City of Moorpark – Arroyo Vista Community Park Project Technical Specifications (TPD1603080)

1.2                    MATERIAL OWNERSHIP

• Except for stripped topsoil or other materials indicated to remain Owner’s property, cleared materials shall become Contractor’s property and shall be removed from Project site.

1.3                    PROJECT CONDITIONS

• Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site-clearing operations.

1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction.
2. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction.

• Salvageable Improvements: Carefully remove items indicated to be salvaged and store on Owner’s premises where indicated.

• Utility Locator Service: Notify utility locator service for area where Project is located before site clearing.

• Do not commence site-clearing operations until temporary erosion and sedimentation control measures are in place.

PART 2 – PRODUCTS (Not Applicable)

PART 3 – EXECUTION

3.1                    PREPARATION

• Protect and maintain benchmarks and survey control points from disturbance during construction.
• Contractor shall conduct a site walk with Owner to locate and clearly flag trees and vegetation to remain or to be relocated.
• Protect existing site improvements to remain from damage during construction.

1. Restore damaged improvements to their original condition, as acceptable to Owner.

3.2                    TEMPORARY EROSION AND SEDIMENTATION CONTROL

• Provide temporary erosion and sedimentation control measures to prevent soil erosion and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways, according to a sediment and erosion control plan,  specific  to  the  site  that  complies  with EPA 832/R-92-005 or requirements of authorities having jurisdiction whichever is more stringent.

• Inspect, repair, and maintain erosion and sedimentation control measures during construction until permanent vegetation has been established.

• Remove erosion and sedimentation controls and restore and stabilize areas disturbed during removal.

3.3                    TREE PROTECTION

• Erect and maintain temporary fencing around tree protection zones before starting site clearing. Remove fence when construction is complete.

• Do not excavate within tree protection zones, unless otherwise indicated.

• Repair or replace trees and vegetation indicated to remain that are damaged by construction operations, in a manner approved by the Owner.

3.4                    UTILITIES

• Locate, identify, disconnect, and seal or cap off utilities indicated to be removed.

1. Arrange with utility companies to shut off indicated utilities.

• Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:

1. Notify Owner not less than two days in advance of proposed utility interruptions.
2. Do not proceed with utility interruptions without Owner’s written permission.

3.5                    CLEARING AND GRUBBING

• Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated.

• Place fill material in horizontal layers not exceeding a loose depth of 8 inches and compact each layer to a density equal to adjacent original ground.

3.6                    TOPSOIL STRIPPING

• Remove sod and grass before stripping topsoil.

• Strip topsoil to whatever depths are encountered in a manner to prevent intermingling with underlying subsoil or other waste materials.

• Stockpile topsoil materials away from edge of excavations without intermixing with subsoil. Grade and shape stockpiles to drain surface water. Cover to prevent windblown dust.

3.7                    SITE IMPROVEMENTS

• Remove existing above- and below-grade improvements as indicated and as necessary to facilitate new construction.

3.8                    DISPOSAL

• Disposal: Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials, and waste materials including trash and debris, and legally dispose of them off Owner’s property.

• Separate recyclable materials produced during site clearing from other non-recyclable  materials. Store or stockpile without intermixing with other materials and transport them to recycling facilities.

END OF SECTION

SECTION 31 20 00

EARTH MOVING

PART 1 – GENERAL

1.1                         RELATED DOCUMENTS

• Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

1.2                         SUMMARY

1. This Section includes the following:
   1. Preparing and grading sub grades for slabs-on-grade, walks, pavements, and landscaping.
   2. Excavating and backfilling for buildings and structures.
   3. Drainage and moisture-control fill course for slabs-on-grade.
   4. Base course for walks and pavements.
   5. Subsurface drainage backfill for walls and trenches.
   6. Excavating and backfilling trenches within building lines.
   7. Excavating and backfilling for underground utilities and appurtenances outside building lines.

1. Related Sections: The following Sections contain requirements that relate to this Section.
   1. “Site Clearing” for site stripping, grubbing, topsoil removal, and tree protection.
   2. “Foundation Drainage Systems” for footings, underslab, and wall drainage.
   3. “Landscape Work” for finish grading, including placing and preparing topsoil for lawns and planting.
   4. “Cast-In-Place Concrete” for concrete encasings, cradles, and appurtenances for utility systems.

1.3               REFERENCE SPECIFICATION

1. Perform all work in accordance with applicable provisions of “Standard Specifications for Public Works Construction”, Latest Edition. Unless otherwise noted, mention herein of section numbers refers to sections of the Reference Specification. Where Reference Specification refers to “Agency”, substitute the word “Owner”. Where Reference Specification is in conflict with these Specifications, these Specifications shall govern.

1.4                         DEFINITIONS

1. Excavation consists of the removal of material encountered to subgrade elevations and the re- use or disposal of materials removed.

1. Subgrade: The uppermost surface of an excavation or the top surface of a fill or backfill immediately below aggregate base, drainage fill, or topsoil materials.

1. Borrow: Soil material obtained off-site when sufficient approved soil material is not available from excavations.

1. Base Course: The layer placed between the subgrade and surface pavement in a paving system.

1. Drainage Fill: Course of washed granular material supporting slab-on-grade placed to cut off upward capillary flow of pore water.
   1. Unauthorized excavation consists of removing materials beyond indicated subgrade elevations or dimensions without direction by the Engineer. Unauthorized excavation, as well as remedial work directed by the Engineer, shall be at the Contractor’s expense.

1. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs, mechanical and electrical appurtenances, or other man-made stationary features constructed above or below ground surface.

1. Utilities include on-site underground pipes, conduits, ducts, and cables, as well as underground services within building lines.

1. Compaction: Any method of mechanically stabilizing a material by increasing its density at a controlled moisture condition. “Degree of Compaction” is expressed as a percentage of the maximum dry density obtained by the test procedure described in ASTM D 1557 for general soil types abbreviated in this Specification as “___ percent of maximum dry density”.

1. Hard Material: Weathered rock, dense consolidated deposits or conglomerate materials which are not included in the definition of “rock” but which usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

1. Lift: A layer or course of soil placed on top of previously prepared or placed soil in a fill or embankment.

1. Unsatisfactory Material: Soil or other material identified as having insufficient strength or stability to carry intended loads without excessive consolidation or loss of stability.

1.5                         SUBMITTALS

1. General: Submit the following according to the Conditions of the Contract and Division 1 Specification Sections.
   1. Location of borrow materials.

1. Photographs or video tape of existing adjacent structures and site improvements.

1.6                         QUALITY ASSURANCE

1. Codes and Standards: Perform earthwork complying with requirements of authorities having jurisdiction.

1. Testing and Inspection Service: Owner will employ a qualified independent geotechnical engineering testing agency to classify proposed on-site and borrow soils to verify that soils comply with specified requirements and to perform required field and laboratory testing.

1. Testing and Inspection Service: Employ a qualified independent geotechnical engineering testing agency to classify proposed on-site and borrow soils to verify that soils comply with specified requirements and to perform required field and laboratory testing.

1. Pre-installation Conference: Conduct conference at Project site to comply with requirements of Division 1 Section “Project Meetings.”
   1. Before commencing earthwork, meet with representatives of the governing authorities, Owner, Engineer, consultants, Geotechnical Engineer, independent testing agency, and other concerned entities. Review earthwork procedures and responsibilities including testing and inspection procedures and requirements. Notify participants at least 3 working days prior to convening conference. Record discussions and agreements and furnish a copy to each participant.

1.7                         PROJECT CONDITIONS

1. Existing Utilities: Do not interrupt existing utilities serving facilities occupied by the Owner or others except when permitted in writing by the Engineer and then only after acceptable temporary utility services have been provided.
   1. Provide a minimum 48-hours’ notice to the Engineer and receive written notice to proceed before interrupting any utility.

1. Demolish and completely remove from site existing underground utilities indicated to be removed. Coordinate with utility companies to shutoff services if lines are active.

1. Groundwater elevations that may be indicated are those existing at the time that subsurface investigations were made and do not necessarily represent groundwater elevations at the time of construction.

PART 2 – PRODUCTS

2.1                         SOIL MATERIALS

1. General: Provide approved borrow soil materials from off-site when sufficient approved soil materials are not available from excavations.

1. Satisfactory Soil Materials: ASTM D 2487 soil classification groups GW, GP, GM, SW, SP, and SM; free of rock or gravel larger than 2 inches in any dimension, debris, waste, frozen materials, vegetation and other deleterious matter.

1. Unsatisfactory Soil Materials: ASTM D 2487 soil classification groups GC, SC, ML, MH, CL, CH, OL, OH, and PT.

1. Backfill and Fill Materials: Satisfactory soil materials.

1. Base Material: Shall conform to crushed aggregate base or crushed miscellaneous base in accordance with section 200-2.2 or 200-2.4, respectively, of the Reference Specification, and compacted to at least 95% of the maximum dry density as determined by ASTM Test Method D 1557.

1. Engineered Fill: Well graded granular soil with an expansion index less than 20 and free of rock or gravel larger than 2 inches in any dimension, debris, waste, frozen materials, vegetation and other deleterious matter.

1. Bedding Material: Shall be base materials with 100 percent passing a 1-inch sieve and not more than 8 percent passing a No. 200 sieve; or clean sand classified in accordance with ASTM D 2487.

1. Drainage Fill: Washed, evenly graded mixture of crushed stone, or crushed or uncrushed gravel, ASTM D 448, coarse aggregate grading size 57, with 100 percent passing a 1-1/2-inch sieve and not more than 5 percent passing a No. 8 sieve.

1. Filtering Material: Evenly graded mixture of natural or crushed gravel or crushed stone and natural sand, with 100 percent passing a 1-1/2-inch sieve and 0 to 5 percent passing a No. 50 sieve.

1. Impervious Fill: Clayey gravel and sand mixture capable of compacting to a dense state.

2.2                         ACCESSORIES

1. Detectable Warning Tape: Acid- and alkali-resistant polyethylene film warning tape manufactured for marking and identifying underground utilities, 6 inches wide and 4 mils thick minimum, continuously inscribed with a description of the utility, with metallic core encased in a

protective jacket for corrosion protection, detectable by metal detector when tape is buried up to 2′-6″ deep.

1. Tape Colors: Provide tape colors to utilities as follows:
   1. Red: Electric.
   2. Yellow: Gas, oil, steam, and dangerous materials.
   3. Orange: Telephone and other communications.
   4. Blue: Water systems.
   5. Green:  Sewer systems.
   6. White:  Steam systems.

PART 3 – EXECUTION

3.1                         PREPARATION

1. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.

1. Provide erosion control measures to prevent erosion or displacement of soils and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways.

1. Tree protection is specified in the “Site Clearing” section.

1. Prepare subgrade and place base materials in accordance with sections 301-1.2 and 301-2, respectively, of the Reference Specification.

3.2                         DEWATERING

1. Prevent surface water and subsurface or ground water from entering excavations, from ponding on prepared subgrades, and from flooding Project site and surrounding area.

1. Protect subgrades and foundation soils from softening and damage by rain or water accumulation.

3.3                         EXCAVATION

1. General: Shall be to the contours and dimensions indicated. Keep excavations free from water and debris while construction is in progress. Notify the Owner immediately in writing where it becomes necessary to remove hard, soft, weak, or wet material to a depth greater than indicated. Unless otherwise indicated, concrete placed below grade will be formed and excavations shall allow for placement and removal of forms. Side cuts shall be cribbed and shored as required.

1. Explosives: Do not use explosives.

1. Unclassified Excavation: Excavation is unclassified and includes excavation to required subgrade elevations regardless of the character of materials and obstructions encountered.

3.4                         STABILITY OF EXCAVATIONS

1. Comply with local codes, ordinances, and requirements of authorities having jurisdiction to maintain stable excavations.

1. Unshored Temporary Excavations: Unshored temporary excavations may be sloped back at 1 to 1 (horizontal to vertical) or flatter. Where sloped embankments are used, the tops of the slopes should be barricaded to prevent vehicles and storage loads within seven feet of the tops of the slopes. If the temporary construction slopes will be maintained during the rainy season,

construct berms along the tops of the slopes where necessary to prevent run-off water from entering the excavation and eroding the slope faces.

3.5                         EXCAVATION FOR STRUCTURES – NOT USED

3.6                         EXCAVATION FOR WALKS AND PAVEMENTS

1. Excavate surfaces under walks and pavements as necessary to permit placing of at least 2 feet under concrete pavement and at least 1 foot under asphalt concrete pavement of non- expansive soils (Expansion Index less than 20) engineered fill beneath indicated elevations, and grades.

3.7                         EXCAVATION FOR UTILITY TRENCHES

1. Excavation made with power-driven equipment is not permitted within two feet of any known utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, use hand or light equipment excavation. Start hand or light equipment excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines and other existing work affected by the excavation work of this Section until approval for backfill is granted by the geotechnical engineer. Immediately report damage to utility lines or subsurface construction to the Owner.

1. Where unidentified existing utilities are encountered, determine whether these are active or abandoned. Remove interfering portions of abandoned utilities and cap or plug open ends of pipe to remain. The cap or plug must seal the opening in such a manner that would permit remaining portions of the utility to be reactivated. Notify Owner for instructions on utilities which are determined to be active. Do not proceed without instructions, except to correct an immediate hazard or emergency condition. Relocation work performed on an active utility without obtaining prior approval from Owner shall be done at the Contractor’s expense and liability.

1. In areas where compacted backfill has been placed, additional consolidation may occur after completion due to changes in moisture content and surcharge. Utility connections crossing this backfill, and improvements adjoining the building at the backfill line shall be installed taking into account this additional consolidation, or sufficient time shall be scheduled between backfilling operations and such improvements to allow this consolidation to take place. Damage to utilities or other improvements due to Contractor’s negligence in regard to this paragraph shall be repaired at the Contractor’s expense.

1. Protect newly backfilled areas and adjacent structures, slopes, or grades from traffic, erosion settlement, and any other damage. Repair and re-establish damaged or eroded grades and slopes and restore surface construction prior to acceptance.

1. Cutting Pavement, Curbs, and Gutters: Saw cut with neat, parallel, straight lines one foot wider than trench width on each side of trenches and one foot beyond each edge of pits. If an existing pavement joint or cracked area is within two feet outside of a designated sawcut line shown on the Drawings, removal and resurfacing shall be to that joint, and/or shall include the crack or cracked area, unless otherwise approved by Engineer.

1. Contractor shall pothole at all identifiable crossings of existing utilities prior to any trenching operations and provide Engineer with a survey of the top elevations (and bottom elevations, if applicable), of possible interferences so that an evaluation of necessary adjustments to the current profile or alignment may be made. Additionally, Engineer shall be given the opportunity to view possible conflicts in the field prior to providing revised designs.

1. Provide a minimum cover from grade of 3 feet for water mains and gas mains, unless otherwise noted. Storm drains and sewers shall be to the depths indicated. Where

settlements greater than the tolerance allowed herein for grading occur in trenches and pits due to improper compaction, excavate to the depth necessary to rectify the problem, then backfill and compact the excavation as specified herein and restore the surface to the required elevation.

1. Keep excavations free from water while construction is in progress.

1. Notify the Owner immediately in writing if it becomes necessary to remove rock or hard, unstable, or otherwise unsatisfactory material to a depth greater than indicated. Excavate large rock, boulders, and other unyielding material to an overdepth at least 6 inches below the bottom of the pipe, conduit, duct and appurtenances, unless otherwise indicated or specified. Over-excavate soft, weak, or wet excavations to an overdepth at least 12 inches below the bottom of the pipe, conduit, duct or appurtenances unless otherwise indicated or specified.

1. Excavate trenches to indicated slopes, lines, depths, and invert elevations.

1. Excavate trenches to uniform widths to provide a working clearance on each side of pipe or conduit. Excavate trench walls vertically from trench bottom to 12 inches higher than top of pipe or conduit, except where sloping of sides is allowed. Sides of trenches shall not be sloped from the bottom of the trench up to the elevation of the top of the pipe. See plans for detail.

1. At the option of the Contractor, the excavations may be cut to an overdepth of not less than 4 inches and refilled to required grade as specified.

1. Trench Bottoms: Excavate and shape trench bottoms to provide uniform bearing and support of pipes and conduit. Shape subgrade to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits. Remove stones and sharp objects to avoid point loading.
   1. For pipes or conduit less than 6 inches in nominal diameter and flat-bottomed, multiple- duct conduit units, hand-excavate trench bottoms and support pipe and conduit on an undisturbed subgrade.
   2. For pipes and conduit 6 inches or larger in nominal diameter, shape bottom of trench to support bottom 90 degrees of pipe circumference. Fill depressions with tamped sand backfill.
      1. Dig bell holes and depressions for joints after trench has been graded. Dimension of bell holes shall be as required for properly making the particular type of joint to ensure that the bell does not bear on the bottom of the excavation.

3.8                         APPROVAL OF SUBGRADE

1. Notify Engineer when excavations have reached required subgrade.

1. When Engineer determines that unforeseen unsatisfactory soil is present, continue excavation and replace with compacted backfill or fill material as directed.
   1. Unforeseen additional excavation and replacement material will be paid according to the Contract provisions for changes in Work.

1. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or construction activities, as directed by the Engineer.

3.9                         UNAUTHORIZED EXCAVATION

1. Fill unauthorized excavation under foundations or wall footings by extending indicated bottom elevation of concrete foundation or footing to excavation bottom, without altering required top elevation. Lean concrete fill may be used to bring elevations to proper position when acceptable to the Engineer.
   1. Fill unauthorized excavations under other construction as directed by the Engineer.

1. Where indicated widths of utility trenches are exceeded, provide stronger pipe, or special installation procedures, as required by the Engineer.

3.10                     STORAGE OF SOIL MATERIALS

1. Stockpile excavated materials acceptable for backfill and fill soil materials, including acceptable borrow materials. Stockpile soil materials without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to prevent wind-blown dust.
   1. Stockpile soil materials away from edge of excavations a minimum distance of 7 feet or depth of excavation, whichever is greater. Do not store within drip line of remaining trees.

3.11                     BACKFILL

1. Backfill excavations promptly, but not before completing the following:
   1. Acceptance of construction below finish grade including, where applicable, dampproofing, waterproofing, and perimeter insulation.
   2. Surveying locations of underground utilities for record documents.
   3. Testing, inspecting, and approval of underground utilities.
   4. Concrete formwork removal.
   5. Removal of trash and debris from excavation.
   6. Removal of temporary shoring and bracing, and sheeting.
   7. Installing permanent or temporary horizontal bracing on horizontally supported walls.

3.12                     UTILITY TRENCH BACKFILL AND COMPACTION

1. Backfilling of exterior utility trenches shall not be undertaken until geotechnical engineer has received 24-hours notice, until required tests and inspections have been completed, and until as-built location notes have been furnished. Remove uninspected backfill in accordance with requirements of this specification. Use hand-operated, plate-type, vibratory, or other suitable hand tampers in areas not accessible to larger rollers or compactors. Avoid damaging pipes and protective pipe coatings.

1. Place backfill material in accordance with Section 306-1.3.2 of the Reference Specifications and achieve at least 90% of the maximum density per ASTM D 1557. The top 12 inches of backfill in the building or paved areas shall be compacted to 95% of maximum density per ASTM D 1557.

1. Compaction by ponding or flooding will not be permitted.

1. Place and compact bedding course on rock and other unyielding bearing surfaces and to fill unauthorized excavations. Shape bedding course to provide continuous support for bells, joints, and barrels of pipes and for joints, fittings, and bodies of conduits.

1. Concrete backfill trenches that carry below or pass under footings and that are excavated within 18 inches of footings. Place concrete to level of bottom of footings.

1. Provide 4-inch-thick concrete base slab support for piping or conduit with less than 2′-6″ of cover below finish surface of roadways. After installation and testing, completely encase piping or conduit in a minimum of 4 inches of concrete before backfilling or placing roadway base.

1. Place and compact initial backfill of satisfactory soil material or aggregate base material, free of particles larger than 1 inch, to a height of 12 inches over the utility pipe or conduit.
   1. Carefully compact material under pipe haunches and bring backfill evenly up on both sides and along the full length of utility piping or conduit to avoid damage or displacement of utility system.

1. Coordinate backfilling with utilities testing.

1. Fill voids with approved backfill materials as shoring and bracing, and sheeting is removed.

1. Place and compact final backfill of satisfactory soil material to final subgrade.

1. Install warning tape directly above utilities, 12 inches below finished grade, except 6 inches below subgrade under pavements and slabs.

1. Manholes and other Appurtenances: Provide at least 12 inches clear from outer surfaces to the embankment or shoring. Remove rock as specified herein. Remove unstable soil that is incapable of supporting the structure to an over-depth of one foot and refill with gravel or sand to the proper elevation and compact to 95% percent of maximum density.

3.13                      FILL

1. Preparation: Remove vegetation, topsoil, debris, wet, and unsatisfactory soil materials, obstructions, and deleterious materials from ground surface prior to placing fills.
   1. Plow strip, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so fill material will bond with existing surface.

1. When subgrade or existing ground surface to receive fill has a density less than that required for fill, break up ground surface to depth required, pulverize, moisture-condition or aerate soil and re-compact to required density.

1. Place fill material in layers to required elevations for each location listed below.
   1. Under grass, use satisfactory excavated or borrow soil material.
   2. Under walks and pavements, use base material or satisfactory excavated or borrow soil material.
   3. Under steps and ramps, use base material.
   4. Under building slabs, use drainage fill material.
   5. Under footings and foundations, use engineered fill.

3.14                      MOISTURE CONTROL

1. Uniformly moisten or aerate subgrade and each subsequent fill or backfill layer before compaction to minimum 3 percent above optimum moisture content for cohesive soils and to near optimum for cohesionless soils.
   1. Do not place backfill or fill material on surfaces that are muddy, frozen or contain frost or ice.
   2. Remove and replace, or scarify and air-dry satisfactory soil material that is too wet to compact to specified density.
      1. Stockpile or spread and dry removed wet satisfactory soil material.

3.15                     COMPACTION

1. Place backfill and fill materials in layers not more than 8 inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand-operated tampers.

1. Place backfill and fill materials evenly on all sides of structures to required elevations. Place backfill and fill uniformly along the full length of each structure. Keep rollers and other heavy equipment at least 18 inches from footings, foundations, piers and walls of buildings and accessory construction. Use mechanical and hand tampers weighing at least 90 pounds with

a maximum face area of 48 inches square to compact backfill within 18 inches of construction and where access is restricted.

1. Percentage of Maximum Dry Density Requirements: Compact soil to not less than the following percentages of maximum dry density according to ASTM D 1557:
   1. For general site fills, compact each layer of backfill or fill material at 90 percent maximum dry density.
   2. Under structures, building slabs, steps, and pavements, scarify and compact the top 12 inches below subgrade at 95 percent maximum dry density.
   3. Under walkways, scarify and compact the top 6 inches below subgrade at 90 percent maximum dry density.
   4. Under lawn or unpaved areas, compact the top 6 inches below subgrade at 85 percent maximum dry density.

3.16                     GRADING

1. General: Uniformly grade areas to a smooth surface, free from irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated.
   1. Provide a smooth transition between existing adjacent grades and new grades.
   2. Cut out soft spots, fill low spots, and trim high spots to conform to required surface tolerances.
      1. If necessary, the Contractor’s selected equipment and construction procedure shall be altered, changed or modified in order to meet the specified compaction requirements. Flooding and water jetting is prohibited.

1. Site Grading: Slope grades to direct water away from buildings and to prevent ponding. Finish subgrades to required elevations within the following tolerances:
   1. Lawn or Unpaved Areas: Plus or minus 0.10 foot, unless otherwise indicated.
   2. Concrete Walks: Plus or minus 0.05 foot.
   3. Pavements:
      1. Concrete: 0.02 foot minus, with no high spots.
      2. Asphalt: 0.05 foot minus, with no high spots.

1. Grading Inside Building Lines: Finish subgrade to a tolerance of 1/2 inch when tested with a 10-foot straightedge.

3.17                     BASE COURSE

1. Under pavements and walks, place base course material on prepared subgrades to pavements.
   1. Compact base courses at optimum moisture content to required grades, lines, cross sections and thickness to not less than 95 percent of ASTM D 4254 relative density.
   2. Shape base to required crown elevations and cross-slope grades.
   3. When thickness of compacted base course is 6 inches or less, place materials in a single layer.
   4. When thickness of compacted base course exceeds 6 inches, place materials in equal layers, with no layer more than 6 inches thick or less than 3 inches thick when compacted.

1. Pavement Shoulders: Place shoulders along edges of base course to prevent lateral movement. Construct shoulders at least 12 inches wide of acceptable soil materials and compact simultaneously with each base layer.

3.18                    PAVEMENT REPAIR

1. Repair or patch asphalt pavement as specified in Asphalt Concrete Paving Section. Repair or patch concrete pavement, curbs and gutters as specified in the Concrete Paving Section. Do not repair pavement until trench has been backfilled and compacted as herein specified. Provide a temporary road surface of gravel or crushed stone over the backfill portion until permanent pavement is repaired. Remove and dispose of temporary road surface material when permanent pavement is placed.

3.19                     FIELD QUALITY CONTROL

1. Testing Agency Services: Allow testing agency to inspect and test each subgrade and each fill or backfill layer. Do not proceed until test results for previously completed work verify compliance with requirements.
   1. Perform field in-place density tests according to ASTM D 1556 (sand cone method), ASTM D 2167 (rubber balloon method), or ASTM D 2937 (drive cylinder method), as applicable.
      1. Field in-place density tests may also be performed by the nuclear method according to ASTM D 2922, provided that calibration curves are periodically checked and adjusted to correlate to tests performed using ASTM D 1556. With each density calibration check, check the calibration curves furnished with the moisture gages according to ASTM D 3017.
      2. When field in-place density tests are performed using nuclear methods, make calibration checks of both density and moisture gages at beginning of work, on each different type of material encountered, and at intervals as directed by the Engineer.
      3. Footing Subgrade: At footing subgrades, perform at least one test of each soil stratum to verify design bearing capacities. Subsequent verification and approval of other footing subgrades may be based on a visual comparison of each subgrade with related tested strata when acceptable to the Engineer.
      4. Paved and Building Slab Areas: At subgrade and at each compacted fill and backfill layer, perform at least one field in-place density test for every 2,000 sq. ft. or less of paved area or building slab, but in no case fewer than three tests.
      5. Foundation Wall Backfill: In each compacted backfill layer, perform at least one field in- place density test for each 100 feet or less of wall length, but no fewer than two tests along a wall face.
      6. Trench Backfill: In each compacted initial and final backfill layer, perform at least one field in-place density test for each 150 feet or less of trench, but no fewer than two tests.

1. When testing agency reports that subgrades, fills, or backfills are below specified density, scarify and moisten or aerate, or remove and replace soil to the depth required,

re-compact and retest until required density is obtained.

3.20                     PROTECTION

1. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris.

1. Repair and re-establish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or lose compaction due to subsequent construction operations or weather conditions.
   1. Scarify or remove and replace material to depth directed by the Engineer; reshape and re-compact at optimum moisture content to the required density.

1. Settling: Where settling occurs during the Project correction period, remove finished surfacing, backfill with additional approved material, compact, and reconstruct surfacing.
   1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to the greatest extent possible.

3.21                     DISPOSAL OF SURPLUS AND WASTE MATERIALS

1. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off the Owner’s property.

END OF SECTION

SECTION 31 23 17 TRENCHING

PART 1 – GENERAL

1.01          SECTION INCLUDES

1. Excavate trenches for utilities.

1. Compacted bedding.

1. Backfilling and compaction to required elevations.

1. Slurry concrete.

1.02          REFERENCES

1. ASTM C150 – Portland Cement.

1. ASTM C494 – Chemical Admixtures for Concrete.

1. ASTM D1557 – Laboratory compaction characteristics of soil using modified effort.

1. SSPWC – Standard Specifications for Public Works Construction, Latest Edition.

1. California Code of Regulations, Title 8, Industrial Relations, Construction Safety Orders, Division 01, Chapter 4, Sub-Chapter 4, Article 6 Excavations.

1. California Public Contract Code, Section 7104 – Public Works Contracts for Digging Trenches or Excavations; Notice on Discovery of Hazardous Waste or Other Unusual Conditions; Investigations; Change Orders; Effect on Contract.

1. California Labor Code, Section 6705 – Public Works Contracts requiring detailed plans for shoring, bracing, sloping, indicating protection from caving ground for trenching work in excess of 5’ deep and contract amounts stipulated therein.

1.03          QUALITY ASSURANCE

1. Verify survey benchmark and intended elevations for Work.

PART 2 – PRODUCTS

2.01          TRENCH FILL AND BEDDING MATERIALS

1. Sand: Sand shall consist of natural or manufactured granular material, or a combination thereof, free of deleterious amounts of organic material, mica, loam, clay and other substances not suitable for the purpose intended. Conform to Subsection 200-1.5.5, SSPWC, for gradation as required for Portland Cement Concrete, sand  must achieve compaction of a minimum 90 percent.
2. Imported Fill: Granular, free of debris, no gravel larger than 3 inches in any dimension, non-expansive, approved by the Engineer prior to placement on the site.

1. Slurry Concrete:
   1. Slump: Between 4 inches and 6 inches.
   2. Aggregate:    40 percent sand by weight, 60 percent pea gravel, minimum 1/4 inch, maximum 5/8 inch.
   3. Portland Cement: ASTM C150, 2-sack mix (2 sacks of cement per cubic yard).
   4. Admixture: Calcium Chloride free, in proportions not to exceed the manufacturer’s recommendations.
   5. Artificial Coloring: ASTM C494. Mix in Mapico Red pigment, proportions as recommended by the manufacturer, L.M. Scofield or equal.
   6. Sufficient water shall be added to produce a fluid, workable mix that will flow and can be pumped without segregation of aggregate. Material shall be mechanically mixed until the cement and water are thoroughly dispersed.

