the California Department of Industrial Relations. Copies of such prevailing rate of per diem wages are on file at the Office of the City Clerk, City of Vallejo, City Hall, 555 Santa Clara Street, Vallejo, California CA. Those copies shall be made available to any interested party upon request. The Contractor shall forfeit, as penalty to the City, Fifty Dollars ($50.00) for each calendar day or portion thereof, for each workman paid less than the stipulated prevailing rates for any work done under the contract by it or by any subcontractor under it, in violation of the provisions of such Labor Code.
City shall pay Contractor the sums set forth on Exhibit A, hereto, in accordance with all of the terms and conditions of the Contract Documents.
The Contractor shall be permitted to substitute designated securities for any moneys withheld by the City of Vallejo to insure performance under the Contract. This right of substitution shall be exercised in the manner and subject to the conditions specified in the Contract Documents. The provisions of Public Contract Code section 22300 are incorporated herein by reference as though set forth in full, and shall govern the substitution of securities and/or escrow account.
The person signing this Contract for Contractor hereby represents and warrants that he/she is fully authorized to sign this Contract on behalf of Contractor. [SIGNATURES ON FOLLOWING PAGE]
WMCIP FY2021-22 (WT-7118) Phase 2
29 IN WITNESS WHEREOF, the parties to these presents have hereunto set their hands and affixed their seal the day and year first above written.
CITY OF VALLEJO,
a municipal corporation
TERRACON CONSTRUCTORS, INC.
a California corporation
By: By:
Mike Malone
City Manager
Michael Lydon
CFO
ATTEST:
By:
Dawn Abrahamson, City Clerk
APPROVED AS TO CONTENT
By:
(City Seal)
Beth Schoenberger, Water Director
APPROVED AS TO FORM
By:
Veronica Nebb, City Attorney
APPROVED AS TO INSURANCE
By:
Armond Sarkis, Risk Manager
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE
THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS.
INSURER(S) AFFORDING COVERAGE
INSURER F :
INSURER E :
INSURER D :
INSURER C :
INSURER B :
INSURER A : NAIC #
NAME: CONTACT
(A/C, No): FAX
E-MAIL ADDRESS:
PRODUCER
(A/C, No, Ext): PHONE
INSURED
COVERAGES CERTIFICATE NUMBER: REVISION NUMBER:
IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed.
If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s).
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS
CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER.
OTHER:
(Per accident)
(Ea accident)
$
$
N / A
SUBR WVDADDL
INSD
THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. $
$
$
$ PROPERTY DAMAGE
BODILY INJURY (Per accident)
BODILY INJURY (Per person) COMBINED SINGLE LIMIT
AUTOS ONLY
AUTOS ONLY AUTOS NON-OWNED OWNED SCHEDULED
ANY AUTO
AUTOMOBILE LIABILITY
Y / N WORKERS COMPENSATION
AND EMPLOYERS' LIABILITY OFFICER/MEMBER EXCLUDED?
(Mandatory in NH) DESCRIPTION OF OPERATIONS below
If yes, describe under
ANY PROPRIETOR/PARTNER/EXECUTIVE
$
$
$ E.L. DISEASE - POLICY LIMIT E.L. DISEASE - EA EMPLOYEEE.L. EACH ACCIDENT EROTH- STATUTE PER
(MM/DD/YYYY) LIMITS POLICY EXP(MM/DD/YYYY) POLICY EFFLTR TYPE OF INSURANCE POLICY NUMBER INSR
DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required)
EXCESS LIAB
UMBRELLA LIAB EACH OCCURRENCE $ AGGREGATE $
$
OCCUR
CLAIMS-MADE DED RETENTION $
PRODUCTS - COMP/OP AGG $ GENERAL AGGREGATE $ PERSONAL & ADV INJURY $ MED EXP (Any one person) $
EACH OCCURRENCE $ DAMAGE TO RENTED
PREMISES (Ea occurrence) $ COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO- JECT LOC
CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY)
CANCELLATION
AUTHORIZED REPRESENTATIVE
ACORD 25 (2016/03)
© 1988-2015 ACORD CORPORATION. All rights reserved.
CERTIFICATE HOLDER
The ACORD name and logo are registered marks of ACORD
HIRED
AUTOS ONLY
6/16/2023
Woodruff-Sawyer & Co.
50 California Street, Floor 12
San Francisco CA 94111
Rose Amoroso 415-402-6607 415-989-9923 [email protected] Travelers Indemnity Company of CT 25682 TERRACO-01 Travelers Prop Casualty Co of America 25674 TerraCon Constructors, Inc.