1. Stockpiled Fill: Onsite soils, stored separately on the site, approved for re-use by the Engineer.

2.02          ACCESSORIES

1. Underground Warning Tape:      Metallic Detection Tape, aluminum core, 6 inches wide AASHTO specification colors, by Safety Sign Company, Cleveland, OH, or equal.

1. Color Coding and Lettering: as required for type of underground utility.

PART 3 – EXECUTION

3.01          EXAMINATION

1. Verify fill material to be reused is acceptable to the Geotechnical Engineer.

3.02          PREPARATION

1. Identify required lines, levels, contours and datum.

1. Backfill with approved fill and compact to density equal to or greater than requirements for subsequent backfill material.

1. Prior to commencement of trenching operations, notify Underground Service Alert of Southern California (800) 422-4133, Monday through Friday, 7:00 A.M. to 5:00 P.M.

3.03          EXCAVATION

1. Conform to Construction Safety Orders, Title 8, CCR, For Sloping, Benching, Shoring, Bracing, Protective Systems, and Shafts.

1. Conform to Section 7104, Public Contract Code. Promptly notify Owner of any contact with hazardous materials or differing conditions.
   1. Conform to Section 6705, Labor Code. Provide shoring and bracing plan or other provisions intended to prevent caving ground.

1. Excavate subsoil required for utilities. Trenches shall be level or parallel to finish grade unless designated on drawings to be installed to specific gradient.

1. Cut trenches sufficiently wide to enable installation of utilities and allow inspection.

1. Water, storm drainage piping located in the same trench shall be separated by 12 inches horizontally and vertically, and water line shall be placed on a solid shelf excavated on one side of the common trench. Cross-over water lines shall also be separated 12 inches vertically from storm drainage pipe.

1. Water and sewer piping shall not be located in the same trench and they shall be separated by 12 inches horizontally and 12 inches vertically.

1. Excavation shall not interfere with normal 45 degree bearing splay of foundations. Parallel trenches, no closer than 18 inches from building foundations.

1. Hand trim excavation. Hand trim for bell and spigot pipe joints. Remove loose matter.

1. Remove lumped subsoil, boulders and rock.

1. Correct unauthorized excavation.

1. Stockpile approved excavated material in area designated on site and remove excess material not being used from site.

3.04          BEDDING

1. Support pipe and conduit during placement and compaction of bedding fill. Provide uniform bearing along entire length. Conform to Section 306, SSPWC.

1. Bedding: Place and compact materials in continuous layers not exceeding 6 inches compacted depth, ASTM D1557.

3.05          BACKFILLING

1. Backfill trenches to contours and elevations with unfrozen materials.

1. Fill areas will be inspected, tested and approved by Geotechnical Engineer.

1. Soil Fill over Bedding: Place and compact material in continuous layers as scheduled, compacted to ASTM D1557.

1. Employ placement method that does not disturb or damage conduit, ducts or piping in trench.

1. Maintain optimum moisture content of backfill materials to attain required compaction density. When operations are interrupted by rain, do not resume Work until field tests indicate that moisture content and density of fill are as previously specified.
   1. Remove surplus backfill materials from site and dispose legally.

1. Leave fill material stockpile areas completely free of excess fill materials.

1. Minimum Cover Over Piping, Conduits or Duct Banks: 24 inches.

1. Lay out and install or otherwise confirm invert elevations of all gravity flow systems to avoid conflict with other sub-surface structures or utilities of any kind. Adjust elevations or layout of pipes, conduits or duct banks to permit the required gravity flow.

1. Jetting for utility trenching compaction may be used outside building perimeter and only when recommended by Geotechnical Engineer, in accordance with Section 306 SSPWC.

1. Pressurized piping shall be installed level, or shall be installed parallel to finish grades unless designated on the Drawings to be installed to specific gradients.

3.06          TOLERANCES

1. Top Surface of Backfilling Under Paved Areas:  0.2 ft from required elevations.

1. Top Surface of General Backfilling:  Plus or minus 0.2 ft from required elevations.

3.07          FIELD QUALITY CONTROL

1. Backfill materials and operations will be inspected and approved by Geotechnical Engineer including earth bank slopes (cut or fill).

1. Tests, analysis and compaction of fill material will be performed in accordance with ASTM D1557.

1. If tests indicate Work does not meet specified requirements, remove Work, replace and retest at no cost to Owner.

1. Frequency of Tests: Geotechnical Engineer may make as many tests as are  necessary to ensure specified results.

3.08          PROTECTION OF FINISHED WORK

1. Protect finished Work.

1. Recompact fills subjected to vehicular traffic.

3.09          TEMPORARY PROTECTION OF UNFINISHED WORK

1. Trenching for placement of underground utilities shall be covered and protected with steel trench plates during non-work hours. Adequate warnings and protection  indication of open trenches during work hours must be provided for project safety.

3.10 SCHEDULE

1. Storm and Sanitary Piping:
   1. Bedding Fill: Sand, minimum thickness below piping 0.4 times outside diameter of pipe but no less than 4 inches. Minimum thickness above top of piping, 12 inches, compacted to 90 percent.
   2. Cover with stockpiled fill in 8-inch lifts to specified subgrade elevations, compact to 90 percent or to 95 percent under vehicle traffic-supporting paved areas.
   3. Fill: Slurry concrete, 6” cover at top, bottom and sides of pipes at exterior paved areas (at vehicle traffic) where minimum fill cover is less than 12” below finished elevation of paving.
   4. Bury warning tape marked “Caution Sewer Line” 12 inches above all concrete- encased piping. Align tape parallel to and within 3 inches of the centerline of the piping.
   5. Synthetic and Perimeter Drainage System: Refer to Section 32 18 13.

1. Power Ducts: Concrete Encased
   1. Fill: Slurry concrete, 3 inches cover at top, bottom, between conduits and sides  of duct bank.
   2. Fill: Slurry concrete, 6 inches cover at top, bottom and sides of duct bank  conduit at exterior paved areas where minimum fill cover is less than 24” below finished elevation of paving, less than 12” below finished elevations of interior floor slabs and at building footings where conduit is in the footing structural splay.
   3. Install two No. 4 bars in slurry concrete at top of bank under paved areas, minimum 3 inch concrete cover.
   4. Cover with stockpiled fill in 6-inch lifts to specified subgrade elevation, compact to 90 percent, or to 95 percent under traffic-supporting paved areas.
   5. Bury warning tape marked “Caution Buried High Voltage Line” 12 inches above all concrete-encased duct banks. Align tape parallel to and within 3 inches of the centerline of the duct bank.

1. Water Piping and Gas Piping:
   1. Bedding Fill: Sand, minimum thickness below piping 0.4 times outside diameter of pipe but not less than 4”. Minimum thickness above top of piping, 6 inches, compacted to 90 percent.
   2. Fill: Slurry concrete, 6 inches cover at top, bottom and sides of pipes at exterior paved areas where minimum fill cover is less than 24” below finished elevation of paving, and less than 12” below finished elevations of interior floor slabs and at building footings where piping is in the footing structural splay.
   3. Cover with stockpiled fill in 6-inch lifts to specified subgrade elevation, compact to 90 percent, or 95 percent under traffic-supporting paved areas.
   4. Observe joints at pressure tests.
   5. Bury warning tape marked “Caution Buried Gas (or “Pipeline”) Line” 12 inches above all trenching. Align tape parallel to and within 3 inches of the centerline of trench.

1. Fire Lines:
   1. Bedding Fill: Manufactured Sand, minimum 6” thickness under piping, minimum thickness above top of piping and sides, 6”, compact to 90 percent.
   2. Fill:     Slurry concrete, 6” cover at top pipes at exterior paved areas where minimum fill cover is less than 24” below finished elevation of paving.
   3. Cover with stockpiled fill in 6-inch lifts to specified subgrade elevation, compact to 90 percent, or 95 percent under traffic-supporting paved areas.
   4. Bury warning tape marked “Caution Buried Pipeline” 12 inches above all trenching. Align tape parallel to and within 3 inches of the centerline of trench.

1. Low Voltage Conduits and Communications: Direct Burial Minimum trench depth 36 inches.
   1. Bedding Fill: Sand, 6 inches at bottom, sides and 12 inches on top, compacted to 95 percent.
   2. Cover with stockpiled fill in 6-inch lifts to specified subgrade elevation, compact to 90 percent, or 95 percent under traffic-supporting paved areas.
   3. Bury  warning  tape  marked  “Caution  Buried  Communication   Line  Below”   12 inches above conduits. Align tape parallel to and within 3 inches of the centerline of conduits.

END OF SECTION

SECTION 31 23 23 BACKFILLING

PART 1 – GENERAL

1.01          SECTION INCLUDES

1. Authorized types of fill.

1. Building area backfilling to subgrade elevations.

1.02          REFERENCES

1. ASTM D1557 – Laboratory compaction characteristics of soil using modified effort.

1. SSPWC – Standard Specifications for Public Works Construction, Latest Edition.

1. Chapter 18 and 33, California Building Code.

1. CSS – Caltrans Standard Specifications, Latest Edition.

1.03          SUBMITTALS

1. Material Test Reports: From a qualified testing agency indicating and interpreting test results for compliance of the following with requirements indicated:
   1. Classification according to ASTM D 2487 of each on-site soil material proposed for fill and backfill.
   2. Laboratory compaction curve according to ASTM D 1557 for each on-site soil material proposed for fill and backfill.

PART 2 – PRODUCTS

2.01          FILL MATERIALS

1. This Section establishes standards of quality for backfill materials to be used as approved by Geotechnical Engineer in accordance with Chapter 18 CBC, Section 1803.2 and Appendix J Section J107, California Building Code, and as scheduled in other Sections of this specification.

1. Crushed Rock and Rock Dust: Crushed rock and rock dust shall be product of crushing rock or gravel. Portion of material that is retained on a 3/8 inch sieve shall contain at least 50 percent of particles having three or more fractured faces. Not over 5 percent shall be pieces that show no such faces resulting from crushing. Of that portion which passes 3/8 inch sieve but is retained on No. 4 sieve, not more than 10 percent shall be gravel particles. Crushed rock shall conform to 3/4 inch sieve size in accordance with Subsection 200-1.2, SSPWC, Crushed Rock Gradation Table.
2. Pea Gravel: Natural stone; washed, free of clay, shale, organic matter; graded to the following:
   1. Minimum Size: 1/4 inch.
   2. Maximum Size:  5/8 inch.

1. Sand: Sand shall consist of manufactured granular material, or combination thereof, free of deleterious amounts of organic material, mica, loam, clay and other substances not suitable for purpose intended. Conform to Section 200-1.5.5, SSPWC, for  gradation as required for Portland Cement Concrete, sand must achieve compaction of a minimum 90 percent.

1. Crushed Aggregate Base: Crushed rock and rock dust conforming to requirements of Section 200-1.2, SSPWC, with 3/8 inch sieve requirement waived, or Class 2 aggregate base as defined in Section 26, CSS.

1. Imported Fill: Clean granular, free of debris, no rock larger than 3 inches in any dimension, non-expansive, approved by Geotechnical Engineer prior to placement on site.

1. Concrete: Structural, as specified in Section 03 30 00.

1. Concrete Slurry: as specified in Section 31 23 17.

1. Stockpiled Fill: On-site soils, stored separately on site, approved for re-use by Geotechnical Engineer.

PART 3 – EXECUTION

3.01          EXAMINATION

1. Verify fill materials to be reused or imported are acceptable to Architect.

1. Verify foundation perimeter drainage installation has been inspected and approved.

3.02          BACKFILLING

1. Backfill and compact areas to contours and elevations with unfrozen materials. Remove debris from areas to receive backfills.
   1. Compaction: ASTM D1557, Compact to 90 percent of maximum dry density.
   2. Floor slabs shall be in place a minimum of 7 days before backfill is placed against walls.

1. Fill areas and types of fill shall be inspected, tested and approved by Geotechnical Engineer.

1. Employ placement method that does not disturb or damage foundation perimeter drainage, foundation waterproofing and protective cover or utilities in trenches. Do not commence backfill until such work is in place, inspected and approved.
   1. Maintain optimum moisture content of backfill materials to attain required compaction density. When operations are interrupted by rain, do not resume work until field tests indicate that moisture content and density of the fill are as previously specified.

1. Slope grade away from building minimum 2 inches in 10 ft, unless noted otherwise.

1. Make grade changes gradual. Blend slope into level areas.

1. Remove surplus backfill materials from site.

1. Leave fill material stockpile areas completely free of excess fill materials.

1. Compaction Equipment: Wherever feasible, perform compaction with approved power-driven equipment such as rollers and sheeps-foot compactors. Compact areas inaccessible to rollers with pneumatic tampers or other approved compactors.

1. Flooding and jetting is not permitted.

3.03          TOLERANCES

1. Top Surface of Backfilling Subgrade: Within 0.05 feet from required elevations.

3.04          FIELD QUALITY CONTROL

1. No fill shall be placed on any prepared surface until that surface has been inspected and approved by Geotechnical Engineer.

1. If tests indicate work does not meet specified requirements, remove work, replace and retest. Cost of retests shall be paid by Owner and deducted from contract sum by Change Order.

1. Frequency of Tests: Architect may require as many tests as are necessary to ensure specified results.

3.05          PROTECTION OF FINISHED WORK

1. Protect finished Work.

1. Recompact fills subjected to and damaged by vehicular traffic.

END OF SECTION

SECTION 32 12 16

ASPHALTPAVING

PART 1 – GENERAL

1.1                    RELATED DOCUMENTS

1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

1.2                    SUMMARY

1. This Section includes the following:
   1. Hot-mix asphalt paving.
   2. Hot-mix asphalt patching.
   3. Asphalt surface treatments:
      1. Fog seals.
      2. Slurries.
      3. Pervious asphalt paving.

1. Related Sections include the following:
   1. “Earth Moving” for aggregate base courses and aggregate pavement shoulders.
   2. “Pavement Marking” for pavement marking requirements.

1.3                    SYSTEM DESCRIPTION

1. Provide hot-mix and permeable asphalt pavement according to the materials, workmanship, and other applicable requirements of the following standard specifications:
   1. Reference Specification: Perform all work in accordance with applicable provisions of “Standard Specifications for Public Works Construction”, Latest Edition. Unless otherwise noted, mention herein of section numbers refers to sections of the Reference Specification. Where Reference Specification refers to “Agency”, substitute the word “Owner”. Where Reference Specification refers to “Engineer”, substitute the word “City Representative “. Where Reference Specification is in conflict with these Specifications, these Specifications shall govern.
   2. Measurement and payment provisions and safety program submittals included in Reference Specifications do not apply to this Section.
   3. The latest edition of the Asphalt Institute’s publication “The Asphalt Handbook”.
   4. Caltrans Standard Specifications

1.4                    SUBMITTALS

1. Product Data: For each product specified. Include technical data and tested physical and performance properties.

1. Job-Mix Designs: For each job mix proposed for the Work.

1. Material Certificates: Certificates signed by manufacturers certifying that each material complies with requirements.

1.5                    QUALITY ASSURANCE

1. Installer Qualifications: Engage an experienced installer who has completed hot-mix and permeable asphalt paving similar in material, design, and extent to that indicated for this Project and with a record of successful in-service performance.
   1. Manufacturer Qualifications: Engage a firm experienced in manufacturing hot-mix and permeable asphalt similar to that indicated for this Project and with a record of successful in- service performance.

1. Regulatory Requirements: Conform to applicable standards of authorities having jurisdiction for asphalt paving work on public property.

1. Asphalt-Paving Publication: Comply with Asphalt Institute’s “The Asphalt Handbook,” except where more stringent requirements are indicated.

1. Pre-installation Conference: Conduct conference at Project site to comply with requirements of Division 1 Section “Project Meetings” Review methods and procedures related to asphalt paving including, but not limited to, the following:
   1. Review condition of substrate and preparatory work performed by other trades.
   2. Review requirements for protecting paving work, including restriction of traffic during installation period and for remainder of construction period.
   3. Review and finalize construction schedule for paving and related work. Verify availability of materials, paving Installer’s personnel, and equipment required to execute the Work without delays.
   4. Review inspection and testing requirements, governing regulations, and proposed installation procedures.
   5. Review forecasted weather conditions and procedures for coping with unfavorable conditions.

1.6                    PROJECT CONDITIONS

1. Environmental Limitations: Do not apply asphalt materials if substrate is wet or excessively damp or if the following conditions are not met:
   1. Prime and Tack Coats: Minimum surface temperature of 60 deg F (15.5 deg C).
   2. Slurry Coat: Comply with weather limitations of ASTM D 3910.
   3. Asphalt Base Course: Minimum surface temperature of 40 deg F (4 deg C) and rising at time of placement.
   4. Asphalt Surface Course: Minimum surface temperature of 60 deg F (15.5 deg C) at time of placement.

PART 2 – PRODUCTS

2.1                    ASPHALT PAVEMENT MATERIALS

1. Asphalt Pavement Leveling Course: Conform to Performance Grade B-PG 64-10 in section 203-1.2 and section 203-6 of the Reference Specification.

1. Asphalt Pavement Wearing (Surface) Course : Conform to Performance Grade III C2-PG-10 in section 203-1.2 and section 203-6 and section 400-4 of the Reference Specification.

1. Tack Coat: Emulsified asphalt grade SS-1h conforming to section 203-3 of the Reference Specification.

1. Asphalt Paint: Conform to ASTM D41 or D43 per section 203-8 of the Reference Specification.

1. Slurry Seal: Emulsified asphalt grade SS-1hand aggregate conforming to section 203.5 of the Reference Specification.

1. Fog Seal: ASTM D 977, emulsified asphalt or ASTM D 2397, cationic emulsified asphalt, slow setting, factory diluted in water, of suitable grade and consistency for application.

1. Water: Potable.
2. Permeable Asphalt Paving

Contractor shall submit all materials for approval.

2.2                    AUXILIARY MATERIALS

1. Herbicide: Commercial chemical for weed control, registered by Environmental Protection Agency (EPA). Provide granular, liquid, or wettable powder form.

1. Sand: ASTM D 1073, Grade Nos. 2 or 3.

PART 3 – EXECUTION

3.1                    EXAMINATION

1. Verify that subgrade is dry and in suitable condition to support paving and imposed loads.

1. Subgrade and Base:
   1. Proof-roll subgrade using heavy, pneumatic-tired rollers to locate areas that are unstable or that require further compaction.

1. Notify City Representative in writing of any unsatisfactory conditions. Do not begin paving installation until these conditions have been satisfactorily corrected.

3.2                    PATCHING AND REPAIRS

1. Patching: Saw cut perimeter of patch and excavate existing pavement section to sound base. Re-compact new subgrade. Excavate rectangular or trapezoidal patches, extending 12 inches (300 mm) into adjacent sound pavement, unless otherwise indicated. Cut excavation faces vertically.
   1. Tack coat faces of excavation and allow to cure before paving.
   2. Fill excavation with dense-graded, hot-mix asphalt base mix and, while still hot, compact flush with adjacent surface.
   3. Partially fill excavation with dense-graded, hot-mix asphalt base mix and compact while still hot. Cover asphalt base course with compacted, hot-mix surface layer finished flush with adjacent surfaces.

1. Portland Cement Concrete Pavement: Break cracked slabs and roll as required to reseat concrete pieces firmly.
   1. Pump hot undersealing asphalt under rocking slabs until slab is stabilized or, if necessary, crack slab into pieces and roll to re-seat pieces firmly.
   2. Remove disintegrated or badly broken pavement. Prepare and patch with hot-mix asphalt.

1. Leveling Course: Install and compact leveling course consisting of dense-graded, hot-mix asphalt surface course to level sags and fill depressions deeper than 1 inch (25 mm) in existing pavements.
   1. Install leveling wedges in compacted lifts not exceeding 3 inches (75 mm) thick.

1. Crack and Joint Filling: Remove existing filler material from cracks or joints to a depth of 1/4 inch (6 mm). Refill with asphalt joint-filling material to restore watertight condition. Remove excess filler that has accumulated near cracks or joints.

1. Asphalt paint: Apply uniformly to existing surfaces of previously constructed asphalt or portland cement concrete paving and to surfaces abutting or projecting into new, hot-mix asphalt pavement. Apply at a uniform rate of 0.05 to 0.15 gal./sq. yd. (0.2 to 0.7 L/sq. m) of surface.
   1. Allow asphalt paint to cure undisturbed before paving.
      1. Avoid smearing or staining adjoining surfaces, appurtenances, and surroundings. Remove spillages and clean affected surfaces.

3.3                    SURFACE PREPARATION

1. General: Immediately before placing asphalt materials, remove loose and deleterious material from substrate surfaces. Ensure that prepared subgrade is ready to receive paving.
   1. Sweep loose granular particles from surface of unbound aggregate base course. Do not dislodge or disturb aggregate embedded in compacted surface of base course.

1. Herbicide Treatment: Apply herbicide according to manufacturer’s recommended rates and written application instructions. Apply to dry, prepared subgrade or surface of compacted- aggregate base before applying paving materials.
   1. Mix herbicide with prime coat when formulated by manufacturer for that purpose.

1. Tack Coat: If a leveling course has been used for construction traffic, apply tack coat to all leveling course surfaces in accordance with section 302-5.4 of the Reference Specification at a rate of 0.10 gallons per square yard.

1. Asphalt Paint: Apply uniformly to existing surfaces of previously constructed asphalt or portland cement concrete paving and to surfaces abutting or projecting into new, hot-mix asphalt pavement. Apply at a uniform rate of 0.05 to 0.15 gal./sq. yd. (0.2 to 0.7 L/sq. m) of surface.
   1. Allow asphalt paint to cure undisturbed before paving.
   2. Avoid smearing or staining adjoining surfaces, appurtenances, and surroundings. Remove spillages and clean affected surfaces.

3.4                    HOT-MIX ASPHALT PLACING

1. The asphalt pavement shall be completed in phases; the leveling course during construction for temporary construction traffic and storage of materials and; the wearing (surface) course just prior to turnover to Owner; unless the entire paving operation is completed just prior to turnover to the Owner. If this method is chosen, then no construction traffic or storage of materials shall be allowed on the finished pavement surface after its completion. Contractor shall schedule final surface course paving operations so that the required waiting period specified in the Division 2 Section “Pavement Marking” will allow project completion within the specified time.

1. Construct asphalt pavement in accordance with section 302-5 of the Reference Specification and as shown on the Drawings.

1. Two Layer Method: The leveling course shall be installed to elevations which will allow the future placement of a wearing (surface) course no thinner than 1-1/2 inches. Prior to placing the wearing (surface) course, repair all areas damaged during construction use , thoroughly clean the leveling course of all loose material and place a tack coat pursuant to paragraph

3.4.D. herein.

Contractor is further cautioned that the use of this two-layer method will result in construction traffic using pavements which are thinner than designed for the traffic expected for the completed project, and that damage due to wheel loads and materials storage during construction is probable. Any such damage shall be repaired to the satisfaction of the City Representative and the Owner prior to placement of the surface course.

3.5                    JOINTS

1. Construct joints to ensure continuous bond between adjoining paving sections. Construct joints free of depressions with same texture and smoothness as other sections of hot-mix asphalt course.
   1. Clean contact surfaces and apply tack coat.
   2. Offset longitudinal joints in successive courses a minimum of 6 inches (150 mm).
   3. Offset transverse joints in successive courses a minimum of 24 inches (600 mm).
   4. Construct transverse joints by bulkhead method or sawed vertical face method as described in AI’s “The Asphalt Handbook.”
   5. Compact joints as soon as hot-mix asphalt will bear roller weight without excessive displacement.
   6. Compact asphalt at joints to a density within 2 percent of specified course density.

3.6                    COMPACTION

1. General: Begin compaction as soon as placed hot-mix paving will bear roller weight without excessive displacement. Compact hot-mix paving with hot, hand tampers or vibratory-plate compactors in areas inaccessible to rollers.
   1. Complete compaction before mix temperature cools to 185 deg F (85 deg C).

1. Breakdown Rolling: Accomplish breakdown or initial rolling immediately after rolling joints and outside edge. Examine surface immediately after breakdown rolling for indicated crown, grade, and smoothness. Repair surfaces by loosening displaced material, filling with hot-mix asphalt, and re-rolling to required elevations.

1. Intermediate Rolling: Begin intermediate rolling immediately after breakdown rolling, while hot- mix asphalt is still hot enough to achieve specified density. Continue rolling until hot-mix asphalt course has been uniformly compacted to the following density:
   1. Average Density: 96 percent of reference laboratory density according to ASTM D 1559, but not less than 94 percent nor greater than 100 percent.

1. Finish Rolling: Finish roll paved surfaces to remove roller marks while hot-mix asphalt is still warm.

1. Edge Shaping: While surface is being compacted and finished, trim edges of pavement to proper alignment. Bevel edges while still hot, with back of rake or smooth iron. Compact thoroughly using tamper or other satisfactory method.

1. Repairs: Remove paved areas that are defective, pond water or are contaminated with foreign materials. Remove paving course over area affected and replace with fresh, hot-mix asphalt, with a thickness one inch greater than the existing, and to match existing finish surface grades such that no local ponding of water will result. Compact by rolling to specified density and surface smoothness. Note that no application of seal coats of any kind will be allowed for any reason on pavements newer than one year. This is to allow for proper curing of the newly placed asphalt pavement, as recommended by The Asphalt Institute.

1. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and hardened.

1. Erect barricades to protect paving from traffic until mixture has cooled enough not to become marked.

3.7                    INSTALLATION TOLERANCES

1. Thickness: Compact each course to produce the thickness indicated within the following tolerances:
   1. Leveling Course: Plus or minus 1/2 inch (13 mm).
   2. Surface Course: Plus 1/4 inch (6 mm), no minus.

1. Surface Smoothness: Compact each course to produce a surface smoothness within the following tolerances as determined by using a 10-foot (3-m) straightedge applied transversely or longitudinally to paved areas:
   1. Leveling Course: 1/4 inch (6 mm).
   2. Surface Course: 1/8 inch (3 mm).
   3. Crowned Surfaces: Test with crowned template centered and at right angle to crown. Maximum allowable variance from template is 1/4 inch (6 mm).

3.8                    SURFACE TREATMENTS

1. Fog Seals: Apply fog seal at a rate of 0.10 to 0.15 gal./sq. yd. (0.45 to 0.70 L/sq. m) to existing asphalt pavement and allow to cure. Lightly dust areas receiving excess fog seal with a fine sand.

1. Slurry seals: Apply in accordance with section 302-4 of the Reference Specification.
   1. Roll slurry seal to smooth ridges and provide a uniform, smooth surface.

3.9                    WHEEL STOPS

NOT USED

3.10                 FIELD QUALITY CONTROL

1. Testing Agency: Owner will engage a qualified independent testing agency to perform field inspections and tests and to prepare test reports.
   1. Testing agency will conduct and interpret tests and state in each report whether tested Work complies with or deviates from specified requirements.

1. Additional testing, at Contractor’s expense, will be performed to determine compliance of corrected Work with specified requirements.

1. Thickness: In-place compacted thickness of hot-mix asphalt courses will be determined according to ASTM D 3549.

1. Surface Smoothness: Finished surface of each hot-mix asphalt course will be tested for compliance with smoothness tolerances.

1. Finish Grade: Completed pavement surface shall be tested for proper drainage through flood testing. Contractor shall schedule a flood test to be held in the presence of the City Representative and the Owner to assure that the finished pavement surfaces are consistent with the intent of the Grading Plans with respect to surface drainage, and that drainage devices function properly. It is suggested that a water truck or fire hose be used for the flooding; garden hoses will not be acceptable. Pavements not deemed acceptable subsequent to this test shall be removed and replaced pursuant to paragraph 3.3 herein. Overlays with thicknesses less than 1-1/2 inches will not be acceptable for these repairs.

1. In-Place Density: Samples of uncompacted paving mixtures and compacted pavement will be secured by testing agency according to ASTM D 979.
   1. Reference laboratory density will be determined by averaging results from 4 samples of hot-mix asphalt-paving mixture delivered daily to site, prepared according to ASTM D 1559, and compacted according to job-mix specifications.
   2. In-place density of compacted pavement will be determined by testing core samples according to ASTM D 1188 or ASTM D 2726.
      1. One core sample will be taken for every 1000 sq. yd. (836 sq. m) or less of installed pavement, but in no case will fewer than 3 cores be taken.
      2. Field density of in-place compacted pavement may also be determined by nuclear method according to ASTM D 2950 and correlated with ASTM D 1188 or ASTM D 2726.

1. Remove and replace or install additional hot-mix asphalt where test results or measurements indicate that it does not comply with specified requirements.

END OF SECTION

SECTION 32 13 13

CONCRETE PAVING

PART 1 – GENERAL

1.1                         RELATED DOCUMENTS

1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

1.2                         SUMMARY

1. This Section includes exterior Portland cement concrete paving for the following:
   1. Roadways.
   2. Curbs, gutters and mow strip.
   3. Walkways.

1. Related Sections: The following Sections contain requirements that relate to this Section:
   1. “Earth Moving” for subgrade preparation, grading and base course.
      1. “Pavement Marking” for pavement marking requirements.
      2. “Cast-in-Place Concrete” for general building applications of concrete.
         1. “Paving Joint Sealants” for joint fillers and sealants within concrete paving and at joints with adjacent construction.

1.3                         SYSTEM DESCRIPTION

1. Provide concrete pavement according to the materials, workmanship, and other applicable requirements of the following standard specifications:
   1. Reference Specification: Perform all work in accordance with applicable provisions of “Standard Specifications for Public Works Construction”, Latest Edition. Unless otherwise noted, mention herein of section numbers refers to sections of the Reference Specification. Where Reference Specification refers to “Agency”, substitute the word “Owner”. Where Reference Specification refers to “Engineer”, substitute the word “City Representative “. Where Reference Specification is in conflict with these Specifications, these Specifications shall govern.
   2. Measurement and payment provisions and safety program submittals included in Reference Specifications do not apply to this Section.

1.4                         SUBMITTALS

1. General: Submit the following according to the Conditions of the Contract and Division 1 Specification Sections.

1. Design mixes for each class of concrete. Include revised mix proportions when characteristics of materials, project conditions, weather, test results, or other circumstances warrant adjustments.

1. Product data for integral colored concrete pigments. Include manufacturer’s instructions for mixing, placement, curing, and sealing.

1. Minutes of pre-installation conference.

1.5                         QUALITY ASSURANCE

1. Concrete Standards: Comply with provisions of the following standards, except where more stringent requirements are indicated.
   1. American Concrete Institute (ACI) 301, “Specifications for Structural Concrete for Buildings.”
   2. ACI 318, “Building Code Requirements for Reinforced Concrete.”
   3. Concrete Reinforcing Steel Institute (CRSI) “Manual of Standard Practice.”

1. Concrete Manufacturer Qualifications: Manufacturer of ready-mixed concrete products complying with ASTM C 94 requirements for production facilities and equipment.

1. Concrete Testing Service: Engage a qualified independent testing agency to perform materials evaluation tests and to design concrete mixes.

1. Field-Constructed Mockup: Cast mockup of size required (but not less than 10 feet by 10 feet) to demonstrate typical joints, surface finishes, textures, color, and standard of workmanship.
   1. Notify City Representative a minimum of 4 days in advance prior to applying sandblast finish to mock-up. Apply sandblast finish in the presence of the City Representative and adjust finish as required by the City Representative .
   2. When City Representative determines that mockup does not meet requirements, demolish and remove it from the site and cast another until the mockup is accepted.
   3. Keep accepted mockup undisturbed during construction as a standard for judging completed paving. Undamaged mockup may be incorporated into the Work.
   4. Demolish accepted mockup and remove from site when directed by City Representative .

1. Pre-installation Conference: Conduct conference at Project site to comply with requirements of Division 1 Section “Project Meetings” and the following:
   1. Before installing Portland cement concrete paving, meet with representatives of authorities having jurisdiction, Owner, City Representative , consultants, independent testing agency, and other concerned entities to review requirements. Notify participants at least 3 working days before conference.

1.6                         PROJECT CONDITIONS

1. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other construction activities.

PART 2 – PRODUCTS

2.1                         FORMS

1. Form Materials: Plywood, metal, metal-framed plywood, or other acceptable panel-type materials to provide full-depth, continuous, straight, smooth exposed surfaces.
   1. Use flexible or curved forms for curves of a 100-foot or less radius.

1. Form Release Agent: Provide commercial formulation form-release agent with a maximum of 350 g/L volatile organic compounds (VOCs) that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces.
   1. Available Products: Subject to compliance with requirements, products that may be incorporated in the Work include, but are not limited to, the following:
      1. Debond Form Coating, L & M Construction Chemicals.
      2. Crete-Lease 880 VOC, Cresset Chemical Company.

2.2                         REINFORCING MATERIALS

1. Reinforcing Bars and Tie Bars: ASTM A 615, Grade 40 for #3 bars and Grade 60 for bars larger than #3, deformed.

1. Plain, Cold-Drawn Steel Wire: ASTM A 82.
   1. Joint Dowel Bars: Plain steel bars, ASTM A 615, Grade 60. Cut bars true to length with ends square and free of burrs.

1. Dowel Sleeves: Speed Dowel, Aztec Concrete Accessories, Inc.

1. Hook Bolts: ASTM A 307, Grade A bolts, internally and externally threaded. Design hook bolt joint assembly to hold coupling against pavement form and in position during concreting operations, and to permit removal without damage to concrete or hook bolt.

1. Supports for Reinforcement: Chairs, spacers, dowel bar supports and other devices for spacing, supporting, and fastening reinforcing bars, welded wire fabric, and dowels in place. Use wire bar-type supports complying with CRSI specifications.
   1. Use supports with sand plates or horizontal runners where base material will not support chair legs.

2.3                         CONCRETE MATERIALS

1. Portland Cement: ASTM C 150, Type II, low alkali.
   1. Use one brand of cement throughout Project. Coordinate with Section “Cast-In-Place Concrete.”
   2. Provide white cement when required to achieve specified color in integral colored concrete.

1. Normal-Weight Aggregates: ASTM C 33, Class 4M non-reactive, and as follows. Provide aggregates from a single source.
   1. Maximum Aggregate Size: 1-inch.
   2. Do not use fine or coarse aggregates that contain substances that cause spalling.
   3. Local aggregates not complying with ASTM C 33 that have been shown to produce concrete of adequate strength and durability by special tests or actual service may be used when acceptable to City Representative .

1. Water: Potable.

1. Admixtures: Comply with requirements specified in Section “Cast-In-Place Concrete.”
   1. Integral Colored Concrete: Use admixtures only as approved by the color pigment manufacturer. Do not use admixtures that will alter the color of integral colored concrete.
   2. Do not use admixtures containing calcium chloride or chloride ions.

1. Aggregate for Integral Colored Concrete: ASTM C 33, Class 4M, non-reactive, and as follows: Provide aggregates from a single source.
   1. Maximum Aggregate Size and Type: 3/8-inch (range from 1/4-inch to 3/8-inch), pea gravel.
   2. Do not use fine or coarse aggregates that contain substances that cause spalling.
   3. Percentage of Fine Aggregate to Pea Gravel: 60 percent fines to 40 percent course aggregate.
   4. Local aggregates not complying with ASTM C 33 that have been shown to produce concrete of adequate strength and durability by special tests or actual service may be used when acceptable to City Representative .

2.4                         CURING MATERIALS

1. Absorptive Cover: Burlap cloth made from jute or kenaf, weighing approximately 9 oz. per sq. yd., complying with AASHTO M 182, Class 2.

1. Moisture-Retaining Cover: One of the following, complying with ASTM C 171.
   1. Waterproof paper.
   2. Polyethylene film.
      1. White burlap-polyethylene sheet.

1. Liquid Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B. Moisture loss not more than 0.55 kg./sq. meter in 72 hours when applied at a rate of 200 sq. ft./gal.
   1. Provide material that has a maximum volatile organic compound (VOC) rating of 350 g/L.
   2. Products: Subject to compliance with requirements, provide one of the following:
      1. L & M Cure R, L & M Construction Chemicals, Inc.
      2. 1100-Clear, W.R. Meadows, Inc.
      3. Do not use sodium silicate type curing agents.
      4. For integral colored concrete plaza and stair pavement, provide curing compound meeting the specified requirements and approved by the manufacturer of the integral color pigments for use on integral colored concrete paving. Coordinate with manufacturer of integral colored concrete pigments and determine compatibility of the curing compound with integral color pigment. Curing compound manufactured by the pigment manufacturer that also meets the requirements of this Section is acceptable.
         1. Do not use curing compound that will alter the color of integral colored concrete.

1. Evaporation Control: Monomolecular film-forming compound applied to exposed concrete slab surfaces for temporary protection from rapid moisture loss.
   1. Products: Subject to compliance with requirements, provide one of the following:
      1. Eucobar; Euclid Chemical Co.
      2. E-Con; L&M Construction Chemicals, Inc.
      3. Confilm; Master Builders, Inc.

2.5                         RELATED MATERIALS

1. Bonding Agent: Acrylic or styrene butadiene, complying with ASTM C 1059, Type 2.

1. Epoxy Adhesive: ASTM C 881, two-component material suitable for dry or damp surfaces. Provide material type, grade, and class to suit requirements.

1. Products: Subject to compliance with requirements, provide one of the following:
   1. Bonding Agent:
      1. SBR Latex; Euclid Chemical Co.
      2. Daraweld C; W.R. Grace & Co.
      3. Everbond; L&M Construction Chemicals, Inc.
      4. Acryl-Set; Master Builders Inc.
      5. Epoxy Adhesive:
         1. Burke Epoxy M.V., The Burke Co.
         2. Concresive Standard Liquid; Master Builders, Inc.
         3. Rezi-Weld 1000; W.R. Meadows, Inc.
         4. Color Pigments:
            1. Davis Colors, Davis Colors Co.
            2. Chromix Admixtures, L. M. Scofield Co.

1. Concrete Sealer: Water-based, deep penetrating, non-staining, non-darkening silane micro emulsion.
   1. Positive chloride-ion screening, prevents water intrusion, minimizes rebar corrosion and potential concrete spalling, and protects against damaging effects of alkalis and other contaminants.
   2. Provide material that has a maximum volatile organic compound (VOC) rating of 350 g/L.
   3. Available Products: Subject to compliance with requirements, products that may be incorporated in the Work include, but are not limited to, the following::
      1. Pentane WB, L & M Construction Chemicals, Inc. This product is intended to establish the characteristics and level of quality intended for this Project.
      2. For integral colored concrete plaza and stair pavement, provide sealer meeting the specified requirements and approved by the manufacturer of the integral color pigments for use on integral colored concrete paving. Coordinate with manufacturer of integral colored concrete pigments and determine compatibility of the sealer with integral color pigment. Sealer manufactured by the pigment manufacturer that also meets the requirements of this Section is acceptable.
         1. Do not use sealer that will alter the color of integral colored concrete.

1. Color Pigments: ASTM C 979. For integral colored concrete use coloring pigments that are finely ground non-fading mineral oxides of synthetic or natural varieties and do not contain fillers, adulterants, or admixtures that will affect the characteristics or performance of the concrete mix design.
   1. Color: Match City Representative ‘s sample.

2.6                         CONCRETE MIX

1. Prepare design mixes for each type and strength of normal-weight concrete by either laboratory trial batch or field experience methods as specified in ACI 301. For the trial batch method, use a qualified independent testing agency for preparing and reporting proposed mix designs.
   1. Do not use the Owner’s field quality-control testing agency as the independent testing agency.
   2. Prepare mixes for integral colored concrete in accordance with color pigment manufacturer’s instructions.
      1. Maximum Pigment Dosage Rate: 10 percent of the weight of cement.
      2. Use the same aggregate, brand and type of cement for all integral colored concrete.

1. Proportion mixes according to ACI 211.1 and ACI 301 to provide normal-weight concrete with the following properties:
   1. Compressive Strength (28-Day): 3000 psi. minimum, Roadways and Walks.
   2. Compressive Strength (28-Day): 2500 psi. minimum, Curb, gutter and mow strip.
      1. Minimum cement content: shall be minimum 5-1/4 sacks per cubic yard.
      2. Maximum concrete slump: shall be 3 inches, plus or minus 1/2 inch, for all walks; and 4 inches, plus or minus 1 inch for all other Portland cement concrete paving, except for integral colored concrete paving maintain a slump of 3 inches.
      3. Water/Cement Ratio: shall be less than or equal to 0.5.

1. Adjustment to Concrete Mixes: Mix design adjustments may be requested by Contractor when characteristics of materials, project conditions, weather, test results, or other circumstances warrant.

1. Admixtures: Comply with requirements specified in Section “Cast-In-Place Concrete”.

2.7                         CONCRETE MIXING

1. Ready-Mixed Concrete: Comply with requirements and with ASTM C 94.
   1. When air temperature is between 85 deg F (30 deg C) and 90 deg F (32 deg C), reduce mixing and delivery time from 1-1/2 hours to 75 minutes; when air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60 minutes.

2.8                         HERBICIDE TREATMENT

1. Commercial chemical for weed control, registered by Environmental Protection Agency. Provide granular, liquid, or wettable powder form.
   1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated in the work include, but are not limited to, the following:
      1. Ciba-Geigy Corp.
      2. Dow Chemical U.S.A.
      3. E.I. Du Pont de Nemours & Co., Inc.
      4. FMC Corp.
      5. Thompson-Hayward Chemical Co.
      6. U.S. Borax and Chemical Corp.

2.9                         SOURCE QUALITY CONTROL

1. Color Control for Integral Colored Concrete: Arrange for the services of a qualified technical representative of the color pigment manufacturer, equipped with wet-batch color control test devices, at the ready-mix plant to ensure concrete of uniform color and matching City Representative ‘s sample for the mock-up and after mock-up is approved, matching mock-up with final concrete.

PART 3 – EXECUTION

3.1                         SURFACE PREPARATION

1. Proof-roll subgrade or base surface prepared by others to check for unstable areas and verify need for additional compaction. Do not begin paving work until such conditions have been corrected and are ready to receive paving.

1. Remove loose material from compacted subbase surface immediately before placing concrete.

1. Herbicide Treatment: Apply chemical weed control agent in strict compliance with manufacturer’s recommended dosages and application instructions. Apply to compacted, dry subbase prior to application of prime coat.

3.2                         EDGE FORMS AND SCREED CONSTRUCTION

1. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides for paving to required lines, grades, and elevations. Install forms to allow continuous progress of work and so that forms can remain in place at least 24 hours after concrete placement.

1. Check completed formwork and screeds for grade and alignment to following tolerances:
   1. Top of Forms: Not more than 1/8 inch in 10 feet.
   2. Vertical Face on Longitudinal Axis: Not more than 1/4 inch in 10 feet.

1. Clean forms after each use and coat with form release agent as required to ensure separation from concrete without damage.

3.3                         PLACING REINFORCEMENT

1. General: Comply with Concrete Reinforcing Steel Institute’s recommended practice for “Placing Reinforcing Bars” for placing and supporting reinforcement.

1. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond-reducing materials.

1. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement. Maintain minimum cover to reinforcement.

1. Install fabricated bar mats in lengths as long as practicable. Handle units to keep them flat and free of distortions. Straighten bends, kinks, and other irregularities or replace units as required before placement. Set mats for a minimum 2-inch overlap to adjacent mats.

3.4                         JOINTS

1. General: Construct contraction, construction, and isolation joints true to line with faces perpendicular to surface plane of concrete. Construct transverse joints at right angles to the centerline, unless indicated otherwise.
   1. When joining existing paving, place transverse joints to align with previously placed joints, unless indicated otherwise.
   2. Make joints, including sawed joints, full depth required and from edge to edge of paving.

1. Contraction Joints: Provide weakened-plane contraction joints, sectioning concrete into areas as shown on Drawings. Construct contraction joints for a depth equal to at least 1/4 of the concrete thickness, as follows:
   1. Tooled Joints: Form contraction joints in fresh concrete by grooving and finishing each edge of joint with a radiused jointer tool.
   2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 1/8-inch-wide joints into hardened concrete when cutting action will not tear, abrade, or otherwise damage surface and before development of random contraction cracks.
   3. Inserts: Form contraction joints by inserting pre-molded plastic, hardboard, or fiberboard strips into fresh concrete until top surface of strip is flush with paving surface. Radius each joint edge with a jointer tool. Carefully remove strips or caps of two-piece assemblies after concrete has hardened. Clean groove of loose debris.

1. Construction Joints: Set construction joints at side and end terminations of paving and at locations where paving operations are stopped for more than 1/2 hour, unless paving terminates at isolation joints.
   1. Continue reinforcement across construction joints unless indicated otherwise. Do not continue reinforcement through sides of strip paving unless indicated.
   2. Provide tie bars at sides of paving strips where indicated.
   3. Use bonding agent on existing concrete surfaces that will be joined with fresh concrete.

1. Expansion Joints:
   1. Isolation-Type Joints: Form isolation joints of preformed joint filler strips abutting concrete curbs, catch basins, manholes, inlets, structures, walks, other fixed objects.
   2. Locate other expansion joints at intervals of 50 feet (min.), unless indicated otherwise.
   3. Extend joint fillers full width and depth of joint, not less than 1/2 inch or more than 1 inch below finished surface where joint sealant is indicated. Place top of joint filler flush with finished concrete surface when no joint sealant is required.
   4. Furnish joint fillers in one-piece lengths for full width being placed wherever possible. Where more than one length is required, lace or clip joint filler sections together.
      1. Protect top edge of joint filler during concrete placement with a metal, plastic, or other temporary preformed cap. Remove protective cap after concrete has been placed on both sides of joint

1. Installation of joint fillers and sealants is specified in Division 7 Section “Paving Joint Sealants.”

1. Install dowel bars and support assemblies at expansion joints where indicated. Lubricate or asphalt-coat one half of dowel length to prevent concrete bonding to one side of joint.

1. Where spacing is not shown, locate contraction joints at 10-foot maximum spacing, or as indicated in SSPWC.

1. Where plastic “zip strips” are used to construct concrete joints, cut and remove, as a minimum, the top 1/4 inch of these strips after concrete has cured, and coordinate installation of joint filler, if shown on the Drawings, as specified in Section “Paving Joint Sealants”.

3.5                         CONCRETE PLACEMENT

1. Inspection: Before placing concrete, inspect and complete formwork installation, reinforcing steel, and items to be embedded or cast in. Notify other trades to permit installation of their work.

1. Do not place concrete on surfaces that are frozen.

1. Moisten subgrade or base to provide a uniform dampened condition at the time concrete is placed. Do not place concrete around manholes or other structures until they are at the required finish elevation and alignment.

1. Comply with requirements and with ACI 304R for measuring, mixing, transporting, and placing concrete.

1. Deposit and spread concrete in a continuous operation between transverse joints. Do not push or drag concrete into place or use vibrators to move concrete into place.

1. Use a bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.

1. Consolidate concrete by mechanical vibrating equipment supplemented by hand-spading, rodding, or tamping. Use equipment and procedures to consolidate concrete complying with ACI 309R.
   1. Consolidate concrete along face of forms and adjacent to transverse joints with an internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Use only square-faced shovels for hand-spreading and consolidation. Consolidate with care to prevent dislocating reinforcing, dowels, and joint devices.

1. Screed paved surfaces with a straightedge and strike off. Use bull floats or darbies to form a smooth surface plane before excess moisture or bleed water appears on the surface. Do not further disturb concrete surfaces prior to beginning finishing operations.

1. Curbs and Gutters: When automatic machine placement is used for curb and gutter placement, submit revised mix design and laboratory test results that meet or exceed requirements. Produce curbs and gutters to required cross section, lines, grades, finish, and jointing as specified for formed concrete. If results are not acceptable, remove and replace with formed concrete.

1. Cold-Weather Placement: Comply with provisions of ACI 306R and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.
   1. When air temperature has fallen to or is expected to fall below 40 deg F (4 deg C), uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 deg F (10 deg C) and not more than 80 deg F (27 deg C) at point of placement.
   2. Do not use frozen materials or materials containing ice or snow.
   3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators unless otherwise accepted in mix designs.

1. Hot-Weather Placement: Place concrete complying with ACI 305R and as specified when hot weather conditions exist.
   1. Cool ingredients before mixing to maintain concrete temperature at time of placement to below 90 deg F (32 deg C). Mixing water may be chilled or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor’s option.
   2. Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that steel temperature will not exceed the ambient air temperature immediately before embedding in concrete.
   3. Fog spray forms, reinforcing steel, and subgrade just before placing concrete. Keep subgrade moisture uniform without standing water, soft spots, or dry areas.

3.6                         CONCRETE FINISHING

1. Float Finish: Begin floating when bleed water sheen has disappeared and the concrete surface has stiffened sufficiently to permit operations. Float surface with power-driven floats, or by hand-floating if area is small or inaccessible to power units. Finish surfaces to true planes within a tolerance of 1/4 inch in 10 feet as determined by a 10-foot-long straightedge placed anywhere on the surface in any direction. Cut down high spots and fill low spots. Refloat surface immediately to a uniform granular texture.
   1. Burlap Finish: Drag a seamless strip of damp burlap across concrete, perpendicular to line of traffic, to provide a uniform gritty texture finish.
   2. Medium-to-Fine-Textured Broom Finish: Draw a soft bristle broom across concrete surface perpendicular to line of traffic to provide a uniform fine line texture finish.
   3. Medium-to-Coarse-Textured Broom Finish: Provide a coarse finish by striating surface 1/16 inch to 1/8 inch deep with a stiff-bristled broom, perpendicular to line of traffic.
      1. Do not use troweling machines within 12 inches of electrical junction and outlet boxes which are set to finish flush with concrete slabs. Float and trowel such areas by hand with wood floats and steel trowels, taking care to see that concrete is finished flush with box cover and matches adjacent surfaces.

1. Finishing formed surfaces:
   1. Curb forms shall leave a smooth face.
   2. Remove all fins.

1. Provide steel trowel finish on tops of curbs and flow lines of curbs, gutters and integral curb and gutters.

1. Final Tooling: Tool edges of paving, gutters, curbs, and joints formed in fresh concrete with a jointing tool to the following radius. Repeat tooling of edges and joints after applying surface finishes. Eliminate tool marks on concrete surfaces.
   1. Radius:  1/4 inch.
   2. Radius:  3/8 inch.

1. Finish surfaces to produce a uniform appearance throughout area involved and throughout adjacent areas with the same treatment.

1. Where concrete finishing occurs adjacent to finished metal or other surfaces, particularly where serrated or indented surfaces occur, remove all traces of cement film before allowing to harden.

1. Apply integral wood float and broom finish to the all concrete pavements and walkways, unless otherwise shown on the Drawings.
   1. After screeding and compacting, finish with a wood float using a circular motion to produce a uniform texture and finish throughout.
   2. For vehicular traffic areas, the finish shall be coarse enough to provide a non-slip surface with a minimum static friction coefficient of 0.6.
   3. For pedestrian traffic areas, finish shall be a non-slip surface with a minimum static coefficient of friction of 0.6.
      1. For ramps, the static coefficient of friction shall be a minimum of 0.8. Ramps are defined as any sloping path of travel with a slope in the direction of travel of 5.0%, or greater.
      2. Tests for coefficient of friction shall be either ASTM C-1028 (field test) or ASTM D-2047 (laboratory test).

3.7                         SPECIAL FINISHES

1. Integral Colored Concrete Finish: Apply a float finish as described in “Concrete Finishing” Article. After float finish, apply textured finishes as follows:
   1. Where indicated, apply a medium-to-coarse-textured broom finish as described for pedestrian traffic areas in the “Concrete Finishing” Article.
   2. Where indicated, apply a sandblast finish as follows:
      1. Sandblast surfaces uniformly, at the same age, using the same equipment and operators. Match approved mock-up for texture and color.
      2. Medium Sandblast Finish: Expose course aggregate with maximum reveal of 1/4-inch. Make color uniform.
      3. Cure concrete with the specified curing compound in accordance with pigment manufacturer’s curing instructions. Apply the curing compound immediately after final finishing. Do not use any other curing method unless specifically approved in writing by the pigment manufacturer and the City Representative .

3.8                         CONCRETE PROTECTION AND CURING

1. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with the recommendations of ACI 306R for cold weather protection and ACI 305R for hot weather protection during curing.

1. Evaporation Control: In hot, dry, and windy weather, protect concrete from rapid moisture loss before and during finishing operations with an evaporation-control material. Apply according to manufacturer’s instructions after screeding and bull floating, but before floating.

1. Begin curing after finishing concrete but not before free water has disappeared from concrete surface.

1. Curing Methods: Cure integral colored concrete by curing compound as approved by the manufacturer of the color pigments used in the concrete mix. Cure other concrete by moisture curing, moisture-retaining-cover curing, curing compound, or a combination of these as follows:
   1. Moisture Curing: Keep surfaces continuously moist for not less than 7 days with the following materials:
      1. Water.
      2. Continuous water-fog spray.
      3. Absorptive cover, water saturated, and kept continuously wet. Cover concrete surfaces and edges with a 12-inch lap over adjacent absorptive covers.
      4. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape.
      5. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer’s directions. Recoat areas subjected to heavy rainfall within 3 hours after initial application. Maintain continuity of coating and repair damage during curing period.

1. Spray-apply concrete sealer to all concrete pavement. Comply with sealer manufacturer’s application instructions.

1. Integral Colored Concrete: Comply with recommendations of color pigment manufacturer for curing, sealing, and protecting integral colored concrete to provide color retention and uniformity.

3.10                     FIELD QUALITY CONTROL TESTING

1. The Owner will employ a qualified testing and inspection agency to sample materials, perform tests, and submit test reports during concrete placement. Sampling and testing for quality control may include the following:
   1. Sampling Fresh Concrete: ASTM C 172, except modified for slump to comply with ASTM C 94.
      1. Slump: ASTM C 143; one test at point of placement for each compressive- strength test but no less than one test for each day’s pour of each type of concrete. Additional tests will be required when concrete consistency changes.
      2. Air Content: ASTM C 231, pressure method; one test for each compressive- strength test but no less than one test for each day’s pour of each type of air- entrained concrete.
      3. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40 deg F (4 deg C) and below and when 80 deg F (27 deg C) and above, and one test for each set of compressive-strength specimens.
      4. Compression Test Specimens: ASTM C 31; one set of four standard cylinders for each compressive-strength test, unless directed otherwise. Mold and store cylinders for laboratory-cured test specimens, except when field-cured test specimens are required.
      5. Compressive-Strength Tests: ASTM C 39; one set for each day’s pour of each concrete class exceeding 5 cu. yd. but less than 25 cu. yd., plus one set for each additional 50 cu. yd. Test one specimen at 7 days, test two specimens at 28 days, and retain one specimen in reserve for later testing if required.
      6. When frequency of testing will provide fewer than five strength tests for a given class of concrete, conduct testing from at least five randomly selected batches or from each batch if fewer than five are used.
      7. When total quantity of a given class of concrete is less than 50 cu. yd., City Representative may waive strength testing if adequate evidence of satisfactory strength is provided.
      8. When strength of field-cured cylinders is less than 85 percent of companion laboratory- cured cylinders, evaluate current operations and provide corrective procedures for protecting and curing the in-place concrete.
      9. Strength level of concrete will be considered satisfactory if averages of sets of three consecutive strength test results equal or exceed specified compressive strength and no individual strength test result falls below specified compressive strength by more than 500 psi.

1. Test results will be reported in writing to City Representative , concrete manufacturer, and Contractor within 24 hours of testing. Reports of compressive strength tests shall contain the Project identification name and number, date of concrete placement, name of concrete testing agency, concrete type and class, location of concrete batch in paving, design compressive strength at 28 days, concrete mix proportions and materials, compressive breaking strength, and type of break for both 7-day and 28-day tests.

1. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted but shall not be used as the sole basis for acceptance or rejection.

1. Additional Tests: The testing agency will make additional tests of the concrete when test results indicate slump, air entrainment, concrete strengths, or other requirements have not been met, as directed by City Representative . Testing agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed.

1. Manufacturer’s Field Service: When placing integral colored concrete, arrange for the services of a qualified technical representative of the color pigment manufacturer, equipped with wet- batch color control test devices to ensure concrete of uniform color and matching approved mock-up.

3.11                     REPAIRS AND PROTECTION

1. Remove and replace concrete paving that is broken, damaged, or defective, or does not meet the requirements of this Section. Concrete which is not true to line and plane, which is not

thoroughly troweled and properly surfaced as required, which varies in excess of 1/4-inch along a 10-foot straight edge, which is scuffed or has a rough top surface, except where required, or which does not connect properly to adjoining work, does not slope as required for drainage or is not properly cured, will be deemed defective.

1. General: Patch defective areas immediately following form removal. Remove defective concrete to a width and depth necessary for proper patching, but in no case less than 1 inch deep. Make the walls of the cut area perpendicular to the surface and do not feather out the edge. Dampen the patch area and the adjacent area 6 inches around the patch area.
2. Exposed concrete: Prepare a patching mortar of one part Portland cement, adjusted to match the color of the surrounding concrete, and 2-1/2 parts sand with the least water required to produce a workable mass. Re-work this mortar until it is the stiffest consistency that will permit placing. Brush the patch area with a bond of neat cement and water paste and apply patching mortar when the water sheen is off the bond. Strike off the mortar slightly higher than the surrounding surface, let set for 1 hour and finish flush with the surrounding surface.

1. Drill test cores where directed by City Representative when necessary to determine magnitude of cracks or defective areas. Fill drilled core holes in satisfactory pavement areas with portland cement concrete bonded to paving with epoxy adhesive.

1. Protect concrete from damage. Exclude traffic from paving for at least 14 days after placement. When construction traffic is permitted, maintain paving as clean as possible by removing surface stains and spillage of materials as they occur.

1. Maintain concrete paving free of stains, discoloration, dirt, and other foreign material. Sweep concrete paving not more than 2 days prior to date scheduled for Substantial Completion inspections.

1. Comply with pigment manufacturer’s instructions for patching integral colored concrete.

END OF SECTION

SECTION 32 14 13 UNIT PAVERS

PART 1 – GENERAL

1.01          SECTION INCLUDES

1. Pre-cast concrete pavers- Detectable Warning
   1. Mortar setting bed.

1. Related Sections:
   1. Section 32 13 13, Concrete Paving.

1.02          REFERENCES

1. ASTM C33 – Specification for Concrete Aggregates.

1. ASTM C150 – Specification for Portland Cement.

1. ASTM D1557 – Test Method for Moisture-Density Relations of Soils and Soil-Aggregate Mixtures.

1. SSPWC – Standard Specifications for Public Works Construction, Latest Edition.

1. ASTM D1751 – Specification for Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

1. TCNA -Tile Council of North America.

1.03          SUBMITTALS

1. Product data on characteristics of paver units.

1. Three sample paver units illustrating color, surface finish, patterns and texture.

1.04          QUALITY ASSURANCE

1. Paver Manufacturer: Company specializing in exterior paver manufacturing with five years experience.

1. Installer: Company specializing in installing exterior pavers with three years experience.

1. Mockups: Before installing unit pavers, build mockups for each form and pattern of unit pavers required to verify selections made under sample Submittals and to demonstrate aesthetic effects and qualities of materials and execution. Build mockups to comply with following requirements, using materials indicated for completed Work, including same base construction, special features for expansion joints, and contiguous work as indicated:
   1. Build mockups in location and of size indicated or, if not indicated, as directed by City Representative .
2. Notify City Representative    seven days in advance of dates and times when mockups will be constructed.
3. Demonstrate the proposed range of aesthetic effects and workmanship.
4. Obtain City Representative ‘s approval of mockups before starting unit paver installation.
5. Maintain mockups during construction in an undisturbed condition as a standard for judging the completed Work.
6. Demolish and remove mockups when directed.