P.O. Box 276
Healdsburg, CA 95448
Indian Harbor Insurance Company 36940 1660136716
A X 1,000,000 X 300,000 5,000 1,000,000 2,000,000 X
Y CO7B312923 6/20/2023 8/1/2023
2,000,000
B 1,000,000 X
X X
Y 8101N277129 6/20/2023 8/1/2023
B X 15,000,000 XY CUP6J338805 6/20/2023 8/1/2023
15,000,000
C Pollution Liability PEC005443203 6/20/2022 8/1/2023 Each Occurrence Aggregate
Deductible
$1,000,000
$2,000,000
$10,000
Re: Water Main Capital Improvement Project,
Fiscal Year 2021-22 (WT-7118) Phase 2,
Cal Maritime Academy Slip Line Project
City of Vallejo, its officers, officials, employees and volunteers are included as Additional Insured as respects General Liability, Auto Liability and Excess Liability on a Primary and Non-contributory basis to the extent provided in the attached forms.
City of Vallejo
555 Santa Clara Street
Vallejo, CA 94590
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COMMERCIAL AUTO
THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY.
CALIFORNIA CHANGES
For a covered "auto" licensed or principally garaged in, or "auto dealer operations" conducted in, California, this endorsement modifies insurance provided under the following:
AUTO DEALERS COVERAGE FORM
BUSINESS AUTO COVERAGE FORM
MOTOR CARRIER COVERAGE FORM
With respect to coverage provided by this endorsement,
modified by the endorsement.
A. The following are added to the Other Insurance
Condition in the Auto Dealers and Business Auto
Coverage Forms and the Other Insurance -
Primary And Excess Insurance Provisions
Condition in the Motor Carrier Coverage Form
and supersede any provisions to the contrary:
1. When this Coverage Form and any other
Coverage Form or policy providing liability
coverage apply to an "auto" and:
a. One provides coverage to a Named
Insured engaged in the business of
selling, repairing, servicing, delivering,
testing or road-testing "autos"; and
b. The other provides coverage to a person
not engaged in that business; and
c. At the time of an "accident", a person
described in Paragraph 1.b. is operating
an "auto" owned by the business
described in Paragraph 1.a., then that
person's liability coverage is primary and
the Coverage Form issued to a business
described in Paragraph 1.a. is excess
over any coverage available to that
person.
2. When this Coverage Form and any other
Coverage Form or policy providing liability
coverage apply to an "auto" and:
a. One provides coverage to a Named
Insured engaged in the business of
selling, repairing, servicing, delivering,
testing or road-testing "autos"; and
b. The other provides coverage to a person
not engaged in that business; and
c. At the time of an "accident'', an "insured"
under the Coverage Form described in
Paragraph 2.a. is operating an "auto"
owned by a person described in
Paragraph 2.b., then the Coverage Form
the provisions of the Coverage Form apply unless
issued to the business described in
Paragraph 2.a. is primary and the liability
coverage issued to a person described in
Paragraph 2.b. is excess over any
coverage available to the business.
3. When this Coverage Form and any other
Coverage Form or policy providing liability
coverage apply to a "commercial vehicle"
and:
a. One provides coverage to a Named
Insured, who in the course of business,
rents or leases "commercial vehicles"
without operators; and
b. The other provides coverage to a person
other than as described in Paragraph
3.a.; and
c. At the time of an "accident'', a person who
is not the Named Insured of the Policy
described in Paragraph 3.a., and who is
not the agent or "employee" of such
Named Insured, is operating a
"commercial vehicle" provided by the
business covered by the Coverage Form
or policy described in Paragraph 3.a.,
then the liability coverage provided by the
Coverage Form or policy described in
Paragraph 3.b. is primary, and the liability
coverage provided by the Coverage Form
or policy described in Paragraph 3.a. is
excess over any coverage available to
that person.
4. Notwithstanding Paragraph A.3., when this
Coverage Form and any other Coverage
Form or policy providing liability coverage
apply to a power unit and any connected
"trailer'' or "trailers" and:
a. One provides coverage to a Named
Insured engaged in the business of
CA 01430517 © Insurance Services Office, Inc., 2016 Page 1 of 2 Policy No. 8101N277129
COMMERCIAL AUTO
transporting property by "auto" for hire;
and
b. The other provides coverage to a Named
Insured not engaged in that business;
and
c. At the time of an "accident", a power unit
is being operated by a person insured
under the Coverage Form or policy
described in Paragraph 4.a., then that
Coverage Form or policy is primary for
both the power unit and any connected
"trailer'' or ''trailers" and the Coverage
Form or policy described in Paragraph
4.b. is excess over any other coverage
available to such power unit and attached
"trailer'' or "trailers".
B. As used in this endorsement:
"Commercial vehicle" means an "auto" subject to
registration or identification under California law
which is:
1. Used or maintained for the transportation of
persons for hire, compensation or profit;
2. Designed, used or maintained primarily for
the transportation of property; or
3. Leased for a period of six months or more.