1.05          DELIVERY, STORAGE AND HANDLING

1. Deliver pavers by methods to preclude damage during shipping, handling, unloading and storage.

1.06          ENVIRONMENTAL REQUIREMENTS

1. Do not install setting bed when surrounding air or substrate surface temperature is below 50 degrees F prior to, during and 48 hours after completion of work.

1. Do not install setting bed when surrounding air or substrate surface temperature is above 90 degrees F during or 48 hours after completion of the work.

1. Do not install setting bed when wind velocity exceeds 15 mph or relative humidity exceeds 50 percent.

1. At end of working day or during rainy weather, cover work exposed to weather with waterproof coverings, securely anchored.

1.07          WARRANTY (DETECTABLE WARNINGS TEXTURE)

1. Special Warranty: Manufacturer’s standard form in which manufacturer agrees  to repair or replace components of detectable warnings surface products that fail in materials or workmanship within specified warranty period.
   1. Failures include, but are not limited to, the following:
      1. Shape, color fastness, confirmation, sound-on-cane acoustic quality, resilience, and attachment will not degrade significantly.
      2. Degrade significantly means that product maintains at least 90 percent of its approved design characteristics, as determined by the authority having jurisdiction.
2. Warranty Period: Five years from date of Final Completion.
3. Authority: California Building Code Section 1127B.5.7, and Interpretation of Regulation (IR) 11B-3 11B-4.

PART 2 – PRODUCTS

2.01          MANUFACTURERS

1. Products of the following manufacturers form the basis for design and quality intended.
   1. Detectable Warning Pavers
      1. Wausau Tile, Wausau, WI
      2. Tile Tech Paver, Los Angeles, CA.

1. Or equal as approved in accordance with Division 01, General Requirements for Substitutions

2.02          MATERIALS

1. Pre-cast Concrete Pavers Detectable Warnings (Truncated Domes) Texture
   1. Division of the State City Representative (DSA/Access Compliance) approved products shall be used, compliance with CBC Sections 1133B.8.3 through 1133B.8.5, IRs 11B-3 and 11B-4 and the California Access Compliance Reference Manual.
      1. Type: Precast concrete pavers.
      2. Compressive Strength: 6500 psi per ASTM C140.
      3. Moisture absorption: not greater that 5 percent per ASTM C140.
      4. Nominal Size: 12 x 12 inches, thickness as indicated.
         1. Edge: Square.
         2. Load carrying capacity: 1,750 lbs.
2. Truncated Domes pavers: provide raised Detectable Warnings with diameter of

0.9 inch at base tapering to 0.45 inch at top, height of 0.2 inch, with center-to- center spacing of 1.67 inches and corner domes spaced at 0.896 inch from the corner edges of paver. Provide raised truncated domes in a square grid (in-line) pattern.

1. Truncated Dome: shall contrast visually with adjoining surfaces, light-on- dark or dark-on-light. Material used to provide contrast shall be integral  part of walking surface. Warning surface shall differ from adjoining surface in resiliency or sound to cane contact.
2. Truncated Dome Products: 12” x 12” x 2” or 24” x 24” x 2”

1)         Pavers: ADA-3 by Wausau Tile, Wausau, WI or equal.

2)         Tile Tech Pavers, Los Angeles, CA.

3)         Refer to drawings for layout and sizes.

1. Custom Colors: As selected by City Representative .

2.03          COLORS AND TEXTURES

1. Colors and Textures:    As  selected  by City Representative    from manufacturer’s full range.

2.04          MORTAR SETTING BED MATERIALS ON CONCRETE SURFACE

1. Setting Bed Materials
   1. Portland Cement: ASTM C150, Type I; low alkali, gray color, or Laticrete 226 thick mortar bed Mix with 3701 Admix. or equal.
   2. Sand: ASTM C144; sharp, coarse, clean, screened sand free from deleterious material.
   3. Lime: ASTM C207, Type S.
   4. Water: Potable and not detrimental to mortar.

1. Admixtures: Air entertainment to achieve 5-7 percent.

1. Mixes
   1. Setting Bed and Grout: Portland cement mix; one part Portland cement, 2-1/2 to 3 parts damp sand, up to 1/2 part lime by volume, or Laticrete 4237 for bond coat and Laticrete 3701 Grout Admix for grout.
   2. Thoroughly mix ingredients in quantities required for immediate use and as recommended by manufacturer for pre-packaged products.
      1. Use within two hours after mixing. Do not retemper thereafter.

1. Grout Color
   1. True Tone, by Davis Colors, Los Angeles, CA, or equal, as approved in accordance with Division 01 for Substitutions.
   2. Color Intensity: Up to 4 pounds per sack of masonry cement, color selected by City Representative .

1. Reinforcing Mesh: 2 by 2 inch size, 16/16 gauge welded, galvanized, ASTM A185.

1. Concrete substrate: per Section 32 13 13 Sitework Concrete.

2.05          ACCESSORIES

1. Expansion Joint Filler – ASTM D1751: Close cell bituminous saturated fiberboard, 1/2 inch thick; FIBER EXPANSION JOINT manufactured by American Highway Technology, Kankakee, IL, or approved equal.

1. Construction Joint Devices: Integral extruded polystyrene plastic; 1/2 inch thick, with removable top strip exposing sealant trough; JOINT CAPS.

1. Sealant: Polyurethane two-component type, self leveling, for level surface application, UREXPAN NE-200, manufactured by the Pecora Corp., Harleysville, PA, equal products by Dow-Corning, Tremco or Sonneborn. May be submitted for approval, or equal, as approved in accordance with Division 01, General Requirements for Substitutions

1. Primer: As recommended by Sealant Manufacturer.

PART 3 – EXECUTION

3.01          INSPECTION

1. Verify gradients and elevations of prepared base are correct.
   1. Verify sub-base has been compacted to minimum 90 percent, ASTM D1557, and is ready to support base, pavers and imposed loads.

1. Verify concrete substrate has been installed and is ready to receive units.

1. Beginning of installation means acceptance of substrate.

3.02          INSTALLATION

1. Mortar Setting Bed
   1. Place setting bed of nominal 1-1/4 inch thickness over prepared concrete surface (Portland cement slurry bond coat). Install mesh in center of setting bed. Install per TCNA F101-07.
   2. Set pavers on wet bed to achieve full surface contact.
   3. Place paver units in approved pattern from straight reference line.
   4. Place  half  units  or  special shaped  units  at edges and interruptions.     Maintain evenly spaced joints. Machine saw partial units.
   5. Maintain uniform joint width of 3/8 inch and where abutting vertical surfaces or protrusions.
   6. To accommodate grout, rake out joints, full depth.
   7. Fill joints with colored grout. Pack and work into voids. Neatly tool surface to concave joint.

3.03          EXPANSION JOINTS

1. Locate joint filler at maximum 20 feet centers and where slabs join vertical surfaces. Install vertically, full depth of paver and setting bed leaving plastic cap at 1/2 inch depth at top for sealant application.

3.04          CLEANING

1. Clean soiled surfaces using manufacturer’s recommended cleaning solution. Do not harm pavers, joint materials or adjacent surfaces.

1. Use non-metallic tools in cleaning operations.

1. Rinse surfaces with clean water.

1. Broom clean paving surfaces.

END OF SECTION

AVCP                                                                                                                              UNIT PAVERS

City of Moorpark                                                                                                                   32 14 13 – 5

SECTION 32 15 40

STABILIZED DECOMPOSED GRANITE (DG) PAVING

PART 1 – GENERAL

1.1                  DESCRIPTION

1. Provide for the paving of accessible trail as shown on the plans, details and specified herein. The work includes:

1. Trail preparation.
2. Stabilized decomposed granite (DG) and sub-base material.
3. Compaction and finish grading.

1.2                  QUALITY ASSURANCE

1. All labor, materials, tools, equipment, and construction methods incorporated into the contract work shall be of the highest standard for the work required under the provisions of this section.

1.3                  SUBMITTALS

1. Submit the following material certifications:

1. Product Data: Manufacturer’s literature describing stabilizing binder.
2. Sample: Decomposed granite – 1 pint sample
3. Design Data: Mix formula indicating the ratio of stabilizer binder to granite fines by weight.
4. Certification: Written certification from manufacturer that installer is properly trained to install the product. Alternately, contractor may retain the services of a manufacturer’s representative to observe the first day’s installation.

1. Test Reports

1.4                  DELIVERY, STORAGE, AND HANDLING

1. Deliver materials in their original bulk condition or unopened containers, showing weight, analysis, and name of manufacturer.

1. Store materials in a manner that prevents wetting and deterioration.

1.5                  PROJECT CONDITIONS

1. Work Notification: Notify State’s Representative at least 7 working days prior to start of trail paving operations.

Page 2

Stabilized DG Paving

1. Perform work only after all other work affecting ground surface and trail has been completed.

1. Restrict vehicle and pedestrian traffic from the areas until pavement is cured. Erect signs and barriers as required.

1. Protect all adjacent facilities, fences, or existing pavement from damage. Replace materials damaged by equipment (surface abrasion of walls or fences or cracking of existing slabs) due to construction activity.

1.6                  TESTING REQUIREMENTS

1. Contractor shall arrange for the following tests by a recognized laboratory. Contractor shall pay for such tests and furnish 2 copies of the laboratory’s test results within one working week of test completion.
   1. Compaction Tests: A minimum of 4 compaction tests per California Test Method No. 216F shall be made in areas and at a time designated by the State.

1.7                  UNACCEPTABLE WORK

1. If after installation of trail pavement, quality of workmanship or material is determined by the State to be unsatisfactory, the Contractor shall neatly cut  and remove the full thickness of such trail pavement and replace in conformance with these specifications.

PART 2 – PRODUCTS

2.1                  MATERIALS

1. Materials shall be the best of their respective kinds, suitable for the purposes intended, and conforming to the specifications and requirements indicated, except as otherwise modified.

1. Decomposed Granite: shall be produced from the crushing and screening of naturally friable granite. The blending of course sand with rock dust is not an equal product. The granite shall be screened to include stone particles of ½” minus. The particles that pass the 200 screen mesh as determined by ASTM methodology shall not exceed 18%.  The sand equivalent shall be a minimum  of 30 and the R-value shall be a minimum of 70.

1. Color: San Diego Gray

1. Acceptable Manufacturers:

1. KRC Rock
2. Southwest Boulder and Stone Inc.

Section 32 15 40 – Page 3 Stabilized DG Paving

1. Gail Materials
2. Approved Equal

1. Stabilized Decomposed Granite Specifications:

1. Stabilizing Emulsion: Chemical stabilizers shall consist of an aqueous emulsion of Stabilizing Emulsions (S.E.) and resin copolymer enzyme binders. Materials shall have low toxicity and contain no alcohol or silicates. Stabilizers shall include vinyl acetates, asphaltic resins, acrylics, binders and acrylates which  will promote structural bonding of DG and form a resilient water repelling membrane throughout the DG matrix. Stabilizer for stabilizing existing slope surfaces shall contain sufficient S.E.’s to provide satisfactory bridging of the membrane to the shale particles.

1. Acceptable Manufacturers/Products:

1. Px300 Soil Stabilizer, by G.M. Boston Company, www.gmbostoncompany.com
   1. Soiltac soil stabilizer by Soilworks, LLC., 681 North Monterey Street, Suite 1 Gilbert, Arizona 85233-3818, (800) 545-5420, www.soiltac.com
   2. Natracil Organic Binder
   3. “Soil Secure” Organic Binder
   4. Or approved equal.

AVCP                                                                                                       Section 32 15 40

City of Moorpark

Page 4

Stabilized DG Paving

1. Water: Clean and free from deleterious quantities of acids, alkalis, salts, or organic materials.

2.2                  DESIGN MIX

1. Provide services of independent testing laboratory to produce mix design, based on materials supplied. Transmit 2 copies of laboratory’s test results as soon as possible to the State’s Representative for evaluation and determination of the optimum design mix. Tests shall comprise sufficient test samples with

S.E. contents within a broad enough range to allow determination of the optimum S.E. and water content for the mix being tested. Optimum  S.E. content is that percentage of S.E. in the test specimen that will result in a 7-day compressive strength of no less than 350 psi. Contractor may select laboratory to conduct compressive strength test (California Test Method No. 312).

1. Mixture and Application Rate:
   1. Determine by manufacturers recommendations how many cubic yards of decomposed granite, per gallon of concentrate, can be successfully stabilized (see Part 1.3).
   2. To accomplish stabilization, the object is to induce the decomposed granite to form a stable matrix using the minimum amount of stabilizing emulsion sufficient to produce long lasting results.
   3. Conditions are optimum to accomplish stabilization once proper field testing has been completed and design mix quantities are determined. Installation of the material into the ground and compaction will complete the process.

PART 3 – EXECUTION

3.1                  PREPARATION

1. Examine surfaces and grades for conformance and appearance before work begins. Do not start work until conditions are accepted by the State.

3.2                  SUBGRADE

1. Area to be paved shall be excavated, graded, and shaped as required to construct trail pavement in conformance with grades, lines, thicknesses, and typical cross section shown on the plans. Recompact soft or muddy ground encountered to 90 percent minimum relative compaction as determined by California Test Method  No. 216F  or  231.  The  Marshall  Stability  Test  (ASTM D1559) is also acceptable.
   1. All surfaces shall be thoroughly free of all weeds, debris, and rocks which measure 2 1/2 inches or more in diameter.

Section 32 15 40 – Page 5 Stabilized DG Paving

1. Finish grade shall be fine graded to provide unimpeded flow of surface waters to their intended outlets or basins and all slopes shall be neatly trimmed to prevent water accumulation on paved surfaces.
2. Noticeable depressions shall be filled, and all mounds graded down so that the entire area presents uniform surface.
3. Decomposed granite to be treated shall be dry prior to application of stabilizing emulsion

3.3                  INSTALLATION

1. Application and Mixing for In-Place Solidification:
   1. Add stabilizing emulsion in the proportion recommended by manufacturer (design mix). Actual field moisture conditions will dictate  if  additional water is required to produce optimum moisture content for compaction. Installer’s on-site supervisor shall determine the required moisture content during the application process. Slightly over-optimum moisture is acceptable (and may be required in the event of an extended lead time between completed mix-in place process and final compaction) for mix-in place process.
   2. Stabilizing emulsion is to be spread and mixed into decomposed granite in a single operation using a rotary cross-shaft mixer, pugmill, or similar equipment. Mixer shall be equipped with pumping and metering devices which will uniformly apply and measure emulsion as it is being mixed into decomposed granite. Metering devices shall be able to measure gallons being applied and forward motion of mixer.
   3. Application of stabilizing emulsion shall not vary more than 10 percent from the designated application rate.
      1. Mixing operations shall continue until DG and emulsion are uniformly mixed, and DG particles are coated.
      2. Mixing operation shall be performed in such a manner as to produce a uniform mixture of stabilizing emulsion and DG. The resulting uncompacted stabilizing emulsion treated DG shall be free of streaks and pockets of the stabilizing emulsion stabilizer, i.e., no salt and pepper effect.
      3. Do not apply mix during high winds or if rain is imminent. Do not mix immediately after rainfall.

3.4                  COMPACTION

1. Material Placement and Compaction:
   1. Spread the material evenly in lifts not greater than 2” over area of work. Grade and smooth as required. Thoroughly water entire area so that the entire depth of the material is moist.
      1. At a time subsequent to the in-place mixing process as determined by installer’s supervisor, light compaction shall be accomplished by using a portable vibratory roller or hand wacker compactor.

AVCP                                                                                                       Section 32 15 40

City of Moorpark

Page 6

Stabilized DG Paving

1. Final compacting shall occur within a 48-hour period following the light compaction process. Final compaction shall be accomplished by a 36” wide heavy pull roller.
2. Relative compaction of stabilizing emulsion treated pavement shall not be less than 90 percent as determined by California Test Method No. 216F. Procedures for calculating percent relative compaction are described in Part IV of California Test Method No. 312. In place density may also be determined by use of nuclear gauge (California Test Method No. 231).

3.5                  MAINTENANCE

1. Maintain paved trail areas until completion and acceptance of the entire project by the State.

3.6                  ACCEPTANCE

1. Upon   completion   of    contract,    the   State    will   assume   responsibility   for maintaining trail work of the system.

END OF SECTION 02730

SECTION 32 17 23

PAVEMENT MARKINGS

PART 1 – GENERAL

other surface preparation materials. Indicate each material and cross-reference specific coating and application. Identify each material by manufacturer’s catalog number and general classification.

1. Manufacturer’s Information: Provide manufacturer’s technical information, including label analysis and instructions for handling, storing, and applying each coating material proposed for use.
2. Certification by the manufacturer that products supplied comply with local regulations controlling use of volatile organic compounds (VOCs).

1. Results of preconstruction field testing.

1.4                    QUALITY ASSURANCE

1. Source Limitations: Obtain each type of pavement marking material from one source and by a single manufacturer.

1. Installer Qualifications: Engage an experienced installer who has completed pavement marking similar in material, design, and extent to that indicated for this Project and with a record of successful in-service performance of at least 5 years.

1. Pre-Application Field Testing: Prepare a sample marking of each different paint formulation on asphalt substrates for the purpose of establishing quality of application, adherence of paint to the substrate, compatibility of the paint with the asphalt, and to determine whether a primer will be necessary if not otherwise required by the manufacturer.
   1. Minimum length of test stripe: 3 feet.
   2. Perform a minimum of 3 test stripes, located to provide a representative sample of entire area indicated to receive pavement marking paint.
   3. Apply test markings using methods and equipment recommended by the manufacturer of the marking paint and as specified in this Section.
   4. Arrange for a technical representative of the marking paint manufacturer to observe cured test samples and provide written recommendations for changes, if any, to materials or methods necessary to achieve optimum paint performance on specific substrates.

1.5                    DELIVERY, STORAGE, AND HANDLING

1. Deliver pavement-marking materials to Project site in original packages with seals unbroken and bearing manufacturer’s labels containing brand name and type of material, date of manufacture, and directions for storage.
   1. Store pavement-marking materials in a clean, dry, protected location and within temperature range required by manufacturer. Protect stored materials from direct sunlight.

1.6                    PROJECT CONDITIONS

1. Pavement-Marking Paint: Proceed with pavement marking only on clean, dry surfaces and at a minimum ambient or surface temperature of 50 deg F, and not exceeding 90 deg F.

PART 2 – PRODUCTS

2.1                    PAVEMENT MARKING MATERIALS

1. Pavement-Marking Paint: Lead free latex, water-base emulsion, ready-mixed, complying with FS TT-P-1952, and suitable for use on both hot-mix asphalt and Portland cement concrete paving. Provide material having a volatile organic compound (VOC) content of 250 g/L, or less.
   1. Colors:
      1. Color: White (for all parking stalls other than disabled access parking, for traffic and lane marking, and for painted text).
      2. Color: Yellow, where indicated.
      3. Color: Red (for “No Parking” areas as shown).
      4. Color: Blue (for pavement markings identifying disabled access parking and paths of travel).
      5. Gloss: Flat or eggshell with gloss at 30 percent or less when measured at a 60-degree meter.

1. Primer: Type recommended by the marking paint manufacturer.

1. Surface Cleaning Material: Cleaning agent or agents suitable for removing grease, oil, and other contaminants that will not damage asphalt or Portland cement concrete paving and are acceptable to pavement marking paint manufacturer.

PART 3 – EXECUTION

3.1                    PAVEMENT MARKING

1. Allow paving to cure for a minimum of 30 days before starting pavement marking. Comply with recommendations of the pavement marking paint manufacturer for longer cure periods.

1. Sweep and clean surface to eliminate loose material and dust. Ensure all surfaces indicated to receive pavement marking are clean and free from grease, oil, concrete sealers and curing agents, and other contaminants that might interfere with paint adhesion.
   1. Comply with manufacturer’s instructions for use of special cleaning agents.
   2. For removal of substances that would interfere with paint adhesion use methods recommended by the paint manufacturer if applicable, or methods that will completely remove the substance without damaging or discoloring the underlying pavement substrate.

1. Apply paint with mechanical equipment to produce pavement markings of dimensions indicated with uniform, straight edges. Apply at manufacturer’s recommended rates based on substrate type and cure conditions to provide a minimum wet film thickness of 15 mils and dry film thickness of 8 mils, unless otherwise recommended by the manufacturer.

1. Comply with paint manufacturer’s maximum recommended drying time before allowing traffic in order to prevent undue softening of bitumen and pick-up, displacement, or discoloration of pavement marking by vehicular traffic.
   1. Paint pavement, curbs, and other surfaces as shown on the Drawings. Painting shall be straight, uniform, exact, and sharp without blobs at the start and finish. Edges shall be even, accurate, symmetrical, and free of fuzziness.
      1. Edge Tolerance: 1/2 inch in 20 feet, maximum.

1. Apply markings for disabled access symbols in accordance with State of California Building Code, Part 2, Title 24, California Building Standards.

1. Where work consists of modifications of, or additions to existing pavement marking, match existing color and line width.

3.2                    ADJUSTING

1. Touch up pavement markings not complying with requirements of this Section by painting out the errors with permanently opaque paint of the same color as the substrate pavement.
   1. Block out and eliminate all traces of splashed, tracked, and spilled pavement marking paint from the background surfaces.
   2. Paint over deviations in marking edges exceeding allowable tolerance and apply new marking meeting specified requirements.

1. The Owner reserves the right to require sandblast removal of extensive defective pavement marking and application of new marking meeting specified requirements at no additional cost.

3.3                    PROTECTION

1. Provide traffic cones, barricades, and other devices needed to protect the pavement marking until it is sufficiently dry to withstand traffic without damage.

END OF SECTION

SECTION 33 10 00 WATER UTILITIES

PART 1 – GENERAL

1.01           SUMMARY

1. Pipe and fittings for site domestic water and fire water lines.

1. Valves.

1. Fire hydrant.

1. Fire department connection.

1.02           RELATED SECTIONS

1. Section 31 20 00 – Earthwork.

1. Section 31 23 17 – Trenching.

1.03           REFERENCES

1. American Water Works Association Standards (AWWA).

1. Standard Specifications for Public Works Construction (SSPWC), Latest Edition.

1. Ventura County Waterworks District Standard Plans.

1. Ventura County Fire Department, Fire Prevention Division Standard Plans.

1.04           SUBMITTALS

1. Submit the following:

1. Product Data: Provide data on pipe materials, pipefittings, valves, fire hydrant and accessories.

1. Manufacturer’s Certificate: Certify that products meet or exceed specified requirements.

1.05           PROJECT RECORD DOCUMENTS

1. Accurately record actual locations of piping mains, valves, connections, fire hydrant and invert elevations.

1. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.

1.06           QUALITY ASSURANCE

1. Perform work in accordance AWWA, Standard Specifications for Public Works Construction, and Los Angeles County Waterworks District Standards.

1. Valves: Manufacturer’s name and pressure rating marked on valve body.

1.07           DELIVERY AND STORAGE

1. Deliver and store valves in shipping containers with labeling in place.

PART 2 – PRODUCTS

2.01           PIPE

1. Pipe size smaller than 4-inch diameter: pipe material shall be polyvinyl chloride (PVC) schedule 40 solvent weld pipe and shall be manufactured in accordance with ASTMD- 1785, or type K Copper pipe shall be used as indicated on plans.

1. Pipe size equal or larger than 4-inch diameter: pipe material shall be AWWA C905 Class 350 with AWWA C1101 ductile iron fittings and ASTM D3139 compression gasket rings.

2.02           GATE VALVES

1. Conform to AWWA C-509.

2.03           FIRE HYDRANT

1. Ventura County Waterworks District No. 1 Standard Plans.

2.04           FIRE DEPARTMENT CONNECTION

1. Ventura County Fire Department, Fire Prevention Division Standard Plans.

2.05           ACCESSORIES

1. Concrete for Thrust Blocks: concrete for thrust block shall have a minimum 28-day compressive strength of 2,000 psi.

1. Thrust blocks shall be constructed to bear against undisturbed earth and shall not bear against adjacent pipe, fittings, or valves. Where concrete must be poured around adjacent pipe, a block out or a short pipe length shall be used such that a flexible joint exists within 12 inches of each side of thrust block, unless indicated otherwise on the plans. Concrete shall not be allowed to set in contact with pipe surfaces or to enter or come in contact with any joint.

1. Valve Appurtenances: The Contractor shall furnish and install all valve appurtenances. Provide two galvanized T-handled operating wrenches, 4 feet total length or as required to easily access valve from grade.

1. Valve box body shall be unreinforced concrete 8 ¾ inch inside diameter traffic box with cast iron ring. The valve box cover shall be cast iron.  Both valve body and cover shall  be Christy G3 or equal. The cover shall be marked “WATER.”  The cover of each valve box shall be provided with a 2-inch diameter bronze disc and the Contractor shall stamp

the valve number on the disc per the District Representative’s instructions.  The disc shall be mounted to the valve box cover or higher using stainless steel screws. The  extension piece shall be 8-inch in diameter, Class 350 P.V.C. water line conforming to the requirements of AWWA C-900.

1. Appropriate warning detector tape shall be placed over all utilities.

1. Underground detectable warning tape shall be placed over all non-metallic underground utilities.

1. 12 gauge copper continuous location wire shall be placed on all water mains.

1. All copper pipe to be encased in plastic sleeve.

PART 3 – EXECUTION

3.01           EXAMINATION

1. Verify the existing water main sizes, class of pipes, and locations as indicated.

3.02           PREPARATION

1. Remove scale and dirt, on inside and outside, before assembly.

1. Prepare pipe connections to equipment with flanges or unions.

3.03           BEDDING

1. Excavate pipe trench in accordance with Specification Section 31 23 17 for work of this section. Hand trim excavation for accurate placement of pipe to elevations indicated.

1. Place bedding material at trench bottom, level fill materials in one continuous layer not exceeding 6 inches compacted depth, compact to minimum 90 percent compaction.

1. The compaction of the backfill material along the sides and one foot above the pipe shall be done with hand tampers to protect the pipe. Jetting is not permitted to obtain required compaction.

1. Maintain optimum moisture content of bedding material to attain required compaction density.

3.04           INSTALLATION – PIPE

1. Route pipe in straight line.

1. Install pipe to allow for expansion and contraction without stressing pipe or joints.

1. Install access fittings to permit disinfection of water system.

1. Form and place concrete for thrust blocks at each elbow or change of direction of pipe main.
2. Establish elevations of buried piping to ensure cover conforming to the Standards. The minimum cover from the finish grade to the top of pipe is 36 inches for potable and fire waterline, any shallower cover to clear with the existing utility crossings shall be reviewed and approved by the District Representative.

1. Install 12 gauge copper continuous location wire on all water mains.

1. Backfill trench in accordance with Specification Section 31 23 17.

1. Maintain separation of water main from sewer piping in accordance with the State Department of Health Services, Criteria for the Separation of Water Mains and Sanitary Sewers (Section 64630, Title 22 California Administrative Code), and State Regional Water Quality Control Board.

1. All pipe laid in trench which is to be left for further extension (i.e., end of work day) shall have its open end covered to protect from possible rodent intrusion.

3.05           INSTALLATION – VALVES

1. Set valves on solid bearing.

1. Center and plumb valve box over valve. Set box cover flush with finished grade.

1. Provide concrete collar around valve box.

3.06           PRESSURE TEST OF WATER PIPING SYSTEM

1. Water piping system shall be pressure tested for 2 hours at 200 psi, with no allowable drop in water pressure.

1. All leakage tests shall be completed and approved prior to placing of permanent resurfacing.

1. Pressure test shall be witnessed by District Representative.

3.07           DISINFECTION AND BACTERIA TESTING OF WATER PIPING SYSTEM

1. Water piping system shall be disinfected and flushed per AAWA Section C651.

1. Before pipeline is connected to existing system, or placed in service, employ an approved independent testing laboratory to sample, test and certify water quality.

3.08           TEST RECORDS

1. Records  shall  be made of  each piping  system  installation  during  the test.     These records shall include:
   1. Date of test.
   2. Description and identification of piping tested.
   3. Test fluid.
   4. Test pressure.
   5. Remarks to include such items as:
      1. Leaks (type, location).
      2. Repairs made on leaks.
      3. Certification by Contractor and signed acknowledgment by Inspector of Record.

3.09           FIELD QUALITY CONTROL

1. Inspection shall be performed by Inspector of Record.

END OF SECTION

AVCP                                                                                                                    WATER UTILITIES

City of Moorpark                                                                                                                33 10 00 – 5

SECTION 33 41 00

STORM UTILITY DRAINAGE PIPING

PART 1 – GENERAL

1.1                  SUMMARY

1. This Section includes gravity-flow, non-pressure storm drainage pipe and drainage structures.

PART 2 – PRODUCTS

2.1                  MANUFACTURERS

1. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection:
   1. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified.

2.2    A       HUB-AND-SPIGOT, CAST-IRON SOIL PIPE AND FITTINGS

1. Pipe and Fittings: ASTM A 74, Service class.

1. Gaskets: ASTM C 564, rubber.

1. Calking Materials: ASTM B 29, pure lead and oakum or hemp fiber.

2.2  B       Ductile Iron Pipe

1. Pipe and Fittings: ASTM A 746.

1. Gaskets: None.

1. Calking Materials: None.

2.3            CORRUGATED HIGH DENSITY POLYETHYLENE (HDPE) HDPE PIPE AND FITTINGS

1. HDPE Drainage Pipe and Fittings, NPS 4 to NPS 10: AASHTO M252, Type S, with bell-and- spigot ends. Gasketed joints shall be water-tight per ASTM D3212.

1. HDPE Drainage Pipe and Fittings, NPS 12 to NPS 60: AASHTO M294, Type S, or ASTM F2306 with bell-and-spigot ends. Gasketed joints shall be water-tight per ASTM D3212

AVCP                                                                                           STORM UTILITY DRAINAGE PIPING

City of Moorpark                                                                                                              33 41 00 – 1

3. For Dissimilar Pipes: ASTM D 5926, PVC  or  other  material  compatible  with  pipe  materials being joined.

1. Unshielded Flexible Couplings: Elastomeric sleeve with corrosion-resistant-metal tension band and tightening mechanism on each end.
   1. Manufacturers:
      1. Dallas Specialty & Mfg. Co.
      2. Fernco Inc.
      3. Logan Clay Products Company (The).
      4. Mission Rubber Company; a division of MCP Industries, Inc.
      5. NDS Inc.
      6. Plastic Oddities, Inc.

1. Shielded Flexible Couplings: ASTM C 1460, elastomeric or rubber sleeve with full-length, corrosion-resistant outer shield and corrosion-resistant-metal tension band and tightening mechanism on each end.
   1. Manufacturers:
      1. Cascade Waterworks Mfg.
      2. Dallas Specialty & Mfg. Co.
      3. Mission Rubber Company; a division of MCP Industries, Inc.
      4. Any equivalent manufacturer.

1. Ring-Type Flexible Couplings: Elastomeric compression seal with dimensions to fit inside bell  of larger pipe and for spigot of smaller pipe to fit inside ring.
   1. Manufacturers:
      1. Fernco Inc.
      2. Logan Clay Products Company (The).
      3. Mission Rubber Company; a division of MCP Industries, Inc.
      4. Any equivalent manufacturer.

2.6                 MANHOLES

1. Standard Precast Concrete Manholes: ASTM C 478, precast, reinforced concrete, of depth indicated, with provision for sealant joints.
   1. Diameter: 48 inches minimum, unless otherwise indicated.
   2. Ballast: Increase thickness of precast concrete sections or add concrete to base section, as required to prevent flotation.
   3. Base Section: 6-inch minimum thickness for floor slab and 4-inch minimum thickness for walls and base riser section, and having separate base slab or base section with integral floor.

AVCP                                                                                           STORM UTILITY DRAINAGE PIPING

City of Moorpark                                                                                                              33 41 00 – 2

1. Riser Sections: 4-inch minimum thickness, and of length to provide depth indicated.
2. Top  Section:     Eccentric-cone type unless concentric-cone or flat-slab-top type is indicated. Top of cone of size that matches grade rings.
3. Joint Sealant: ASTM C 990 bitumen or butyl rubber.
4. Resilient Pipe Connectors: ASTM C 923, cast or fitted into manhole walls, for each pipe connection.
5. Steps: Individual FRP steps, FRP ladder, or ASTM A 615/A 615M, deformed, 1/2-inch steel reinforcing rods encased in ASTM D 4101, PP wide enough to allow worker to place both feet on 1 step and designed to prevent lateral slippage off of step. Cast or anchor steps into sidewalls at 12- to 16-inch intervals. Omit steps if total depth from floor of manhole to finished grade is less than 60 inches.
   1. Adjusting Rings: Interlocking rings with level or sloped edge in thickness and diameter matching manhole frame and cover. Include sealant recommended by ring  manufacturer.
   2. Grade Rings: Reinforced-concrete rings, 6- to 9-inch total thickness, to match diameter  of manhole frame and cover.
   3. Manhole Frames and Covers: Ferrous; 24-inch ID by 7- to 9-inch riser with 4-inch- minimum width flange and 26-inch- diameter cover. Include indented top design with lettering cast into cover, using wording “STORM DRAIN.”
      1. Material: ASTM A 536, Grade 60-40-18 ductile iron or ASTM A 48, Class 35 gray iron, unless otherwise indicated.

2.7                  CONCRETE

1. General: Cast-in-place concrete according to ACI 318/318R, ACI 350R, and the following:
   1. Cement: ASTM C 150, Type II.
   2. Fine Aggregate: ASTM C 33, sand.
   3. Coarse Aggregate: ASTM C 33, crushed gravel.
   4. Water: Potable.

1. Ballast  and  Pipe  Supports:    Portland cement design mix, 3250-psi minimum, with 0.45 maximum water-cementitious materials ratio.
   1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain.
   2. Reinforcement Bars: ASTM A 615/A 615M, Grade 60, deformed steel.

2.8                 CATCH BASINS

1. Standard Cast-in-Place Concrete Catch Basins: See detail on plan.

1. Frames and Grates: See detail on plan.

PART 3 – EXECUTION

3.1                  PIPING APPLICATIONS

1. Pipe couplings and fittings with pressure ratings at least equal to piping rating may be used in applications below, unless otherwise indicated.
   1. Use non-pressure-type flexible couplings where required to join gravity-flow, non- pressure sewer piping, unless otherwise indicated.
      1. Shielded flexible couplings for same or minor difference OD pipes.
      2. Ring-type flexible couplings for piping of different sizes where annular space between smaller piping’s OD and larger piping’s ID permits installation.

AVCP                                                                                           STORM UTILITY DRAINAGE PIPING

City of Moorpark                                                                                                              33 41 00 – 3

3.2                 PIPING INSTALLATION

1. Install piping beginning at low point, true to grades and alignment indicated with unbroken continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and couplings according to manufacturer’s written instructions for using lubricants, cements, and other installation requirements.

1. Install manholes for changes in direction if shown on plan, otherwise use fittings. Use fittings for branch connections unless direct tap into existing sewer is indicated.

1. Install proper size increasers, reducers, and couplings where different sizes or materials of pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited.

1. Install gravity-flow, non-pressure drainage piping according to the following:
   1. Install piping pitched down in direction of flow, at minimum slope of 1 percent, unless otherwise indicated.
   2. Install hub-and-spigot, cast-iron soil piping according to CISPI’s “Cast Iron Soil Pipe and Fittings Handbook.”
   3. Install PVC sewer piping according to ASTM D 2321 and ASTM F 1668.

1. Clear interior of piping and manholes of dirt and superfluous material as work progresses.

3.3                   PIPE JOINT CONSTRUCTION

1. Join gravity-flow, non-pressure drainage piping according to the following:
   1. Join hub-and-spigot, cast-iron soil piping with gasket joints according to CISPI’s “Cast Iron Soil Pipe and Fittings Handbook” for compression joints.
   2. Join hub-and-spigot, cast-iron soil piping with calked joints according to CISPI’s “Cast Iron Soil Pipe and Fittings Handbook” for lead and oakum calked joints.
   3. Join PVC sewer piping according to ASTM D 2321 and ASTM D 3034 for elastomeric- gasket joints.
   4. Join dissimilar pipe materials with non-pressure-type flexible couplings.

3.4                  MANHOLE INSTALLATION

1. General: Install manholes, complete with appurtenances and accessories indicated.

1. Install precast concrete manhole sections with sealants according to ASTM C 891.

1. Set tops of frames and covers flush with finished surface of manholes that occur in pavements. Set tops 3 inches above finished surface elsewhere, unless otherwise indicated.

3.5                   CATCH BASIN INSTALLATION

1. Set frames and grates to elevations indicated.

3.6                 CONNECTIONS

1. Connect non-pressure, gravity-flow drainage piping to building’s storm building drains specified in corresponding Plumbing section.

1. Make connections to existing piping and underground manholes.
   1. Use commercially manufactured wye fittings for piping branch connections. Remove section of existing pipe; install wye fitting into existing piping; and encase entire wye

AVCP                                                                                           STORM UTILITY DRAINAGE PIPING

City of Moorpark                                                                                                              33 41 00 – 4

fitting, plus 6-inch overlap, with not less than 6 inches of concrete with 28-day compressive strength of 3250 psi.

3.7                    FIELD QUALITY CONTROL

1. Test new piping systems, and parts of existing systems that have been altered, extended, or repaired, for leaks and defects.
   1. Do not enclose, cover, or put into service before inspection and approval.
   2. Test completed piping systems according to requirements of authorities having jurisdiction.
   3. Schedule tests and inspections by authorities having jurisdiction with at least 24 hours’ advance notice.
   4. Submit separate report for each test.
   5. Hydrostatic  Tests:     Test sewers according to requirements of authorities having jurisdiction and the following:
      1. Allowable leakage is maximum of 50 gal./inch of nominal pipe size per mile of pipe, during 24-hour period.
      2. Close openings in system and fill with water.
      3. Purge air and refill with water.
      4. Disconnect water supply.
      5. Test and inspect joints for leaks.
      6. Option: Test ductile-iron piping according to AWWA C600, “Hydrostatic Testing” Section. Use test pressure of at least 10 psig.
      7. Air  Tests:     Test storm drainage according to requirements of authorities having jurisdiction, UNI-B-6, and the following:
         1. Option: Test plastic gravity sewer piping according to ASTM F 1417.

1. Leaks and loss in test pressure constitute defects that must be repaired.

1. Replace leaking piping using new materials, and repeat testing until leakage is within allowances specified.

END OF SECTION

AVCP                                                                                           STORM UTILITY DRAINAGE PIPING

City of Moorpark                                                                                                              33 41 00 – 5

SECTION 033729

PORTLAND CEMENT PERVIOUS CONCRETE PAVEMENT

PART 1                 GENERAL

1.01        Scope of Work:

1. A.                  The Work to be completed under this contract includes the furnishing of all labor, materials and equipment necessary for construction of Portland Cement Pervious Concrete Pavement for streets, parking and pedestrian areas in conformance with the plans and specifications.
2. B.                  Work in other sections:

Formwork: see “Concrete Formwork” in Division 03 Other Paving: see other sections in Division 33

Inserts of landscape accessories into concrete pavement: see Division 32 Drains in concrete pavement: see Division 32

Subgrades and Compaction: see Division 31

1.02        References:

1. A.                 American Concrete Institute
   1. 1.                 Concrete Field Testing Technician Grade I
   2. B.                 American Society for Testing and Materials
      1. 1.                 ASTM C 29 “Test for Bulk Density (Unit Weight) and Voids in Aggregate ASTM C33 “Specification for Concrete Aggregates”
      2. 2.                 ASTM C 33 “Specification for Concrete Aggregates”
      3. 3.                 ASTM C 94 “Specification for Ready-Mixed Concrete”
      4. 4.                 ASTM C 150 “Specification for Portland Cement”
      5. 5.                 ASTM C 260 “Specification for Air-Entraining Admixtures for Concrete”
      6. 6.                 ASTM C 494 “Specification for Chemical Admixtures for Concrete”
      7. 7.                 ASTM C 595 “Specification for Blended Hydraulic Cements”
      8. 8.                 ASTM C 618 “Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete.”
      9. 9.                 ASTM C 685 “Standard Specification for Concrete Made by Volumetric Batching and Continuous Mixing”
      10. 10.              ASTM C 989 “Specification for Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars.”
      11. 11.              ASTM C 1438 “Standard Specification for Latex and Powder Modifiers for Hydraulic Cement Concrete and Mortar.”
      12. 12.              ASTM C 1602 “Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete”

1

1. 13.              ASTM C 1688 “Standard Test Method for Density and Void Content of Freshly Mixed Pervious Concrete”
2. 14.              ASTM C 1701/C1701M “Standard Test Method for Infiltration Rate of In Place Pervious Concrete”
3. 15.              ASTM C 1751 “Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)
4. 16.              ASTM C 1752 “Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction.”
5. 17.              ASTM D 994 “Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type)”
6. 18.              ASTM E 329 “Specification for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction.”
7. C.                 National Ready Mixed Concrete Association
   1. 1.                 Text Reference for Pervious Concrete Contractor Certification

1.03         Quality Assurance:

1. A.                 The Pervious Concrete Subcontractor:
   1. 1.                Shall submit:
      1. a.           Evidence of two successful pervious concrete pavement projects including: the project name and address, owner’s name, contact information and size of each project.
      2. B.                  Performance: Upon completion of the initial curing, the pervious concrete shall be tested for initial baseline infiltration in accordance with ASTM C1701. The rate shall be a minimum of 100 inches per hour.

1.04         Submittals: Before starting work, submit the following:

1. A.                 Concrete materials:
   1. 1.                 Proposed concrete mixture proportions including all material weights, volumes, density (unit weight), water / cementitious ratio, and void content. The mix design shall not specify a compressive or flexural strength.
   2. 2.                 Aggregate type, source and gradation.
   3. 3.                 Cement, fly ash, ground granulated blast-furnace slag and admixture manufacturer certifications
   4. B.                 Qualifications: Evidence of qualifications listed under Quality Assurance.
      1. C.                  Project details: Specific plans, details, schedule, construction procedures and quality control plan.
      2. D.                 Test Panel:
         1. 1.                 Construct Test panel(s) to meet requirements of contract documents. Place a minimum one 225 sq. ft panel. Provide joints and curing using materials, equipment, and personnel proposed for the project as described in Section 1.02.B. Coordinate location of test panels with Owner and Architect/Engineer.
         2. 2.                 The test panel shall be tested for acceptance in accordance with section 3.08 Quality Control.

2

1. 3.                 An approved test panel will be used as quality control for the project and may be incorporated into the project if of acceptable quality.
2. 4.                 Remove and legally dispose of all materials used for test panels not approved and all excess materials.

PART 2 MATERIALS

2.01          Materials:

1. A.                  Cement: Portland cement Type II or V conforming to ASTM C150 or Portland cement Type IP or IS conforming to ASTM C595.
2. B.                 Supplementary Cementitious Materials:
   1. 1.                 Class F Fly Ash: ASTM C618
   2. 2.                 Ground Granulated Blast-Furnace Slag: ASTM C989
   3. C.                 Chemical Admixtures:
      1. 1.                 Air entraining agents shall comply with ASTM C260.
      2. 2.                 Chemical Admixtures shall comply with ASTM C494.
      3. 3.                 Latex bonding agents shall comply with ASTM C1438.
      4. D.          Aggregates: Coarse Aggregate: ASTM C33. The maximum size and gradation shall meet the project criteria for surface appearance and void content.
      5. E.           Water: ASTM C 1602.
      6. F.           Isolation Joint Material: Shall comply with ASTM D994, D1751, or D1752.

2.02        Mixture Proportions: The composition of the proposed concrete mixtures shall be submitted to the owner’s representative for review and shall comply with the following provisions unless an alternative composition is demonstrated to comply with the project requirements. Conform with all requirements of Authorities Having Jurisdiction (AHJ) for pavements and walkways.

1. A.                 Cementitious Content: Comply with the approved mix design.
   1. 1.                Supplementary cementitious content:
      1. a.                          Fly ash: 25% maximum of the total cementitious material or in accordance with approved mix design.
      2. b.  Slag: 40% maximum of the total cementitious material or in accordance with approved mix design.
      3. B.                 Water / Cementitious RatioShall range between 0.27 lb/lb and 0.31 lb/lb. or in accordance with approved mix design.
         1. C.                  Aggregate Content: As appropriate for approved mix design.
         2. D.                  Admixtures: Use in accordance with approved mix design.
         3. E.                  Mix Water: as appropriate for approved mix design.
         4. F.                   Color: Pigments to be selected by the architect.

3

PART 3 EXECUTION

3.01        Subgrade: Verify subgrade preparation, grade, and conduct permeability and density tests for conformance to project requirements and is acceptable for installation of pervious concrete. (See PSCA ‘Section 31 Subgrade Guidelines for Pervious Concrete’ that accompanies this document.)

3.02        Recharge Basin (Detention Basin): When base material is used under pervious concrete for water recharge, it shall be composed of uniform sized aggregate conforming to ASTM C33, minimum size 6. For minimum void content, refer to civil or geotechnical contract documents.

3.03        Formwork: Form materials: any material permitted by AHJ and of sufficient strength and stability to support mechanical equipment without deformation of plan profiles following spreading, strike-off and compaction operations.

3.04        Mixing and Hauling:

1. A.                  Production: Pervious concrete shall be manufactured and delivered in accordance with applicable sections of ASTM C 94 or ASTM C 685.
2. B.                  Mixing: Pervious concrete shall be produced in central mixers, transit mixers or in volumetric mixers.
3. C.                  Delivery: Deliver pervious concrete directly from the mixer by means of conveyer as close as possible to final position.
4. D.                  Discharge: Each truckload will be visually inspected for consistency of concrete mixture. Job site water additions are permitted to obtain and maintain the required mix consistency throughout the discharge. Discharge shall be a continuous operation. Concrete shall be deposited as close to its final position as practical and such that discharged concrete is incorporated into previously placed plastic concrete.

3.05        Placing and Finishing: Shall comply with the content of the National Ready Mixed Concrete Association’s ‘Text Reference for Pervious Concrete Contractor Certification’ with the following provisions:

1. A.                      Internal vibration shall not be permitted. Use mechanical screed equipment. Do not use hand screeds except in confined and small areas. Cross roll compacted concrete to remove any screeding and compaction marks on the concrete surface.
2. B.                       Compact to the required cross-section and shall not deviate more than + 3/8 inch in 10 feet from profile grade.

3.06        Jointing

1. A.                  Joints shall be installed at locations and to depths shown on the project plans.
2. B.                  Control (contraction) joints shall be installed at regular intervals not to exceed 1.5 times the width of the placement or 20 feet, or in accordance with approved joint placement plan. The control joints shall be

4

SPECIFICATIONS FOR

ENTRY MODIFICATIONS AT ARROYO VISTA COMMUNITY PARK

PREPARED BY:

PHOENIX CIVIL ENGINEERING, INC.

SECTION 700

SPECIAL CONDITIONS

700-1        STANDARD SPECIFICATIONS

As indicated in Subsection 0-1, the Standard Specifications for Public Works Construction (SSPWC), dated 2012, along with the modifications thereto have been established as the Standard Specifications by the Engineering Division of the Public Works Department. These specifications will prevail as the basic Standard Specifications for this project except as otherwise specifically noted in the Special Provisions when reference is made to the State Standard Specifications. The State Standard Specifications is that document issued by the State of California, Department of Transportation, titled Standard Specifications, 2010, referred to herein as the State Standard Specifications, or the SSS.

When references have been made to the SSS, it is for the purpose of utilizing that specifications’ traffic and safety provisions as indicated elsewhere herein.

Where required by these Special Provisions, work shall conform to the requirements of the SSS, except that when reference is made to other sections of the City’s Standard Specifications, all references to “State” shall mean the City. The SSS measurement  and payment clauses are not included.

Appendices A through F attached hereto are considered a part of these Special Provisions.

700-2        INVESTIGATION OF SITE CONDITIONS

Bidders are urged to visit the work site to conduct their own investigations as to the existing conditions affecting the Work to be accomplished under these specifications. If the bidder chooses not to visit the site or conduct investigations, the bidder will nevertheless be charged with the knowledge of conditions which reasonable inspection and investigation would have disclosed.

700-3        AWARD OF CONTRACT

A construction contract will be awarded to the lowest responsive and responsible bidder. However, the City reserves the right to award or not to award.

700-4        START OF CONSTRUCTION

The Notice to Proceed will be issued upon awarding a construction contract and receipt of the necessary bonds and insurance certificates. The necessary bonds and insurance certificates shall be submitted to the City within 10 days of the award of contract. Prior

to issuing the Notice to Proceed, but subsequent to receiving the submittals of Subsection 701-15, a pre-construction conference will be undertaken. The date of the Notice to Proceed constitutes the start of construction, which date will be the first chargeable working date of the contract.

700-5     TIME OF COMPLETION

The Contractor shall complete the work including punch list items (if applicable) within 45 working days from the date of the written Notice to Proceed. The issuance of the Notice to Proceed constitutes the Contractor’s authority to enter upon the work site and begin operations. A no fee Encroachment Permit shall be obtained by the Contractor from the City.

700-6        FAILED TESTS

All retesting of failed materials, field compaction tests, and standby charges for such services will be accomplished at the Contractor’s expense. The cost for all retesting  and standby charges will be deducted from the progress payments to the Contractor. The Contractor shall provide at least forty-eight (48) hours notification for the need of compaction and materials testing.

SECTION 701

SPECIAL CONSTRUCTION REQUIREMENTS

701-1        PERMITS

701-1.1          City Encroachment Permit: The Contractor is required to obtain a no-fee Encroachment Permit from the City prior to commencing any construction.

701-2        MOBILIZATION

Mobilization shall consist of preparatory work and operations including, but not limited to, those necessary for the movement of personnel, equipment, materials, supplies, and incidentals to the project sites, and for all other work operations which must be performed, or costs incurred, prior to beginning work on the various contract items on the project sites.

701-3        CONSTRUCTION SCHEDULE AND TRAFFIC CONTROL PLAN

One week prior to the Pre-Construction Conference, the Contractor shall submit to the Engineer for review: 1) a project Construction Schedule in accordance with the SSPWC Subsection 6-1, “Construction Schedule and Commencement of Work,” 2) a Stormwater Pollution Control Plan (SWPCP) addressing the requirements of Section 703, of these Special Provisions, for the affected project site, and 4) hauling routes of materials.

The Contractor’s sequence and scheduling of construction shall provide for parking within the existing parking lot at the park, unless otherwise authorized in writing by the City Engineer. At no time shall construction equipment be parked in the school parking lot.

Any revisions to the originally approved Construction Schedule must be approved by the Engineer, in writing, at least three working days prior to any construction.

701-4        CONSTRUCTION SEQUENCE

The Contractor shall phase his construction operations such that the construction activities are performed around the schedule at the park community center and the high school.

701-5        NOTICE TO AREA PROPERTY OWNERS/BUSINESS OWNERS/RESIDENTS

In residential and business areas, the Contractor shall give written notice to all adjacent residents and businesses as applicable at least four work days prior to restricting driveway access or starting any work. The written Notice shall be approved by the Engineer. The Notice shall describe the impending work, and shall identify dates and

the stages of work. The Notice shall include a contact number for the Contractor’s on- site job superintendent.

Special consideration shall be given to multi-family complexes and other high density uses and businesses. Provisions shall be made for the urgent needs of property owners/business owners/residents for medical, fire, and police services.

701-6        CONSTRUCTION SURVEYING

The Contractor shall provide all necessary construction surveying to construct the improvements as shown on the plans and described in these specifications.

The locations and limits of removal and construction of the Project facilities will be staked or marked by the Engineer in the field.

701-7        COORDINATION OF WORK

The Contractor shall coordinate the work with all respective utility companies for any related relocations and/or construction work. The contractor shall also coordinate the work with the Moorpark Unified School District at (805) 378-6300, Ventura County Fire Department at (805) 578-2980, Moorpark Police Department (805) 532-2700, Arroyo Vista Park Community Center.

The Contractor shall make every effort to eliminate or minimize any impacts on park activities and school traffic.

The Contractor shall coordinate the work with the City’s Landscaping Inspector for temporary shutting off the irrigation systems by notifying at least two (2) full working days prior to the work.

701-8        REMOVAL OF MATERIALS

All materials which are to be disposed of, including but not limited to, miscellaneous concrete and excess excavated earth and base material and other extraneous materials and debris, shall be removed immediately from the construction site. No overnight storage of materials or debris will be allowed in the park turf areas, parking lot or surrounding areas. All surplus and extraneous materials and debris shall be disposed  of by the Contractor at an approved landfill or disposal site at the Contractor’s expense.

701-9        EQUIPMENT AND MATERIALS STORAGE

The Contractor shall arrange and maintain a secure storage site(s) for all equipment and materials. All equipment and unused materials shall be returned to this site(s) at  the end of each work day. The Contractor shall submit a route plan for the delivery of materials to both the job and storage sites at least three (3) working days before commencing work. Construction equipment, vehicles and materials shall not be placed or parked in front of or within shopping center and other business establishments.

701-10    WORK BEYOND PUBLIC RIGHT-OF-WAY

Subsection 2-8, “Right-of-Way”, of the SSPWC is hereby deleted, and replaced as follows:

All improvements proposed to be constructed for this project, per the Plans, are physically located within the public rights-of-way. Should the Contractor, however, require or desire temporary work areas and facilities beyond and outside of the public rights-of-way, the Contractor shall make arrangements, pay for, and assume all responsibility for acquiring, using, disposing, and restoring of temporary work areas and facilities. The Contractor shall indemnify and hold the City harmless from all claims for damages caused by such actions.

701-11    PROTECTION OF EXISTING IMPROVEMENTS

During construction of the proposed improvements, extreme care shall be exercised to protect existing public and private property improvements, such as concrete and block walls, hardscape, fences, walks, brick planters, curbs, valves, irrigation lines, landscaping, garden lights, utility meters, drainage structures, posts, signs, garden walls, etc., unless otherwise identified in these Special Provisions, or shown on the Plans for relocation/removal/ reconstruction by the Contractor. The protection of  existing improvements in place may require shoring and/or bracing depending upon the condition of the facilities. Repair and/or replacement of any facilities damaged and/or removed by the Contractor, that are to remain, shall be at the expense of the Contractor.

No markings will be allowed on existing cross-gutters, spandrels, curb/gutters, and sidewalks. All USA and other markings shall be removed by the Contractor.

701-12    DUST AND NOISE CONTROL

The Contractor shall provide the means to prevent dust, grit, excessive noise and other waste products from becoming a nuisance in and around the working areas. The Contractor shall take such steps, with the approval of the Engineer, to reduce or eliminate such nuisance. The Contractor is required to control dust during the entire contract period, including holidays and weekends.

If the Contractor fails to control dust in accordance with these contract specifications, the City reserves the right to hire another contractor or agency to perform such work on a “force account” basis. The total cost for performing this work will be deducted from  the total price of this Contract.

701-13    SURVEY MONUMENT TIES ADJUSTMENTS

The Contractor shall locate, protect and save any and all survey monuments and ties that will be, or may be damaged or destroyed by the Contractor’s operation. All existing

nails and markers within the limits of the work area shall be tied down by the City’s Contract Surveyor prior to such removals for subsequent adjustment and/or installation. Where a survey monument and/or property corner tie will be removed due to this construction, the Contractor shall save the monuments, markers, and appurtenances. The reinstallation of the actual monuments and/or property corners will be accomplished by the City’s Contract Surveyor. A forty-eight hour notification to the City is required before removal of a survey monument tie.

701-14    MAINTENANCE OF EXISTING IRRIGATION SYSTEM

The Contractor shall maintain the existing irrigation system within the project area during the entire duration of the construction. This item shall include erosion control as applicable. Coordination with the City Parks, Recreation and Community Development Department is required for irrigation identification and relocation.

701-15    SUBMITTALS

Subsection 2-5.3.3, “Submittals,” is hereby supplemented as follows:

Submittals (as applicable) shall consist of mix design of Portland cement concrete, material, asphalt concrete pavement mix design, traffic striping and crushed miscellaneous base. The City will undertake plant inspections and testing of special items such as concrete and aggregate base.

Three weeks prior to the use of any material, the Contractor shall provide written certifications, shop drawings, and mix designs of all materials to be incorporated in the work. The Contractor shall not deliver any or use such materials prior to the approval of the Engineer in writing.

701-16    PROGRESS PAYMENTS

The Contractor or its designated representative shall sign a monthly quantity payment sheet of completed work in order to expeditiously process monthly progress payments.

701-17    WATER FOR CONSTRUCTION

Water for construction purposes as required by these specifications may be obtained from the Ventura County Water Works District No. 1, (805) 378-3000. The Contractor shall make all arrangements to obtain and transport the water, and shall, at his own expense, furnish and install all necessary metering, piping and fittings. All costs associated with water for construction shall be borne by the Contractor.

701-18    MEASUREMENT AND PAYMENT

No separate payment will be made for any other work or other features as required and outlined in this Section, “Special Construction Requirements”. Full compensation for all other work and features shall be considered as included in the contract unit or lump sum

prices bid for other applicable items of work, and no additional compensation will be allowed therefore.

SECTION 702

CONSTRUCTION SIGNING AND PEDESTRIAN SAFETY

702-1        GENERAL

Traffic control, construction signing and traffic maintenance shall consist of all traffic control involved in the Contractor’s operations as required by these Specifications. Traffic control shall be in accordance with the most recent revision of the Caltrans “Manual of Traffic Controls for Construction and Maintenance Work Zones” and “Standard Plans” and the SSS Subsections 7-1.03, “Public Convenience,” 7-1.04, “Public Safety,” and Section 12, “Temporary Traffic Control.” Nothing in these Specifications shall be construed as relieving the Contractor from his/her responsibility as provided in the SSS Subsection 7-1.04. All measurement and payment clauses of the SSS are hereby deleted and modified herein.

702-2        CONSTRUCTION – TRAFFIC CONTROL DEVICES

Construction signing shall consist of furnishing, installing, maintaining and removing construction signs, barricades, and arrow boards in accordance with the most recent version of the Caltrans Manual of Traffic Controls and Standard Plans. The traffic control system shall be installed prior to starting work at each location and shall not be removed until all work has been completed. The Contractor shall post and maintain all necessary construction signs and flaggers.

The Contractor shall furnish, erect, maintain and remove when no longer necessary traffic control devices including fences and barriers, when and where it may be necessary to do so, in order to give adequate warning to the public of conditions resulting from the Contractor’s operations and to guide traffic through or around the construction area. If the Contractor’s operations interfere with existing traffic, and regulatory measures and traffic control devices are not adequate to safely control traffic, or if the nature of the work requires additional control, the Contractor shall provide experienced flaggers to perform the function of traffic control. While on duty, flaggers shall be properly attired and equipped. If in the opinion of the City Engineer, the Contractor fails to adequately control the flow of traffic, the City Police will be engaged to safely direct the vehicular traffic. Such added cost will be at the expense of the Contractor. In addition, if an intersection is blocked causing unnecessary congestion, the Contractor may be liable for a fine of $1,000 for each incident.

The Contractor shall place and maintain barricades at each end of and along an excavation, obstruction, or other restrictive condition and at distances of not more than fifty feet apart along the length thereof. In addition, flashers or other approved warning devices shall be placed at the same intervals/locations as the barricades and shall be illuminated from sunset each day until sunrise of the following day.

702-3        SPECIAL TRAFFIC ADVISORY SIGNS

Project Advisory Signs

The Contractor shall furnish, install and maintain “Temporary Road Construction” signs as shown in Appendix “D” for each street under construction. A total of two (2) such signs shall be placed at locations to be determined by the Engineer. These signs shall be in place seven (7) working days prior to the start of construction. The signs shall be maintained for the duration of the project.

702-4        TRAFFIC MAINTENANCE

The Contractor shall provide a traffic control plan (TCP) for the Project and submit it to the Engineer for approval. The TCP shall show the locations of all traffic control devices and address the movement of traffic. If prior approval of the City Engineer is received, standard traffic control drawings from the Caltrans Manual of Traffic Controls or Standard Plans may be substituted for engineered plans for typical locations and shall include written details regarding the street segment affected and the hours of operation.

The Contractor shall cooperate with the Engineer relative to handling traffic through all work areas, and shall make his/her own arrangements relative to keeping the working area clear of parked vehicles, and in maintaining clear and continuous access to adjacent properties.

The Contractor shall provide for controlled pedestrian crossings through the work area. Crossings shall provide pedestrians the means of passing over or through the work without tracking either tack coat or hot asphalt concrete, or endangering pedestrian safety.

Where non-motorized (pedestrian, equestrian, or bicycle) facilities exist, they shall be maintained in passable condition or other facilities shall be provided. Passage between facilities at intersections shall likewise be provided. In areas of high volume non- motorized traffic, such as shopping centers, the Contractor shall provide for controlled pedestrian crossings through the work or schedule work to avoid peak non-motorized volumes. Crossings shall provide for the existing non-motorized volumes. The  crossings shall provide a means of passing over or through the work without tracking construction materials such as tack coat or hot asphalt concrete.

The Contractor’s equipment, and personal vehicles of the Contractor’s employees, shall not be parked on the traveled way nor on any section where traffic is restricted at any time.

When material excavated for substructure construction is placed adjacent to the trench or excavation, it shall be placed in such manner as to economize space and minimize interference with traffic. If necessary, such material shall be confined by suitable bulkheads or other devices. If the street is not of sufficient width to hold excavated

material without using part of an adjacent walkway, a passageway at least one-half the width of such walkway shall be kept open at all times.

The Contractor shall cooperate with the Engineer in locating all traffic control devices required. If the Contractor fails to promptly provide traffic control devices as required under this Section, the City may, at its option, so provide them at the Contractor’s expense. The Contractor shall pay to the City, or the City may deduct, the cost of such work from any moneys due the Contractor from the City.

702-5        PEDESTRIAN SAFETY

Maintain safe crossings for vehicles and pedestrian traffic at all times. Convenient access to driveways, houses, and buildings along the line of the work shall be maintained and temporary approaches to crossings shall be provided and kept in good condition.

702-6        PUBLIC RELATIONS, CONSTRUCTION PHASING, AND ACCESS

This project includes work in an existing, active park and it is imperative that access to the park facilities during construction is maintained per these Specifications. The Contractor shall conduct his/her operations so as to minimize inconvenience to the public pedestrian/vehicular traffic. The Contractor shall have under construction no greater amount of work than is demonstrated that the Contractor can handle properly with due regard for the rights of the public.

702-6        ACCESS TO HIGH SCHOOL DRIVEWAY ENTRANCE

Access to the high school driveway must be considered and respected at all times. Steps to accommodate the ingress and egress to this driveway must be implemented, especially during the morning and late afternoon peak traffic periods. The required traffic control plan shall incorporate provisions or steps for the accommodation of the access needs.

702-7        RESTRICTIONS ON CLOSURE OF STREETS AND TRAFFIC LANES

The Contractor shall at all times provide a minimum of one traffic lane. Experienced flaggers, with radio communication devices, shall be provided at each end of the travel lane, to coordinate alternating traffic flow in each direction.

The full width of the traveled way shall be open for use by the public on Saturday, Sunday and any day designated by the City as a legal holiday; after 4:30 p.m. Friday, after 4:30 p.m. on the day preceding a designated legal holiday; and on any working day when construction operations are not actively in progress.

702-8        MEASUREMENT AND PAYMENT

Measurement and payment for traffic control, construction signing, and traffic control maintenance, including special traffic advisory signs, complete in place, will be made at the contract lump sum price bid as shown in the Bid Schedule.

The above price and payment shall be considered as full compensation for furnishing all labor, materials, equipment, tools, transportation and incidentals, and for doing all the work involved and necessary for traffic control, construction signing and traffic control maintenance, complete in place, including preparation of traffic control plans, notices, signs, barricades, delineators, sign relocations and maintenance, flaggers, and auxiliary police services, as specified in the SSPWC and these Special Provisions, and as directed by the Engineer.

SECTION 703

STORMWATER POLLUTION CONTROL

703-1        DESCRIPTION

The Contractor shall take all necessary steps during the project construction period to prevent or reduce discharge of pollutants from the work sites to the City storm drain system utilizing the following prevention measures:

• Maintain clean work sites through good housekeeping measures and regular clean-up and disposal of all debris, storage materials, saw-cut slurry, waste, etc.

• Eliminate discharge of sanitary water/septic waste to storm drain system by providing convenient and well maintained facilities, and regular service and disposal.

• Manage and operate construction vehicles and equipment in a manner to prevent leaks, spills, and waste.
  • Prevent and control the discharge of: Soil Sediments

Concrete and mortar waste

Chemicals from treated wood products

Paints, solvents, adhesives, and cleaning solutions Soil, trimmings, and garden chemicals

Construction water from collecting and transporting pollutants Saw-cut slurry materials

• Prevent pollution of the storm drain system during import, export, stockpiling, and spreading or grading of earthwork materials.

For more detailed information and specifications for stormwater pollution control at construction sites, refer to document entitled, “Stormwater Pollution Control Guidelines For Construction Sites,” which by reference forms a part of these Special Provisions and is available at the Public Works counter.

To assure achieving the above requirements, a Stormwater Pollution Control Plan (SWPCP) shall be submitted with the contract documents at least one week prior to the Pre-Construction Conference for the Engineer’s review. The SWPCP shall include the Contractor’s proposed provisions for diverting and controlling water around the project site, and the prevention of pollutant discharge as described herein.

703-2        MEASUREMENT AND PAYMENT

The measurement and payment for Stormwater Pollution Control will be paid for at the contract lump sum price bid as shown in the Bid Schedule.

The above contract price and payment shall be considered as full compensation for furnishing all labor, materials, equipment, tools, transportation and incidentals, and for doing all the work involved and necessary to accomplish the prevention and control of pollutant discharge to stormwater, including good housekeeping practices, containment of waste, control of construction site perimeter, vehicle and equipment management, management of concrete and mortar products, management of cementitious products, stockpiles, paint, solvents, solutions, dust control, and the preparation of the SWPCP, complete, as specified in these Special Provisions, and as required by the federal NPDES for Stormwater Pollution Control Program, and as directed by the Engineer.

SECTION 704

CLEARING AND GRUBBING

704-1        GENERAL

This section includes removal of existing trees identified on the Plans, clearing, grubbing and stripping of existing landscaping areas.

704-2        PROTECTION

Perform all removal activities in such a manner as to minimize all hazards to personnel, property, and the public. Interference with traffic, surrounding properties, and utility service interruption shall be avoided.

Prevent the spread of dust and particles by spraying water as needed. Do not use  water if it causes a safety hazard such as slippery surfaces or spread of contaminants. Vacuum the work area daily.

Contractor shall take precautions to avoid damage to existing items that shall remain in place, are to be reused, or shall be returned to the City. Any damaged items shall be repaired or replaced at no expense to the City.

Save and protect plant materials (trees, shrubbery, and plants) beyond the limits of clearing and grubbing from damage resulting from the work. No filling, excavating, trenching or stockpiling of materials will be permitted within the drip line of the protected plant materials. No equipment shall be operated within the drip line of the protected plant materials. Install high visibility orange snow fence around the area of landscaping that is to remain protected to prevent inadvertent damage during the work.

704-3          DEFINITIONS

Clearing: Remove and dispose of trees, snags, stumps, shrubs, brush, limbs and other vegetative growth. Remove all evidence of the preexisting site condition from the surface including sticks and branches greater than 1 inch in diameter. Remove of trash piles and rubbish.

Grubbing: After clearing, remove and dispose of wood or root matter, including root systems greater than 1 inch in diameter. Grubbing shall extend to a depth of 12 inches below the ground surface.

Stripping: Remove and dispose of all sod, grass and grass roots and other objectionable material remaining after clearing and grubbing activities.

704-4       CLEARING AND GRUBBING LIMITS

Clear and grub excavation and identified vegetated areas associated with the project improvement areas and as identified on the Plans.

Debris of all kinds shall become the property of the Contractor and shall be disposed of by the Contractor daily off the project area to avoid accumulation at the project site. Materials that are unable to be removed daily shall be stored in areas specified by the Engineer. Contractor shall dispose of debris in a manner that is compliant with applicable federal, state, and local regulations. Do not burn removed combustible material.

When utilities are encountered in the project area that are not shown on the project drawings, the Contractor shall protect it in place and the Engineer shall be notified immediately.

Upon completion of demolition work and removal of all debris, leave site in a condition satisfactory to the Engineer.

704-5          MEASUREMENT AND PAYMENT

Measurement and payment for clearing and grubbing, complete in place, will be made at the contract lump sum as shown in the Bid Schedule.

The above contract price and payment shall be considered as full compensation for furnishing all labor, materials, tools, equipment, transportation and incidentals, and for doing all the work involved and necessary for removal of trees, shrubbery, and miscellaneous vegetation, and disposal of all extraneous materials and debris, as shown on the Plans, as specified in the SSPWC and these Special Provisions, and as directed by the Engineer.

SECTION 705

DEMOLITION AND REMOVAL

705-1        DESCRIPTION

This item shall consist of curb removal, guard post removal and relocation, and removal of existing traffic striping and disposal of materials removed in accordance with the requirements of SSPWC 300-1.

Items to be removed shall include but is not limited to mounded soil above the height of the proposed improvements that could potentially inundate the improvements following construction, concrete rubble, and other objectionable materials within the limits of the Project area.

705-2        CONSTRUCTION METHODS

705-2.1 Disposal Sites

Contractor shall dispose of all materials at a County recognized recycling facility or at an approved site in accordance with the Standard Specifications.

705-2.2 Traffic Striping Removal

Removal of traffic striping shall conform to SSPWC section 314-2. 705-2.3 Access Road Gates

Remove the existing access road gates and posts as shown on the Plans. Install new access gate and posts. Match existing gate structure, orientation,  material, connections, etc. Color to match existing.

705-3          MEASUREMENT AND PAYMENT

Measurement and payment for demolition and removal, complete in place, will be made at the contract lump sum as shown in the Bid Schedule.

The above contract price and payment shall be considered as full compensation for furnishing all labor, materials, tools, equipment, transportation and incidentals, and for doing all the work involved and necessary for removal of the existing gate posts, concrete curb and gutter, removal and relocation of the existing tubular steel vehicle access gate and associated posts, and disposal of all extraneous materials and debris, as shown on the Plans, as specified in the SSPWC and these Special Provisions, and as directed by the Engineer.

SECTION 706

MISCELLANEOUS CONCRETE IMPROVEMENTS

706-1        GENERAL

This section covers new concrete facilities, including curbs, aprons, hardscape and other facilities shown on the Plans shall be constructed at the locations indicated on the Plans or as directed by the Engineer.

706-2        SUBMITTALS

Submit concrete mix designs in accordance with ACI 318, Chapters 4 and 5, and SSPWC Section 201, except as modified herein.

Show dimensions and thicknesses of concrete improvements. Show reinforcing wire and steel. Show materials of construction by ASTM reference and grade.

Submit a current report (within 6 months) from a testing laboratory verifying that aggregate material contains less than 1% asbestos by weight or volume and conforms to the specified gradations or characteristics. Aggregates shall be free from any substances that will react with the cement alkalies and be classified through current (within 6 months) laboratory testing as innocuous, as determined by Appendix X-1 of ASTM C33.

Submit concrete tickets to the City at the time of delivery. 706-3    MATERIALS

706-3.1           Formwork

Design forms according to ACI 347.

Class II Forms: Use plywood in good condition, metal, or smooth-planed boards free from large or loose knots with tongue and groove or ship lap joints.

Class II forms may be used for all concrete surfaces regardless of location. Coat forms with form release agent.

706-3.2           Form Release Agent

Form release agent shall effectively prevent absorption of moisture and prevent bond with the concrete. Agent shall be nonstaining and nontoxic after 30 Calendar Days.

For steel forms, release agent shall prevent discoloration of the concrete due to rust.

Arroyo Vista Community Park Entrance Modifications

706-3.3 Aggregates

Aggregates shall be natural rock, sand, or crushed natural rock and shall comply with ASTM C33, and shall contain less than 1% asbestos by weight or volume. Aggregates shall be free from any substances that will react with the cement alkalies and be demonstrated through current laboratory testing as innocuous, as determined by Appendix X-1 of ASTM C33.

706-3.4 Water and Ice

Use water and ice that is clean and free from objectionable quantities of organic matter, alkali, salts, and other impurities that might reduce the strength, durability, or otherwise adversely affect the quality of the concrete. Water shall not contain more than 500 mg/L of chlorides or more than 500 mg/L of sulfate.

706-3.5 Concrete Admixtures

Use of admixtures shall conform to the Standard Specifications for Public Works Construction Section 201-1.2.4 and shall be approved by the City.

Do not use any admixture that contains chlorides or other corrosive elements in any concrete. Admixtures shall be nontoxic after 30 Calendar Days.

706-3.6           Concrete Mix Design

Conform to ASTM C94, except as modified by these specifications. Maximum water-cement ratio for concrete = 0.45 by weight.

Use classes of concrete as follows:

Non-structural concrete shall conform to Section 201 of the Standard Specifications and shall be Class 520-C-2500.

Measure slump in accordance with ASTM C143. Slump shall be as follows: Non-structural Concrete                          4-inches maximum

Proportion and produce the concrete to have a maximum slump as shown. A tolerance of up to 1 inch above the indicated maximum shall be allowed for individual batches provided the average for all batches or the most recent 10 batches tested, whichever is fewer, does not exceed the maximum limit. Concrete of lower than usual slump may be used provided it is properly placed and consolidated.

Aggregate size shall be 3/4 inch maximum for slabs and sections 8 inches thick and less. Aggregate size shall be 1 inch maximum for slabs and sections greater than 8 inches and less than 17 inches. Aggregate size shall be 1-1/2 inches maximum for all larger slabs and sections. Aggregate size for floor grout shall be maximum 3/8 inch.

Mix design for pumped concrete shall produce a plastic and workable mix. The percentage of sand in the mix shall be based on the void content of the coarse aggregate.

706-4       CONSTRUCTION

Construction shall conform to Section 303 of the Standard Specifications and the following plans (see Appendix F).

706-4.1           Ready-Mixed Concrete Conform to ASTM C94.

706-4.2 Placing Concrete Conform to ACI 304.

706-4.3 Concrete Tests

At the City’s discretion, concrete quality testing will be performed on the concrete by City as follows:

Frequency of Sampling: Cast four concrete test cylinders from each 50 cubic yards, or fraction thereof, of each class of concrete placed in any one day. Sampling and curing of cylinders shall conform to ASTM C31.

Strength Testing: Test cylinders in accordance with ASTM C39. Test one cylinder at 7 Calendar Days for information; test two cylinders at 28 Calendar Days for acceptance; and hold one cylinder for verification. Strength acceptance will be based on  the average of the strengths of the two cylinders tested at 28 Calendar Days. If one  cylinder of a 28 Calendar Day test manifests evidence of improper sampling, molding, or testing, other than low strength, discard it and use the fourth cylinder for the test result.

Determine concrete slump by ASTM C143 with each strength test sampling and as required to establish consistency.

Determine air content of the concrete using ASTM C231 to verify the percentage of air in the concrete immediately prior to depositing in forms.

Concrete acceptance shall be based on the requirements of ACI 318.

To facilitate concrete sampling and testing, the Contractor shall:

Furnish labor to assist the City in obtaining and handling samples at the Site.

Advise the City in advance of concrete placing operations to allow for scheduling and completion of quality testing.

Provide and maintain facilities for safe storage and proper curing of concrete test specimens on the Site, as required by ASTM C31.

New curb ramps shall include truncated domes in conformance with current standards.

The new concrete facilities shall be placed as marked by the Engineer. The line and grade of the replaced facilities shall conform to the existing facilities. In most instances, this will consist of a straight line between existing facilities. The Contractor shall water test all repaired curbs and gutters, cross gutters, and other repaired drainage facilities in the presence of the City’s Inspector.

Contractor shall protect work until the concrete has cured sufficiently to prevent vandalism (graffiti inscriptions) to the finished work. Vandalized concrete shall be removed and replaced at the Contractor’s expense.

Where curb or curb and gutter is to be removed and replace adjacent to pavement which is to remain in place, the asphalt concrete shall be removed at least 24 inches away from the concrete. After concrete is placed and cured, roadway subgrade shall be compacted to 95% relative compaction and the void filled with asphalt concrete in lifts not to exceed 3 inches. A minimum of two lifts shall be used and the top lift shall be 1- 1/2 inches thick. For concrete to be removed but not replaced, the void left shall be backfilled with clean native material.

After curing has been completed and forms have been removed from the new curb and gutter or sidewalk, the void between the new concrete and the surrounding landscaped area shall be filled with clean native material and the entire area left in a clean and orderly condition.

706-5       MEASUREMENT AND PAYMENT

Measurement and payment for miscellaneous concrete improvements, complete in place, shall be paid for on a lump sum basis,.

The above contract price and payment shall be considered as full compensation for all costs associated with the work including, but not limited to, crushed aggregate base installation as called for in the Standard Plans; forming; placing and finishing concrete; and cleanup. Such payment shall be considered full compensation for furnishing and maintaining all materials, labor, equipment, and all incidentals necessary to complete the work in accordance with the Standard Specifications and these Special Provisions.

SECTION 707

ASPHALT CONCRETE PAVEMENT ASPHALT PAVEMENT SLURRY SEAL

707-1        SCOPE

This section covers the installation of asphalt concrete pavement, asphalt pavement slurry seal and crushed miscellaneous base (CMB) as shown on the Plans.

707-2        SUBMITTALS

Submit a copy of a report from a testing laboratory performed in the last 6 months verifying that the material specified in this section conforms to the specified gradations or characteristics for asphalt concrete and slurry seal (emulsion, aggregate gradation and composition, mix design components).

Submit a copy of a report from a testing laboratory performed in the last 6 months verifying the gradation and material composition of the aggregate base rock and crushed miscellaneous base material in this section conforms to the specified requirements and that the material contains less than 1% asbestos by weight or volume.

707-3    MATERIALS

707-3.1 Asphalt Concrete

Asphalt concrete shall be in accordance with Standard Specification Section 302 and SSPWC Section 203. Match existing asphalt in type, texture, finish, cross fall and  grade. The asphalt pavement base and surface courses shall be Type III D2-PG-6410 mix in accordance with SSPWC Section 203-6.4.

707-3.2 Asphalt Pavement Slurry Seal

Asphalt pavement slurry seal shall be in accordance with SSPWC Section 203-5.4. The slurry seal mix design shall be Type II-CQS-1h-EAS.

707-3.3 Tack Coat

Tack coat shall be in accordance with Section 302 of the SSPWC. 707-3.4           Crushed Miscellaneous Base

Crushed miscellaneous base shall be in accordance with Section 200-2.4.

Arroyo Vista Community Park Entrance Modifications

707-4    CONSTRUCTION

Install crushed miscellaneous base material as shown on the Plans and in accordance with SSPWC Section 301-2. Install asphalt concrete in accordance with SSPWC Section 302-5. Subgrade shall be compacted to 95% compaction after being moisture conditioned to within 2% of optimum moisture content. Asphalt pavement slurry shall be installed in accordance with SSPWC Section 302-4. Replace traffic striping in accordance with the Drawings in the area of the bike path improvements and match existing striping in the remaining areas east to Parking Lot A.

707-5    MEASUREMENT AND PAYMENT

Measurement and payment for asphalt concrete pavement and crushed miscellaneous base, complete in place, shall be paid for on a lump sum basis.

The cost of each item shall include all costs associated with the work including, but not limited to, crushed miscellaneous base installation as called for in the Standard Plans; placing and finishing asphalt concrete; and cleanup. Such payment shall be considered full compensation for furnishing and maintaining all materials, labor, equipment, and all incidentals necessary to complete the work in accordance with the Standard Specifications and these Special Provisions.

SECTION 708

EARTHWORK

708-1        SCOPE

This section includes all earthwork required for construction of the Work. Such earthwork shall include, but not be limited to, the loosening, removing, loading, transporting, depositing, grading and compacting in its final location of all materials wet and dry, as required for the purposes of completing the Work specified in the Contract Documents, which shall include, but not be limited to, the removing of unsuitable soil, and all other incidental earthwork, all in accordance with the requirements of the Contract Documents.

The elevations shown on the Plans of existing features are taken from the best available data and are intended to give reasonably accurate information. The Contractor is responsible for determining exact quantities of excavation and fill required.

708-2        SUBMITTALS

Review by the Engineer shall not relieve the Contractor of the responsibility for the adequacy of the dewatering, excavation, abandonment of ground penetrations, or

for furnishing all equipment, labor, and materials necessary for performing the various parts of that Work.

The following list of submittals shall be provided for City review:

1.           Crushed Aggregate Base for Stabilization (if applicable)

Submit two copies of a report from a testing laboratory verifying that the material specified in this section (crushed aggregate base) contains less than 1% asbestos by weight or volume, and conforms to the specified gradations or characteristics for crushed aggregate base.

708-3        MATERIALS

708-3.1 Backfill Material (Imported or Onsite) Requirements

Backfill material (imported or onsite) shall be free from organic matter, debris, or deleterious materials. The backfill material shall not contain rocks, blocky  material, or lumps over 3 inches in maximum dimension or more than 15 percent material larger than 2 inches. Rock fragments or poorly weathered material meeting the above criteria may be utilized provided those materials are not in concentrated pockets. Imported backfill material shall be non-expansive (EI<20), have less than 40 percent passing the number 200 sieve and have a sand equivalent of at least 25. Use of imported backfill material shall be subject to the Engineer’s acceptance. All necessary testing and test reports by the Contractor to verify and demonstrate suitability of materials shall be at no additional expense to City.

The maximum dry density at optimum moisture content will be determined in accordance with the latest version of ASTM D 1557. In-place field density tests  will be performed in accordance with ASTM D 1556 (sand cone), and/or ASTM D 6938 (nuclear gauge). The type, number and location of field density tests will be determined by the Owner. One sand-cone test (ASTM D 1556) will be taken for every ten nuclear tests (ASTM D 6938). If soil material is not within two (2) percentage points of optimal moisture content, the Contractor shall either add water or dry the soil material by moving the soil to aerate it sufficiently such that the optimum moisture content is achieved at no additional cost to the District.

All imported backfill material shall be sampled at the Contractor’s expense and shall be subject to acceptance by the Engineer. Where imported backfill material  is required to possess certain gradation, strength, and settlement properties, the grain size distribution of soils shall be determined using ASTM D 422, the gradation of concrete aggregate and base materials shall be determined using ASTM C 136, the sand equivalent of soils shall be determined using ASTM D 2419, the consolidation of soils shall be determined using ASTM D 2435, the

unconfined compressive strength of soils shall be determined using ASTM D 2166, and the expansion index of soils shall be determined using ASTM D 4829

708-4        CONSTRUCTION

708-4.1 Excavation

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, grades, and cross sections shown or ordered. Furnish, place, and maintain all supports that may be required for the sides of the excavations, and all pumping, ditching, or other measures for the removal or exclusion of water, including taking care of storm water, and surface water reaching the Site of the Work from any source so as to prevent damage to the Work or adjoining property.

708-4.2 Disposal of Excess And Unsuitable Excavated Material

Remove and legally dispose of all grubbed and excavated material. The City reserves the right to take samples of unsuitable/excess material.

Unsuitable material shall be defined as material containing excessive amounts of organic matter, peat, blue clay, trash or debris; or as designated by the City’s Representative; or debris produced by clearing, grubbing, and demolition of existing structures, pavement, or pipe; or soil classified by test method ASTM D2487 as groups OL, CH, MH, OH or PT; or not meeting the grading or classification specified for the Work.

708-4.3 Backfill Placement

Onsite backfill materials and imported backfill materials shall be evenly placed in uniform horizontal loose lifts not exceeding 8 inches in thickness, and compacted by mechanical means to a relative compaction value as required in these specifications and determined by ASTM Test Method D1557. Each layer of fill material shall cover the length and width of the area to be filled before the next layer of material is placed. The moisture content of the material shall be controlled and water shall be applied as necessary to achieve the specified compaction at optimum moisture content and for the prevention of dust nuisance. No fill material shall be placed on standing water in any excavation.

708-5        MEASUREMENT AND PAYMENT

Earthwork shall be measured and paid for on a lump sum basis as shown in the Bid Schedule. Payment will be made at the lump sum price bid on the basis of a percentage completed in accordance with the Plans and these Special Provisions.

Such payment shall be considered full compensation for providing all labor and equipment and performing all work related to excavation, including dust control and disposal of the material removed, backfill and compaction, testing, and all incidentals necessary to complete the work in accordance with the Standard Specifications and these Special Provisions.

SECTION 709

TRAFFIC STRIPING AND SIGNS

709-1        GENERAL

Traffic signing and pavement delineation shall consist of the restoration of the existing painted traffic striping, reflective and non-reflective raised pavement markers (including blue hydrant markers), providing traffic signs, temporary lane line delineation. The pavement shall be delineated as specified in these Special Provisions, and as directed by the Engineer.

The traffic signs, traffic paint, raised pavement markers, reflective materials, the application of new painted striping, and pavement markings, the installation of new raised pavement markers, and the removal of existing signs, striping, pavement markings and raised pavement markers shall conform to the provisions in the SSS Sections: 56, “Signs”; 84, “Traffic Stripes and Pavement Markings”; and 85, “Pavement Markers”; in addition to the Standard Plans, and these Special Provisions. The SSS Measurement and Payment clauses are hereby deleted.

709-2        REFLECTIVE AND NON-REFLECTIVE RAISED PAVEMENT MARKERS

Raised pavement markers shall be supplied and be placed in accordance with the SSS Section 85 and these Special Provisions.

Pavement markers shall be the type and color shown on the Plans, and the work shall be in conformance with the SSS Subsection 85-1. A materials certificate of compliance will be required prior to the placement of any markers. Placement of the markers shall be in conformance with the provisions of the SSS Subsection 85-1.03. Pavement markers shall be in place no sooner than fourteen (14) days after the surface course of pavement has been opened to public traffic.

709-3        PAVEMENT DELINEATION

Striping, pavement legends and symbols shall be thermoplastic, painted and raised markers as shown on the plans. Striping, pavement legends and symbols shall not be placed until spotted and the spotting is approved by a City representative.

All paint shall be approved for use in this area by the APCD. Paint shall be  applied in three (3) coats with adequate drying time between applications. The  first coat of paint shall be applied no sooner than seven (7) calendar days after final paving. The second and third coats shall be placed after the previous coat is dry, and both shall be reflectorized. All striping and markings shall be completed within 14 days of completing the paving.

Striping details, pavement legends and symbols shall conform to those in Caltrans Standard Plans, current edition. Pavement legends and symbols shall be white, unless noted otherwise.

All conflicting existing striping and pavement markers, which will not be covered by new construction, shall be removed by wet sandblasting. Painted lines and markings shall be removed by wet sandblasting. In areas adjacent to the pavement overlay where existing striping must be revised to conform to a revised striping pattern on the overlay, conflicting striping shall be removed by wet sandblasting.

709-4        TRAFFIC SIGNS

All details and dimensions for traffic signs shall conform to the Caltrans Sign Specifications, Traffic Manual, Maintenance Manual, and Standard Plans and Standard Specifications. Copies are available from the Caltrans Central Publication Distribution Unit, 6002 Folsom Boulevard, Sacramento, CA 95819. All signs shall be reflectorized high intensity sheeting on 0.080 inch thick 5052H38 aluminum. Materials shall be certified by the manufacturer as meeting all applicable specifications.

Sign posts shall be wide flange metal posts. Sign installation hardware shall be vandal resistant. Wood posts are not acceptable.

In exposed soil areas, sign posts shall be embedded 24-inches into an 8-inch diameter by 24-inch deep PCC foundation. In existing pavement areas, sign posts shall be driven 24-inches through a core-drilled hole and then grouted in place. In new pavement areas (paved medians and sidewalks), sign posts shall be driven 24-inches through a 6-inch diameter pavement sleeve and then grouted in place.

Prior to installation, the Contractor shall verify with the Engineer the precise locations of all traffic signs.

Traffic signs to be relocated shall be removed and re-set on the existing posts/sleeves or better. It shall be the Contractor’s responsibility to protect the signs and posts/sleeves during relocation for their re-use. Signs and  posts/sleeves damaged during relocation shall be replaced at the Contractor’s expense, in accordance with these Special Provisions.

709-5        TEMPORARY MARKINGS

Temporary pavement delineation shall be furnished, placed, maintained and removed in accordance with the provisions in the SSS Section 12-3.01, “General,” and these Special Provisions. Nothing herein shall be construed as to reduce the minimum standards specified in the Manual of Traffic Controls, or as relieving the

Contractor from his/her responsibility as provided in the SSS Section 7-1.04, “Public Safety.”

Lane line and/or centerline pavement delineation where pre-existing or shown to be installed in like kind shall be provided at all times for traveled ways open to public traffic. Whenever the work causes obliteration of any pavement delineation, temporary pavement delineation or permanent traffic stripes delineation of the appropriate color and detail shall be in place prior to opening the traveled way to public traffic. The delineation shall be placed in the location shown on the striping plans for permanent delineation (modified if necessary to provide a proper length transition to an adjacent Segment).

Existing pavement markers, when no longer required for traffic lane delineation as directed by the Engineer, shall be removed and disposed of in accordance with local regulations.

Surfaces on which temporary pavement delineation is to be applied shall be cleaned of all dirt and loose material and shall be dry when the pavement delineation is applied.

All work necessary to establish satisfactory lines for temporary pavement delineation shall be performed by the Contractor. Temporary  pavement delineation that is damaged from any cause during the progress of the work shall be immediately repaired or replaced by the Contractor at the Contractor’s expense.

Temporary pavement delineation for lane lines and centerlines shall consist of temporary reflective pavement markers placed and maintained at longitudinal intervals of not more than 24 feet apart. The interval for multiple left turns through intersections shall be not more than 10 feet apart. Temporary reflective pavement markers shall be the same color (yellow to separate opposing traffic or white to separate adjacent lanes in the same direction) as the lane line or centerline the temporary pavement markers replace. The temporary reflective pavement  markers shall be, at the option of the Contractor, one of the following or equal:

Temporary Overlay Marker (Types Y and W) manufactured by Davidson Plastics Company, 18726 East Valley Highway, Kent, Washington 98032, Telephone (206) 251-8140.

Safe-Hit Temporary Pavement Marker, manufactured by Safe-Hit, Corporation, 930 West Hinton Avenue, Building #11, Hayward, CA 95545.

Swareflex Pavement Marker (Models 3553, 3554, Cat Eyes Nos. 3002 and 3004), manufactured by Swarecon and distributed by Servtech Plastics Inc., 1714 South California Street, Monrovia, CA 91016, Telephone (818) 359-

9248.

Stimsonite Construction Zone Marker (Model 66), manufactured by Amerace Corporation, Signal Products Division, 7542 North Natchez Avenue, Niles, IL 60648, Telephone (312) 647-7717.

Flex-O-Lite Raised Construction Marker (RCM), manufactured by Flex-P- Lite, Lukens Company, P.O. Box 4366, St. Louis, MO 63123-0166, Telephone (800) 325-9525.

3M Scotch-Lane A200 Pavement Marking System (reflective raised pavement marker on reflective traffic line tape), manufactured by 3M Company, Traffic Control Materials Division, 223-3N 3M Center, St. Paul, MN 55144.

MV Plastic Chip Seal Marker (1280/1281 Series), manufactured by MV Plastics, Inc., 533 Collins Avenue, Orange, CA 92667, Telephone (713) 532-1522.

Temporary reflective tape (intersection multiple left turns only).

Temporary reflective pavement markers shall be applied in accordance with the manufacturer’s recommendations. Butyl adhesive pads shall be used to apply temporary reflective pavement markers to the top layer of permanent surfacing or existing surfacing.

Temporary pavement delineation shall be maintained until replaced with the planned permanent pavement striping. When no longer required, temporary pavement delineation that conflicts with permanent pavement delineation, as determined by the Engineer, shall be removed and disposed of in accordance with local regulations.

Full compensation for furnishing, placing, maintaining, and replacing (regardless of the number of times it is required) temporary pavement delineation, and for removal and disposal of the temporary reflective pavement markers shall be considered as included in the contract prices bid paid for the various items of work and no separate payment shall be made therefore.

Full compensation for removing and disposing of existing or temporary pavement markers shall be considered as included in the contract unit price bid for asphalt concrete pavement and no separate payment shall be made therefore.

709-6        THERMOPLASTIC PAVEMENT MARKING MATERIAL

Thermoplastic pavement marking materials and installation shall conform to SSS Section 84-2. Materials shall consist of extruded alkyd binder thermoplastic in conformance with State Specification PTH-02ALKYD.

709-7        MEASUREMENT AND PAYMENT

Measurement and payment for traffic signing, striping, and pavement delineation, complete in place, will be made at the lump sum basis shown in the Bid Schedule.

The above contract price and payment shall be considered as full compensation for furnishing all labor, tools, equipment, materials, transportation and incidentals, and for doing all the work involved and necessary for construction of traffic signing and pavement delineation, complete in place, as specified in the SSS and these Special Provisions, and as directed by the Engineer.

Full compensation for the installation, removal and disposal of existing and temporary pavement markers shall be considered as included in the contract lump sum price bid for other applicable items of work and no additional compensation will be allowed therefore.

Damage of any signs, posts or post sleeves as a result of the construction operations, shall be considered as included in the contract unit lump sum prices bid for other applicable items of work, and no additional compensation will be allowed therefore.

SPECIFICATIONS EXPANDED PARKING LOT AREA

PREPARED BY: PHOENIX CIVIL ENGINEERING

SECTION 700

SPECIAL CONDITIONS

(Not a Bid Item)

700-1        STANDARD SPECIFICATIONS

As indicated in Subsection 0-1, the Standard Specifications for Public Works Construction (SSPWC), dated 2015, along with the modifications thereto have been established as the Standard Specifications by the Engineering Division of the Public Works Department. These specifications will prevail as the basic Standard Specifications for this project except as otherwise specifically noted in the Special Provisions when reference is made to the State Standard Specifications. The State Standard Specifications is that document issued by the State of California, Department of Transportation, titled Standard Specifications, 2010, referred to herein as the State Standard Specifications, or the SSS.

When references have been made to the SSS, it is for the purpose of utilizing that specifications’ traffic and safety provisions as indicated elsewhere herein.

Where required by these Special Provisions, work shall conform to the requirements of the SSS, except that when reference is made to other sections of the City’s Standard Specifications, all references to “State” shall mean the City. The SSS measurement  and payment clauses are not included.

Appendices A through F attached hereto are considered a part of these Special Provisions.

700-2        INVESTIGATION OF SITE CONDITIONS

Bidders are urged to visit the work site to conduct their own investigations as to the existing conditions affecting the Work to be accomplished under these specifications. If the bidder chooses not to visit the site or conduct investigations, the bidder will nevertheless be charged with the knowledge of conditions which reasonable inspection and investigation would have disclosed.

700-3        AWARD OF CONTRACT

A construction contract will be awarded to the lowest responsive and responsible bidder. However, the City reserves the right to award or not to award.

700-4        START OF CONSTRUCTION

The Notice to Proceed will be issued upon awarding a construction contract and receipt of the necessary bonds and insurance certificates. The necessary bonds and insurance certificates shall be submitted to the City within 10 days of the award of contract. Prior

to issuing the Notice to Proceed, but subsequent to receiving the submittals of Subsection 701-3, a pre-construction conference will be undertaken. The date of the Notice to Proceed constitutes the start of construction, which date will be the first chargeable working date of the contract.

700-5     TIME OF COMPLETION

The Contractor shall complete the work including punch list items (if applicable) within 30 working days from the date of the written Notice to Proceed. The issuance of the Notice to Proceed constitutes the Contractor’s authority to enter upon the work site and begin operations. A no fee Encroachment Permit shall be obtained by the Contractor from the City.

700-6        WORKING HOURS & WORKING DAYS

Except for work at signalized intersections, and as noted elsewhere in these Special Provisions, construction working hours shall be limited to the hours between 7:00 a.m. and 3:30 p.m. Monday through Friday, unless otherwise approved by the City Engineer in writing.

Lane closures at signalized intersections and within 200 feet of a signalized intersection shall be limited to the hours between 9:00 a.m. and 3:00 p.m., except as otherwise indicated in Section 702, “Traffic Control, Construction Signing and Traffic Maintenance,” of these Special Provisions.

Any overtime for construction survey, geotechnical/testing services, and inspection by City staff, outside of the 7:00 a.m. to 3:30 p.m. hours Monday through Friday, and any work on Saturdays, Sundays and Holidays, shall be paid for by the Contractor, and such costs will be deducted from the progress payments to the Contractor. The City may, at its discretion, provide geotechnical/testing and inspection services on Saturdays at no cost to the Contractor. The Contractor shall provide at least forty-eight hour notification for all overtime work requests.

The following days are recognized as holidays by the City:

1. January 1st (New Year’s Day)
2. 3rd Monday in January (Martin Luther King, Jr. Day)
3. 3rd Monday in February (President’s Day)
4. Last Friday in March (Cesar Chavez Day)
5. Last Monday in May (Memorial Day)
6. July 4th (Independence Day)
7. 1st Monday in September (Labor Day)
8. November 11th (Veteran’s Day)
9. Last Thursday in November (Thanksgiving Day)
10. Last Friday in November (Day after Thanksgiving)
    1. December 25th (Christmas Day)

When any of the above listed holidays falls on Sunday, the holiday shall be observed on the following Monday. Whenever any holiday falls on a Saturday, the holiday shall be observed on the preceding Friday.

700-7        FAILED TESTS

All retesting of failed materials, field compaction tests, and standby charges for such services will be accomplished at the Contractor’s expense. The cost for all retesting  and standby charges will be deducted from the progress payments to the Contractor. The Contractor shall provide at least forty-eight (48) hours notification for the need of compaction and materials testing.

700-10 MEASUREMENT AND PAYMENT

No separate payment will be made for work performed or for compliance with the requirements out lined in this Section, “Special Conditions.”

Full compensation for such work and features shall be considered as included in the contract unit or lump sum prices bid for other applicable items of work, and no additional compensation will be allowed therefore.

SECTION 701

SPECIAL CONSTRUCTION REQUIREMENTS

(Not a Bid Item) 701-1            PERMITS

701-1.1          City Encroachment Permit: The Contractor is required to obtain a no-fee Encroachment Permit from the City prior to commencing any construction.

701-2        MOBILIZATION

Mobilization shall consist of preparatory work and operations including, but not limited to, those necessary for the movement of personnel, equipment, materials, supplies, and incidentals to the project sites, and for all other work operations which must be performed, or costs incurred, prior to beginning work on the various contract items on the project sites.

701-3        CONSTRUCTION SCHEDULE AND TRAFFIC CONTROL PLAN

One week prior to the Pre-Construction Conference, the Contractor shall submit to the Engineer for review: 1) a project Construction Schedule in accordance with the SSPWC Subsection 6-1, “Construction Schedule and Commencement of Work,” 2) Traffic Control Plan addressing the requirements of Section 702, “Traffic Control, Construction Signing and Traffic Maintenance,” 3) a Stormwater Pollution Control Plan (SWPCP) addressing the requirements of Section 703, of these Special Provisions, for the affected project sites, and 4) hauling routes of asphalt concrete pavement materials.

The Contractor’s sequence and scheduling of construction shall provide for on-street parking within one hundred and fifty feet of any residence or business, unless otherwise authorized in writing by the City Engineer.

Any revisions to the originally approved Construction Schedule must be approved by the Engineer, in writing, at least three working days prior to any construction.

701-4        CONSTRUCTION SEQUENCE

The Contractor shall phase his construction operations such that the cold milling operation is a maximum of three working days ahead of the rubberized asphalt concrete overlay. All operations shall proceed in the direction of travel.

The contractor shall submit his construction schedule to reflect the phasing based on a maximum of 1,400 tons of asphalt concrete placed and compacted per working day. The schedule must be approved by the Engineer in writing prior to the commencement of cold milling operations.

701-5        NOTICE TO AREA PROPERTY OWNERS/BUSINESS OWNERS/RESIDENTS

In residential and business areas, the Contractor shall give written notice to all adjacent residents and businesses as applicable at least four work days prior to restricting driveway access or starting any work. The written Notice shall be approved by the Engineer. The Notice shall describe the impending work, and shall identify dates and the stages of work. The Notice shall include a contact number for the Contractor’s on- site job superintendent.

Special consideration shall be given to multi-family complexes and other high density uses and businesses. Provisions shall be made for the urgent needs of property owners/business owners/residents for medical, fire, and police services.

701-6        CONSTRUCTION SURVEYING

The Contractor shall provide all necessary construction surveying to construct the improvements as shown on the plans and described in these specifications.

The locations and limits of removal and construction of miscellaneous concrete and asphalt concrete facilities will be staked or marked by the Engineer in the field.

701-7        COORDINATION OF WORK

The Contractor shall coordinate the work with all respective utility companies for any related relocations and/or construction work. The contractor shall also coordinate the work with the U.S. Post Office at (805) 275-7777, Moorpark Unified School District at (805) 378-6300, Ventura County Fire Department at (805) 578-2980, Moorpark Police

Department (805) 532-2700, GI Rubbish at (805) 522-9400 and Andersons Rubbish at

(805) 526-1919.

The Contractor shall make every effort to eliminate or minimize any impacts on U.S. Post Office, Moorpark Police Department, Ventura County Fire Department, and school traffic.

The Contractor shall coordinate the work with the City’s Landscaping Inspector for temporary shutting off the irrigation systems by notifying at least two (2) full working days prior to the work.

701-8        REMOVAL OF MATERIALS

All materials which are to be disposed of, including but not limited to, saw-cut concrete and asphalt concrete pavement, asphalt grindings, pavement fabric, miscellaneous concrete, and excess excavated earth and base material and other extraneous materials and debris, shall be removed immediately from the construction site. No overnight storage of materials or debris will be allowed in the street or surrounding areas. All surplus and extraneous materials and debris shall be disposed of by the Contractor at an approved landfill or disposal site at the Contractor’s expense.

701-9        EQUIPMENT AND MATERIALS STORAGE

The Contractor shall arrange and maintain a secure storage site(s) for all equipment and materials. All equipment and unused materials shall be returned to this site(s) at  the end of each work day. The Contractor shall submit a route plan for the delivery of materials to both the job and storage sites at least three (3) working days before commencing work. Construction equipment, vehicles and materials shall not be placed or parked in front of or within shopping center and other business establishments.

701-10    WORK BEYOND PUBLIC RIGHT-OF-WAY

Subsection 2-8, “Right-of-Way”, of the SSPWC is hereby deleted, and replaced as follows:

All improvements proposed to be constructed for this project, per the Plans, are physically located within the public street rights-of-way with the exception of any restoration of landscape planting and irrigation system improvements disturbed during construction and the matching of existing onsite improvements at driveways. Should  the Contractor, however, require or desire temporary work areas and facilities beyond and outside of the public street rights-of-way, the Contractor shall make arrangements, pay for, and assume all responsibility for acquiring, using, disposing, and restoring of temporary work areas and facilities. The Contractor shall indemnify and hold the City harmless from all claims for damages caused by such actions.

701-11    PROTECTION OF EXISTING IMPROVEMENTS

During construction of the proposed improvements, extreme care shall be exercised to protect existing public and private property improvements, such as concrete and block walls, hardscape, fences, walks, brick planters, curbs, valves, asphalt, irrigation lines, landscaping, garden lights, utility meters, drainage structures, posts, signs, garden walls, mailboxes, etc., unless otherwise identified in these Special Provisions, or shown on the Plans for relocation/removal/ reconstruction by the Contractor. The protection of existing improvements in place may require shoring and/or bracing depending upon the condition of the facilities. Repair and/or replacement of any facilities damaged and/or removed by the Contractor, that are to remain, shall be at the expense of the Contractor.

No markings will be allowed on existing cross-gutters, spandrels, curb/gutters, and sidewalks. All USA and other markings shall be removed by the Contractor.

701-12    DUST AND NOISE CONTROL

The Contractor shall provide the means to prevent dust, grit, excessive noise and other waste products from becoming a nuisance in and around the working areas. The Contractor shall take such steps, with the approval of the Engineer, to reduce or

eliminate such nuisance. The Contractor is required to control dust during the entire contract period, including holidays and weekends.

If the Contractor fails to control dust in accordance with these contract specifications, the City reserves the right to hire another contractor or agency to perform such work on a “force account” basis. The total cost for performing this work will be deducted from  the total price of this Contract.

701-13    SURVEY MONUMENT TIES ADJUSTMENTS

The Contractor shall locate, protect and save any and all survey monuments and ties that will be, or may be damaged or destroyed by the Contractor’s operation. All existing nails and markers within the limits of sidewalks, curbs, curb/gutters, curb ramps and streets shall be tied down by the City’s Contract Surveyor prior to such removals for subsequent adjustment and/or installation. Where a survey monument and/or property corner tie will be removed due to this construction, the Contractor shall save the monuments, markers, and appurtenances. The reinstallation of the actual monuments and/or property corners will be accomplished by the City’s Contract Surveyor. A forty- eight hour notification to the City is required before removal of a survey monument tie.

701-14    MAINTENANCE OF EXISTING DRAINAGE SYSTEM

The Contractor shall maintain the existing drainage system within the streets and the adjacent affected private property during the entire duration of the construction. This item shall include erosion control as applicable.

701-15    SUBMITTALS

Subsection 2-5.3.3, “Submittals,” is hereby supplemented as follows:

Submittals (as applicable) shall consist of mix design and pre-testing of asphalt concrete, aggregate base, Portland cement concrete, material certification for tack coat, traffic striping and legends as well as filter fabric, rock and drainage PVC drainage pipe. Tests will largely be performed in accordance with the City’s adopted Quality Assurance Program “QAP” (see Appendix “B”). The City will undertake plant inspections and testing of special items such as asphalt concrete and aggregate base.

Three weeks prior to the use of any material, the Contractor shall provide written certifications, shop drawings, and mix designs of all materials to be incorporated in the work. The Contractor shall not deliver any or use such materials prior to the approval of the Engineer in writing.

701-16    PROGRESS PAYMENTS

The Contractor or its designated representative shall sign a monthly quantity payment sheet of completed work in order to expeditiously process monthly progress payments.

701-17    WATER FOR CONSTRUCTION

Water for construction purposes as required by these specifications may be obtained from the Ventura County Water Works District No. 1, (805) 378-3000. The Contractor shall make all arrangements to obtain and transport the water, and shall, at his own expense, furnish and install all necessary metering, piping and fittings. All costs associated with water for construction shall be borne by the Contractor.

701-18    MEASUREMENT AND PAYMENT

No separate payment will be made for any other work or other features as required and outlined in this Section, “Special Construction Requirements”. Full compensation for all other work and features shall be considered as included in the contract unit or lump sum prices bid for other applicable items of work, and no additional compensation will be allowed therefore.

SECTION 702

TRAFFIC CONTROL, CONSTRUCTION SIGNING AND TRAFFIC MAINTENANCE

702-1        GENERAL

Traffic control, construction signing and traffic maintenance shall consist of all traffic control involved in the Contractor’s operations as required by these Specifications. Traffic control shall be in accordance with the most recent revision of the Caltrans “Manual of Traffic Controls for Construction and Maintenance Work Zones” and “Standard Plans” and the SSS Subsections 7-1.08, “Public Convenience,” 7-1.09, “Public Safety,” and Section 12, “Construction Area Traffic Control Devices.” Nothing in these Specifications shall be construed as relieving the Contractor from his/her responsibility as provided in the SSS Subsection 7-1.09. All measurement and payment clauses of the SSS are hereby deleted and modified herein.

702-2        CONSTRUCTION – TRAFFIC CONTROL DEVICES

Construction signing shall consist of furnishing, installing, maintaining and removing construction signs, barricades, and arrow boards in accordance with the most recent version of the Caltrans Manual of Traffic Controls and Standard Plans. The traffic control system shall be installed prior to starting work at each location and shall not be removed until all work has been completed. The Contractor shall post and maintain all necessary construction signs and flaggers.

The Contractor, where directed and as approved by the Engineer, shall furnish and place temporary “No Parking” signs, 12 inches x 18 inches minimum size, along the affected project area drive at a spacing not exceeding 50 feet. The signs shall be

placed two working days in advance of any work. The signs shall include the day and the time during which parking will not be permitted. These signs shall be posted on  laths only. Trees, mailboxes, utility posts, etc., shall not be used. The Contractor shall remove these signs immediately when they are no longer needed.

The Contractor shall furnish, erect, maintain and remove when no longer necessary traffic control devices including fences and barriers, when and where it may be necessary to do so, in order to give adequate warning to the public of conditions resulting from the Contractor’s operations and to guide traffic through or around the construction area. If the Contractor’s operations interfere with existing traffic, and regulatory measures and traffic control devices are not adequate to safely control traffic, or if the nature of the work requires additional control, the Contractor shall provide experienced flaggers to perform the function of traffic control. While on duty, flaggers shall be properly attired and equipped. If in the opinion of the City Engineer, the Contractor fails to adequately control the flow of traffic, the City Police will be engaged to safely direct the vehicular traffic. Such added cost will be at the expense of the Contractor. In addition, if an intersection is blocked causing unnecessary congestion, the Contractor may be liable for a fine of $1,000 for each incident.

The Contractor shall place and maintain barricades at each end of and along an excavation, obstruction, or other restrictive condition and at distances of not more than fifty feet apart along the length thereof. In addition, flashers or other approved warning devices shall be placed at the same intervals/locations as the barricades and shall be illuminated from sunset each day until sunrise of the following day.

702-3        SPECIAL TRAFFIC ADVISORY SIGNS

Project Advisory Signs

The Contractor shall furnish, install and maintain “Temporary Road Construction” signs as shown in Appendix “D” for each street under construction. A total of two (2) such signs shall be placed at locations to be determined by the Engineer. These signs shall be in place seven (7) working days prior to the start of construction. The signs shall be maintained for the duration of the project.

702-4        TRAFFIC MAINTENANCE

The Contractor shall provide a traffic control plan (TCP) for each street and submit it to the Engineer for approval. The TCP shall show the locations of all traffic  control devices, address the movement of traffic, especially in intersections, and include the flashing of traffic signals in red by City inspection staff during paving in intersection areas. If prior approval of the City Engineer is received, standard traffic control  drawings from the Caltrans Manual of Traffic Controls or Standard Plans may be substituted for engineered plans for typical locations and shall include written details regarding the street segment affected and the hours of operation.

The Contractor shall cooperate with the Engineer relative to handling traffic through all work areas, and shall make his/her own arrangements relative to keeping the working area clear of parked vehicles, and in maintaining clear and continuous access to adjacent properties.

The Contractor shall provide for controlled pedestrian crossings through the work area. Crossings shall provide pedestrians the means of passing over or through the work without tracking either tack coat or hot asphalt concrete, or endangering pedestrian safety.

The Contractor’s equipment, and personal vehicles of the Contractor’s employees, shall not be parked on the traveled way nor on any section where traffic is restricted at any time.

The Contractor shall cooperate with the Engineer in locating all traffic control devices required. If the Contractor fails to promptly provide traffic control devices as required under this Section, the City may, at its option, so provide them at the Contractor’s expense. The Contractor shall pay to the City, or the City may deduct, the cost of such work from any moneys due the Contractor from the City.

702-5        PUBLIC RELATIONS, CONSTRUCTION PHASING, AND ACCESS

This project includes work in residential areas and it is imperative that access to each driveway during construction is maintained per these Specifications. The Contractor shall conduct his/her operations so as to minimize inconvenience to the public vehicular traffic. The Contractor shall have under construction no greater amount of work than is demonstrated that the Contractor can handle properly with due regard for the rights of the public.

Project construction shall be phased to facilitate safe and efficient traffic flow, and to maintain public relations and minimize the inconvenience to the public. In an effort to meet this objective, the construction operations throughout the length of each street segment on each schedule shall be performed to accommodate one lane (12 feet wide) with an experienced flagger on each end to control the flow of traffic to the satisfaction of the Engineer.

702-6        ACCESS TO PARK FACILITIES

Access to the park facilities not part of the work limit area must be considered and respected at all times. The park is heavily utilized on the weekends and after school. Excavations shall be securely fenced or plated to prevent access. Excavations shall not remain open for an extended period of time.

702-7        RESTRICTIONS ON CLOSURE OF STREETS AND TRAFFIC LANES

The Contractor shall at all times provide a minimum of one traffic lane. Experienced flaggers, with radio communication devices, shall be provided at each end of the travel lane, to coordinate alternating traffic flow in each direction.

The full width of the traveled way shall be open for use by the public on Saturday, Sunday and any day designated by the City as a legal holiday; after 4:30 p.m. Friday, after 4:30 p.m. on the day preceding a designated legal holiday; and on any working day when construction operations are not actively in progress.

When a section of pavement has been completed, it shall, when ordered by the Engineer, be opened for use by traffic.

702-8        MEASUREMENT AND PAYMENT

Measurement and payment for traffic control, construction signing, and traffic control maintenance, including special traffic advisory signs, complete in place, will be made at the contract lump sum price bid as shown in the Bid Schedule.

The above price and payment shall be considered as full compensation for furnishing all labor, materials, equipment, tools, transportation and incidentals, and for doing all the work involved and necessary for traffic control, construction signing and traffic control maintenance, complete in place, including preparation of traffic control plans, notices, signs, barricades, delineators, sign relocations and maintenance, flaggers, and auxiliary police services, as specified in the SSPWC and these Special Provisions, and as directed by the Engineer.

SECTION 703

STORMWATER POLLUTION CONTROL

703-1        DESCRIPTION

The Contractor shall take all necessary steps during the project construction period to prevent or reduce discharge of pollutants from the work sites to the City storm drain system utilizing the following prevention measures:

• Maintain clean work sites through good housekeeping measures and regular clean-up and disposal of all debris, storage materials, saw-cut slurry, waste, etc.

• Eliminate discharge of sanitary water/septic waste to storm drain system by providing convenient and well maintained facilities, and regular service and disposal.

• Manage and operate construction vehicles and equipment in a manner to prevent leaks, spills, and waste.
  • Prevent and control the discharge of: Soil Sediments

Concrete and mortar waste

Chemicals from treated wood products

Paints, solvents, adhesives, and cleaning solutions Soil, trimmings, and garden chemicals

Construction water from collecting and transporting pollutants Saw-cut slurry materials

• Prevent pollution of the storm drain system during import, export, stockpiling, and spreading or grading of earthwork materials.

For more detailed information and specifications for stormwater pollution control at construction sites, refer to document entitled, “Stormwater Pollution Control Guidelines For Construction Sites,” which by reference forms a part of these Special Provisions and is available at the Public Works counter.

To assure achieving the above requirements, a Stormwater Pollution Control Plan (SWPCP) shall be submitted with the contract documents at least one week prior to the Pre-Construction Conference for the Engineer’s review. The SWPCP shall include the Contractor’s proposed provisions for diverting and controlling water around the project site, and the prevention of pollutant discharge as described herein.

703-2        MEASUREMENT AND PAYMENT

The measurement and payment for Stormwater Pollution Control will be paid for at the contract lump sum price bid as shown in the Bid Schedule.

The above contract price and payment shall be considered as full compensation for furnishing all labor, materials, equipment, tools, transportation and incidentals, and for doing all the work involved and necessary to accomplish the prevention and control of pollutant discharge to stormwater, including good housekeeping practices, containment of waste, control of construction site perimeter, vehicle and equipment management, management of concrete and mortar products, management of cementitious products, stockpiles, paint, solvents, solutions, dust control, and the preparation of the SWPCP, complete, as specified in these Special Provisions, and as required by the federal NPDES for Stormwater Pollution Control Program, and as directed by the Engineer.

SECTION 704

CLEARING AND GRUBBING

704-1        GENERAL

This section includes demolition and removal of existing hardscape as well as clearing, grubbing and stripping of existing landscaped areas.

704-2        PROTECTION

Perform all removal activities in such a manner as to minimize all hazards to personnel, property, and the public. Interference with traffic, surrounding properties, and utility service interruption shall be avoided.

Prevent the spread of dust and particles by spraying water as needed. Do not use  water if it causes a safety hazard such as slippery surfaces or spread of contaminants. Vacuum the work area daily.

Contractor shall take precautions to avoid damage to existing items that shall remain in place, are to be reused, or shall be returned to the City. Any damaged items shall be repaired or replaced at no expense to the City. Pothole the existing irrigation piping network that is located in the planted median, parkways and common landscaped areas. Cap the ends of irrigation laterals and mains that are in conflict with the improvements. Stake the end of the cap so the City can locate the point of connection  at a future date (not a part of this project).

Save and protect plant materials (trees, shrubbery, and plants) beyond the limits of clearing and grubbing from damage resulting from the work. No filling, excavating, trenching or stockpiling of materials will be permitted within the drip line of the protected plant materials. No equipment shall be operated within the drip line of the protected plant materials. Install high visibility orange snow fence around the area of landscaping that is to remain protected to prevent inadvertent damage during the work.

704-3          DEFINITIONS

Clearing: Remove and dispose of trees, snags, stumps, shrubs, brush, limbs and other vegetative growth. Remove all evidence of the preexisting site condition from the surface including sticks and branches greater than 1 inch in diameter. Remove of trash piles and rubbish.

Grubbing: After clearing, remove and dispose of wood or root matter, including root systems greater than 1 inch in diameter. Grubbing shall extend to a depth of 12 inches below the ground surface.

Stripping: Remove and dispose of all sod, grass and grass roots and other objectionable material remaining after clearing and grubbing activities.

704-4       SAWCUTTING EXISTING PAVEMENT/HARDSCAPE

Saw-cut to a neat line and full depth, remove, and dispose of the existing concrete curb, gutter, and asphalt concrete pavement and aggregate base interfering with the construction of the project improvements, including but not limited to asphalt concrete pavement, concrete material, reinforcing steel, and other accessories. Removals shall be full panel to nearest joint or score line, or in the case of the asphalt concrete pavement the lines shall be straight unless otherwise shown on the Plans.

704-5       CLEARING AND GRUBBING LIMITS

Clear and grub excavation and identified vegetated areas associated with the project improvement areas.

Debris of all kinds shall become the property of the Contractor and shall be disposed of by the Contractor daily off the project area to avoid accumulation at the project site. Materials that are unable to be removed daily shall be stored in areas specified by the Engineer. Contractor shall dispose of debris in a manner that is compliant with applicable federal, state, and local regulations. Do not burn removed combustible material.

When utilities are encountered in the project area that are not shown on the project drawings, the Contractor shall protect it in place and the Engineer shall be notified immediately.

Upon completion of demolition work and removal of all debris, leave site in a condition satisfactory to the Engineer.

704-6          MEASUREMENT AND PAYMENT

Measurement and payment for clearing and grubbing, complete in place, will be made at the contract lump sum as shown in the Bid Schedule.

The above contract price and payment shall be considered as full compensation for furnishing all labor, materials, tools, equipment, transportation and incidentals, and for doing all the work involved and necessary for removal of trees, shrubbery, and miscellaneous vegetation, and disposal of all extraneous materials and debris, as shown on the Plans, as specified in the SSPWC and these Special Provisions, and as directed by the Engineer.

SECTION 705

EXCAVATION AND SUBGRADE

705-1        SCOPE

This section includes all excavation and subgrade required for construction of the Work. Trenching and backfill shall include, but not be limited to, the loosening, removing, loading, transporting, depositing, grading and compacting in its final location of all materials wet and dry, as required for the purposes of completing the Work specified in the Contract Documents, which shall include, but not be limited to, the removing of unsuitable soil, and all other incidental earthwork, all in accordance with the requirements of the Contract Documents.

The elevations shown on the Plans of existing features are taken from the best available data and are intended to give reasonably accurate information. The Contractor is responsible for determining exact quantities of excavation and fill required.

705-2        SUBMITTALS

Review by the Engineer shall not relieve the Contractor of the responsibility for the adequacy of the dewatering, excavation, abandonment of ground penetrations, or for furnishing all equipment, labor, and materials necessary for performing the various parts of that Work.

The following list of submittals shall be provided for City review:

1.           Subgrade Materials if imported 705-3    MATERIALS

705-3.1 Subgrade Preparation

The finished subgrade surface exposed after overexcavation should be scarified to a depth of 12 inches, moisture-conditioned to within 0 to 2 percent of optimum moisture, and compacted to a relative compaction of at least 90 percent (i.e., 90 percent of the maximum dry density determined from ASTM D1557).

705-3.2 Subgrade Material (Imported or Onsite) Requirements

General subgrade fill should be free of organics, oversize rock (greater than 3 inches in diameter), trash, debris, and other deleterious or unsuitable materials, and should have an expansion index less than 20. Rock fragments or poorly weathered material meeting the above criteria may be utilized provided those materials are not in concentrated pockets. Imported backfill material shall have less than 40 percent passing the number

200 sieve and have a sand equivalent of at least 25. Use of imported backfill material shall be subject to the Engineer’s acceptance. All necessary testing and test reports by the Contractor to verify and demonstrate suitability of materials shall be at no additional expense to City.

The maximum dry density at optimum moisture content will be determined in accordance with the latest version of ASTM D 1557. In-place field density tests will be performed in accordance with ASTM D 1556 (sand cone), and/or ASTM D 6938 (nuclear gauge). The type, number and location of field density tests will be determined by the Owner. One sand-cone test (ASTM D 1556) will be taken for every ten nuclear tests (ASTM D 6938). If soil material is not within two (2) percentage points of optimal moisture content, the Contractor shall either add water or dry the soil material by  moving the soil to aerate it sufficiently such that the optimum moisture content is achieved at no additional cost to the District.

All imported subgrade material shall be sampled at the Contractor’s expense and shall be subject to acceptance by the Engineer. Where imported subgrade material is required to possess certain gradation, strength, and settlement properties, the grain size distribution of soils shall be determined using ASTM D 422, the gradation of concrete aggregate and base materials shall be determined using ASTM C 136, the sand equivalent of soils shall be determined using ASTM D 2419, the consolidation of soils shall be determined using ASTM D 2435, the unconfined compressive strength of soils shall be determined using ASTM D 2166, and the expansion index of soils shall be determined using ASTM D 4829

705-4        CONSTRUCTION

705-4.1 Excavation

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, grades, and cross sections shown or ordered. Pothole the existing irrigation piping network that is located in the planted medians, parkways and common landscaped areas. 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 for the removal or exclusion of water, including taking care of storm water, groundwater (dewatering if required), and surface water reaching the Site of the Work from any source so as to prevent damage to the Work or adjoining property.

705-4.2 Disposal of Excess And Unsuitable Excavated Material

Remove and legally dispose of all grubbed and excavated material. The City reserves the right to take samples of unsuitable/excess material.

Unsuitable material shall be defined as material containing excessive amounts of organic matter, peat, blue clay, trash or debris; or as designated by the City’s Representative; or debris produced by clearing, grubbing, and demolition of existing structures, pavement, or pipe; or soil classified by test method ASTM D2487 as groups OL, CH, MH, OH or PT; or not meeting the grading or classification specified for the Work.

705-4.3 Subgrade Placement

Onsite subgrade materials and imported subgrade materials shall be evenly placed in uniform horizontal loose lifts not exceeding 8 inches in thickness, and compacted by mechanical means to a relative compaction value as required in these specifications and determined by ASTM Test Method D1557. Each layer of fill material shall cover the length and width of the area to be filled before the next layer of material is placed. The moisture content of the material shall be controlled and water shall be applied as necessary to achieve the specified compaction at optimum moisture content and for the prevention of dust nuisance. No fill material shall be placed on standing water in any excavation. Subgrade shall not be dropped directly upon any structure.

705-5        MEASUREMENT AND PAYMENT

Excavation and subgrade shall be measured and paid for on a lump sum basis as shown in the Bid Schedule. Payment will be made at the lump sum price bid on the basis of a percentage completed in accordance with the Plans and these Special Provisions. Such payment shall be considered full compensation for providing all labor and equipment and performing all work related to excavation, including dust control and disposal of the material removed, subgrade preparation, testing, and all incidentals necessary to complete the work in accordance with the Standard Specifications and these Special Provisions.

SECTION 706

CONCRETED GRAVITY ROCK WALL

706-1        SCOPE

This item shall consist of installation and placement of rock for the construction of the concreted gravity rock wall and shall be performed in accordance with the Standard Specifications, the plans, and these Special Provisions.

706-2    MATERIALS

706-2.1            Rock Gradation

The rock shall conform to the following gradation:

The amount of material smaller than the smallest size listed in the table for rock shall not exceed the percentage limit listed in the table determined on a weight basis. Compliance with the percentage limit shown in the table for all other sizes of the individual pieces of any class riprap shall be determined by the ratio of the number of individual pieces larger than the smallest size listed in the table for that class.

Needle shapes will not be accepted unless the thickness of individual pieces is greater than 1/3 the length.

Each individual load of rock delivered to the project site shall meet the size requirements of the specified gradation.

706-2.2 Rock Quality

Rock shall meet the requirements of Section 200, except that all rock shall be angular or sub-angular in shape. Angular shall be defined as having  sharp corners and straight planes on all faces, with no evidence of wear caused by wind, water or abrasion. Sub-angular shall be defined the same as angular, except with the evidence of wear caused by wind, water and abrasion. Determination of angularity will be made by the Engineer.

The following quality requirements and tests shall apply:

(a)               Minimum apparent specific gravity of 2.5 per ASTM C-127.

(b)               A maximum abrasion loss of 35 percent per ASTM C-535, Grading 1.

(c)               Weight loss in 5 cycles shall be not more than 10 percent when sodium sulfate is used or 15 percent when magnesium sulfate is used in the test for soundness performed according to the procedure for ledge rock in ASTM D 5240-92, Method 203-01.

(d)               A maximum wetting and drying loss of 5 percent after 10 cycles. A sample of rock shall be crushed, screened, oven-dried, and 1,000 to 1,400 grams of 3/4-inch to 3/8-inch fraction shall be taken for the test.

After 10 cycles, the percent loss shall be computed as follows:

% Loss = 100 x Weight of Material Passing No. 4 Sieve Total Weight of Sample

706-2.3 Filter Fabric

Filter fabric shall be a non-woven polypropylene fiber geotextile filter fabric that conforms to SSPWC Section 213-2.

706-2.4 Grout

Concrete shall be Class 560-E-2500P and shall conform to the requirements of Section 201-1. The water content of the concrete shall be such as to permit pumping into the interstices with limited spading and brooming. The Engineer  shall approve the amount of water to be used.

706-3    CONSTRUCTION

706-3.1           Placing Rock

The rock shall be placed by equipment on concreted surfaces and to the thickness (18 inches) and grades shown on plans. The rock shall be constructed to the full course thickness in one operation and chinking or filling with loose material shall be encouraged. The rock shall be delivered and placed in a manner that will  insure that the rock in place shall be reasonably homogeneous with the larger rocks uniformly distributed and firmly in contact one to another with the smaller rocks and spalls filling the voids between larger rocks and secured by concrete.

Rock shall be placed in a manner to prevent damage to structures. Hand placing will be required to the extent necessary to prevent damage to structures.

Placement of rock by dumping will not be allowed. 706-4 MEASUREMENT AND PAYMENT

Quantities of rock will be measured to the neat lines and limits shown on the plans and will be paid for on a unit price per cubic yard basis at the contract unit price bids as shown in the Bid Schedule. Such payment shall be considered full compensation for furnishing all labor, materials, tools, equipment, performing all work related to the placement and grouting of the materials, and incidentals required to complete the Work as outlined in these Special Provisions.

SECTION 707 ASPHALT TACK COAT

707-1                            DESCRIPTION

Work to be performed under this Section covers all labor, materials, tools, equipment and incidentals necessary to furnish and apply, complete in place tack coat in conjunction the asphalt concrete overlay and other asphalt paving work.  All such work shall conform to the applicable provisions of the Standard Specifications, and these Special Provisions.

707-2                            MATERIALS

The tack coat shall be asphalt grade PG 64-10. 707-3              APPLICATION

The tack coat shall be applied as specified in Subsection 302-5.4 of the Standard Specifications and these Special Provisions. The Engineer will determine if the pavement is sufficiently dry for the application of the tack coat. Tack coat shall not be applied when the temperature of the surface to be tacked is below 40° Fahrenheit in the shade.

Contractor shall clean the surfaces so that they are free of dirt and debris prior to the application of the tack coat. City Inspector shall approve surface prior to application of tack coat. The tack coat shall be applied only so far in advance of paving as is anticipated for that day’s surfacing as permitted by the City Inspector. Any heated scarified recompacted pavement that is not overlaid and which becomes contaminated with dirt, debris, dust, etc., or is left overnight shall have a tack coat applied prior to overlaying.

Tack coat shall be applied to all vertical surfaces of existing pavements, curbs, gutters and construction joints in the surfacing against which additional material is to be placed, to a pavement to be surfaced and to other surfaces designated by the City Inspector. Any tack material deposited on concrete surfaces not to be overlaid with asphalt concrete will be removed within five (5) working days or the City will cause the work to be done and any cost incurred shall be deducted from contract retention monies due.

Tack coat shall be applied in one application at a rate of between 0.05 and 0.10 gallon per square yard of surface covered. Tack coat material shall be applied at minimum 350 degrees Fahrenheit (F) from a distributor truck with a heating element capable of raising the temperature at least 3 degrees F per hour.

The tack coat shall be applied by distributor equipment at a uniform rate. In areas inaccessible to the spray bar on the applicator truck, SS-1h emulsion may be substituted and applied from a hand wand at a rate of 0.08 gallons per square yard. In any case where emulsified material is used, the tack coat shall be allowed to completely break, that is turn completely black (not dark brown), prior to paving.

The area to which tack coat has been applied shall be closed to public traffic. Care shall be taken to avoid tracking binder material onto adjacent surfaces. If the area is left unattended, then appropriate “fresh oil” signs must be posted. The Contractor shall be responsible for resolving all claims related to asphalt materials splashed/tracked on vehicle, concrete, and private property.

The Contractor shall be responsible for protecting existing storm drain catch inlets and to ensure that no tack coat spoils are sprayed into storm drain inlets.

No tack coat shall be left exposed overnight. Immediately in advance of placing the asphalt concrete overlay, additional tack coat shall be applied, as directed by the Engineer to areas where the tack coat has been destroyed or otherwise rendered ineffective, and no additional compensation will be allowed for such work.

Existing concrete curb faces, gutters and driveways shall be protected against disfigurement from the asphalt. Residue of the tack coat material shall be  removed from curb faces, gutters and driveways by sandblasting to the extent required by the Engineer.

707-4              PAYMENT

No separate payment will be made for work or other features as required and outlined in this Section, “Asphalt Tack Coat.” Full compensation for such work and features shall be considered included in the price bid for “Asphalt Concrete Pavement” and no additional compensation will be allowed therefore. Such payment shall be considered full compensation for furnishing and maintaining all materials, labor, equipment, and all incidentals necessary to complete the work in accordance with the Standard Specifications and these Special Provisions.

SECTION 708

ASPHALT CONCRETE PAVEMENT

708-1        GENERAL

Work to be performed under this Section covers all labor, materials, tools, equipment and incidentals necessary to furnish and apply, complete in place Asphalt Concrete consisting of placing asphalt concrete and base to the specified depth.

708-2        MATERIALS

Materials used shall be Asphalt Concrete as specified in Subsection 203-6 of the Standard Specifications. The class of combined aggregate grading and grade of asphalt shall be Type III Class D2 PG 64-10.

708-2.1         Processed Miscellaneous Base

Processed Miscellaneous base (SSPWC Section 200-2.5) shall be crushed rock or gravel, durable and free from slaking or decomposition under the action of alternate wetting or drying. The material shall be uniformly graded and shall meet the following gradation requirements:

The rock shall have a sand equivalent value not less than 75.

Submit two copies of a report from a testing laboratory verifying that the material specified in this section (processed miscellaneous base) contains less than 1% asbestos by weight or volume, and conforms to the specified gradations or characteristics for processed miscellaneous base.

708-3        CONSTRUCTION

Sawcutting of existing pavement shall be per Section 704.

Asphalt concrete shall be constructed as specified in Section 302-5 of the Standard Specifications.

708-4        DISTRIBUTION AND SPREADING

Placement of asphalt concrete shall be in conformance with Subsection 302-5.5 of the Standard Specifications and these Special Provisions.

No longitudinal joints will be allowed.

The Contractor shall designate staging areas approved by the City Engineer for trucks to transfer trailers and perform clean out, if necessary. Trucks shall only use the approved designated areas for these purposes.

To avoid picking up loose rock in the project area, the tires of all trucks must be lightly oiled with linseed oil or soybean oil or approved equal, but not to the point of runoff. Diesel fuel will not be allowed on the project for oil down of equipment.

The provisions of Subsection 7-2.1 of the Standard Specifications are hereby incorporated into these Special Provisions, whereby incompetent operators shall be removed from the work. Indications of lack of experience, or unfamiliarity with the equipment or its operation will be considered incompetence.

The Contractor shall be responsible for protecting existing storm drain inlets, swales, and culverts to ensure that no sand, gravel, rock dust, tack coat, asphalt, or spoils from paving operations enter into storm drain inlets. All PCC, brick or other decorative surfaces within 500 feet of the work limits that are to be crossed by trucks used to haul pavement material shall be covered with sand or other durable covering prior to placement of asphalt concrete.

The Contractor shall have sufficient power brooms on site during all periods of distribution and spreading to provide for cleanup of haul routes and work areas. Power broom shall provide miscellaneous cleanup of pavement material spoils as directed by the City’s Project Representative.

708-5        ROLLING

Rolling of asphalt concrete shall be in conformance with Subsection 302-5.6 of the Standard Specifications and these Special Provisions.

An extra breakdown roller shall be on site at all times, free of defects.

Breakdown rolling shall commence when the asphalt concrete is placed. Rolling shall be accomplished with the drive wheel forward and with the advance and return passes in the same line.

708-6        MEASUREMENT AND PAYMENT

Measurement and payment for asphalt concrete, complete in place, shall be made at the contract unit price per square foot as shown in the Bid Schedule.

The above contract price and payment shall include full compensation for furnishing all labor, materials, tools, equipment, transportation and incidentals, and for doing all the work involved in removals, subgrade preparation and constructing asphalt concrete pavement as specified in the approved plans, Standard Specifications, and these Special Provisions.

SECTION 709

PORTLAND CEMENT CONCRETE IMPROVEMENTS

709-1        GENERAL

Work to be performed under this Section covers all labor, materials, tools, equipment and incidentals necessary to furnish and apply, complete in place new concrete facilities, including curb, curb and gutter, local depressions, driveways, concrete pavers, and other facilities shown on the Plans shall be constructed at the locations indicated on the Plans or as directed by the Engineer.

709-2        BASE PREPARATION

Existing subgrade shall be compacted to 95% relative compaction and trimmed to the dimensions shown on the plans. All work shall comply with Section 300 of the Standard Specifications. Soil sterilization shall be performed in accordance with Section 301-1.2 of the Standard Specifications.

709-3        MATERIALS

Concrete shall conform to Section 201 of the Standard Specifications and shall be Class 520-C-2500.

Pavers shall be 6 inches square by 2.5 inches thick and manufactured by Pavestone, style: City Stone Combo, Color: Santa Barbara Blend or equal.

Tree type and size for the tree wells shall be as determined by the City. 709-4 CONSTRUCTION

Construction shall conform to Section 303 of the Standard Specifications and the following standard plans (see Appendix C).

Contractor shall protect work until the concrete has cured sufficiently to prevent vandalism (graffiti inscriptions) to the finished work. Vandalized concrete shall be removed and replaced at the Contractor’s expense.

After concrete is placed and cured, roadway subgrade shall be compacted to 95% relative compaction and the void filled with asphalt concrete in lifts not to exceed 3 inches. A minimum of two lifts shall be used and the top lift shall be 1-1/2 inches thick.

After curing has been completed and forms have been removed from the new curb and gutter or sidewalk, the void between the new concrete and the existing parkway shall be filled with clean native material and the entire parkway left in a clean and orderly condition.

Correct any unsatisfactory surface conditions prior to installing pavers. Pavers shall be installed on top of a concrete base, as shown on the Plans. Provide only sound pavers free of defects that could interfere with proper installation or reduce the service life of the finished work. Minor cracks and minor chipping incidental to methods of manufacture or handling are subject to visual inspection and the Engineer’s acceptance. Excessive cracks or chips will be cause for rejection. There must be no efflorescence evident upon visual inspection of the pavers at the project site. Use full pavers wherever possible. Where cutting is required, use the largest size pavers available. No odd sized cuts on paver edge. Ragged paver cuts will not be accepted. Cut through the full thickness of the pavers. Remove and replace pavers that are broken, chipped, stained, or otherwise damaged. Provide new matching pavers, remove existing pavers (first three feet) and intersperse new and existing pavers to minimize evidence of replacement.

Clean pavers during installation and upon completion of the work. Repair damage to adjacent areas resulting from paver installation operations, as directed by the Engineer. Remove and properly dispose of all excess material and debris upon completion of paver installation.

709-5 PAYMENT

Payment for the various types of concrete improvements shall be paid for on a lump sum basis as shown in the Bid Schedule. The unit cost of each item shall include all costs associated with the work including, but not limited to, excavating; removal of roots; disposal of excavated materials; forming; placing and finishing concrete; patching of the adjacent asphalt concrete; placement of concrete pavers, planting of trees, and cleanup. Such payment shall be considered full compensation for furnishing and maintaining all materials, labor, equipment, and all incidentals necessary to complete the work in accordance with the Standard Specifications and these Special Provisions.

SECTION 710 WOOD RAIL FENCE

710-1    GENERAL

Work to be performed under this Section covers all labor, materials, tools, equipment and incidentals necessary to furnish and install, complete in place wood rail fence and bollards. All such work shall conform to the applicable provisions of the Standard Specifications, and these Special Provisions.

710-2    MATERIALS

710-2.1 Wood Rail Fence

Poles shall be high-quality, alkaline copper quat (ACQ)-D, pressure treated for decay and water resistance, lodge pole pine round wood posts that are clean, free of bark, smooth, and straight. They must be pre-drilled, round wood posts that are free of excessive cracking, splits, knots, and rot, and have a minimal amount of taper with the narrowest diameter not less than 5 ½ inches. Deliveries shall be inspected by the Project Engineer prior to acceptance. Any cuts shall be treated according to the manufacturer’s recommendations for treating untreated surfaces.

Lodge pole wood posts must meet the APWA standard for the application of wood preservatives and water resistance.

710-2.3 Pipe Bollards

Metal pipe bollards for the driveway access gate posts shall be standard weight metal posts as shown on the Plans.

710-3    CONSTRUCTION

Lodge pole posts shall be set in concrete foundations as shown in the Plans. See Section 709.

Posts shall be placed at regular intervals, as shown on the plans, except that the end posts may be spaced closer to adjacent posts if directed by the Engineer.

The railing shall be carefully erected true to line and grade. Posts shall be vertical within a tolerance not to exceed 0.02 foot in 10 feet.

Install the metal pipe bollards at the driveway aprons per the Plans and as directed by the City.

710-4        MEASUREMENT AND PAYMENT

Measurement and payment for installation of the wood post fence and metal pipe bollards will be made at the contract unit price per linear foot as shown in the Bid Schedule.

The unit cost shall include all costs associated with the work including, but not limited to installation of the wood post fence and metal pipe bollards including concrete footings and chains and as directed by the Engineer. Such payment shall be considered full compensation for furnishing and maintaining all materials, labor, equipment, and all incidentals necessary to complete the work in accordance with the Standard Specifications and these Special Provisions.

SECTION 711 INFILTRATION BASIN

711-1        GENERAL

Work to be performed under this Section covers all labor, materials, tools, equipment and incidentals necessary to furnish and install, complete in place 8- inch diameter PVC drainage pipe, infiltration basin drain rock, grouted rock grade breaks, grouted rock cobble blankets, and filter fabric systems. All such work shall conform to the applicable provisions of the Standard Specifications, and these Special Provisions.

711-2        MATERIALS

711-2.1 8-Inch Diameter PVC Drainage Pipe

Drainage pipe installed as part of this Project shall be polyvinyl chloride (PVC) pipe manufactured in accordance with ASTM D2729 Standard Specification for Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings. The pipe shall be  eight inches in diameter. Drainage cover shall be installed as shown on the Plans. Cover shall be fastened to the pipe using manufacturer recommended hardware/fasteners or as directed by the City.

711-2.2 Infiltration Basin Drain Rock

Aggregate materials shall be No. 4 aggregates with gradation in accordance with ASTM D 448 (1-1/2 inch to 3/4 inch). The aggregates shall be durable, open- graded, crushed angular aggregates. Aggregate material shall be washed and graded to be free of all fines and organics. The gradation for the material shall be as follows:

Material shall not include sandstone, siltstone or mudstone products.

Grade breaks and grouted rock cobble blankets shall conform to Specification Section 706, except as modified in this Section.

Grouted cobble blankets shall be smooth, unfractured stone between 4 and 10 inches in diameter. Rock shall conform to the following gradation:

The layout/placement of the rock shall be approved by the City prior to application of the concrete.

711-2.3           Filter Fabric

Filter fabric shall be  nonwoven  geotextile  suitable  for  drainage purposes.    The material shall conform to SSPWC Section 213-2, Type 180N.

711-3          CONSTRUCTION

Excavate the infiltration swale to the line and grade as shown on the Plans.

Do not compact the subgrade in the bottom of the infiltration basin. Place the geotextile drainage fabric in accordance with SSPWC Section 300-8. Filter fabric shall extend to cover the ends of the swale area continuous with the section used to line the sides. Fold and secure the filter fabric with the overlap dimension in Section 300-8. Filter fabric shall also cover the top of the underlying drainage  rock.

Install the 8-inch diameter PVC drainage pipe and appurtenances in the locations shown on the Plans. Keep debris out of the drainage pipe at all times. Installation of the drainage pipe shall be per the manufacturer’s recommendations. Do not penetrate the filter fabric with the pipe. The vertical drainage pipe shall sit on top  of the filter fabric envelope. Tracking of fines into the filter fabric protected area is not acceptable and shall be removed completely before continuing.

Inspect and verify that the drain rock has been washed and the fine content is minimal. Drainage rock with fines in the load or that does not meet the Contract Documents shall be rejected before being installed. Exercise care to not puncture or damage the filter fabric during installation of the pipe or drain rock. Place the soil cover over the filter fabric. Do not compact the soil planting layer so the City can install the plantings.

Grade breaks and cobble blanket shall be installed per Specification Section 706. 711-4    MEASUREMENT AND PAYMENT

Measurement and payment for installation of the infiltration basin will be made at the contract lump sum price as shown in the Bid Schedule.

The lump sum cost shall include all costs associated with the work including, but not limited to installation of the drainage pipe inlets, the drain rock backfill in drainage basin, grouted cobble grade breaks, the cobble blanket, and the filter fabric as and as directed by the Engineer. Such payment shall be considered full compensation for furnishing and maintaining all materials, labor, equipment, and all incidentals necessary to complete the work in accordance with the Standard Specifications and these Special Provisions.

SECTION 712

TRAFFIC SIGNING AND PAVEMENT DELINEATION

712-1        GENERAL

Traffic signing and pavement delineation shall consist of the restoration of the existing painted traffic striping, pavement symbols, relocation of traffic signs, and temporary lane line delineation. The Contractor shall locate and reference any existing pavement striping and marking prior to starting any work at any location if not shown on the striping plans. The pavement shall be delineated as specified in these Special Provisions, and as directed by the Engineer.

The traffic signs, traffic paint, the application of new painted striping, and pavement markings, and the relocation of existing signs, removal of existing striping, and pavement markings shall conform to the provisions in the SSS Sections: 56, “Signs”; 84, “Traffic Stripes and Pavement Markings”; and 85, “Pavement Markers”; in addition to the Standard Plans, and these Special Provisions. The SSS Measurement and Payment clauses are hereby deleted.

712-2        PAVEMENT DELINEATION

Striping, pavement legends and symbols shall be thermoplastic, painted and raised markers as shown on the plans. Striping, pavement legends and symbols shall not be placed until spotted and the spotting is approved by a City representative.

All paint shall be approved for use in this area by the APCD. Paint shall be  applied in three (3) coats with adequate drying time between applications. The  first coat of paint shall be applied no sooner than seven (7) calendar days after final paving. The second and third coats shall be placed after the previous coat is dry, and both shall be reflectorized. All striping and markings shall be completed within 14 days of completing the paving.

Striping details, pavement legends and symbols shall conform to those in Caltrans Standard Plans, current edition. Pavement legends and symbols shall be white, unless noted otherwise.

All conflicting existing striping and pavement markers, which will not be covered by new construction, shall be removed by wet sandblasting. Painted lines and markings shall be removed by wet sandblasting. In areas adjacent to the pavement overlay where existing striping must be revised to conform to a revised striping pattern on the overlay, conflicting striping shall be removed by wet sandblasting.

712-3        INFORMATION SIGNS

Park information signs to be relocated shall be removed and re-set on the existing posts/sleeves or better. It shall be the Contractor’s responsibility to protect the signs and posts/sleeves during relocation for their re-use. Signs and  posts/sleeves damaged during relocation shall be replaced at the Contractor’s expense, in accordance with these Special Provisions.

712-4        TEMPORARY MARKINGS

Temporary pavement delineation shall be furnished, placed, maintained and removed in accordance with the provisions in the SSS Section 12-3.01, “General,” and these Special Provisions. Nothing herein shall be construed as to reduce the minimum standards specified in the Manual of Traffic Controls, or as relieving the Contractor from his/her responsibility as provided in the SSS Section 7-1.09, “Public Safety.”

Lane line and/or centerline pavement delineation where pre-existing or shown to be installed in like kind shall be provided at all times for traveled ways open to public traffic. Whenever the work causes obliteration of any pavement delineation, temporary pavement delineation or permanent traffic stripes delineation of the appropriate color and detail shall be in place prior to opening the traveled way to public traffic. The delineation shall be placed in the location shown on the striping plans for permanent delineation (modified if necessary to provide a proper length transition to an adjacent Segment).

Existing pavement markers, when no longer required for traffic lane delineation as directed by the Engineer, shall be removed and disposed of in accordance with the SSS Section 7-1.13, “Disposal of Material Outside the Highway Right of Way.”

Surfaces on which temporary pavement delineation is to be applied shall be cleaned of all dirt and loose material and shall be dry when the pavement delineation is applied.

All work necessary to establish satisfactory lines for temporary pavement delineation shall be performed by the Contractor. Temporary  pavement delineation that is damaged from any cause during the progress of the work shall be immediately repaired or replaced by the Contractor at the Contractor’s expense.

Temporary pavement delineation for lane lines and centerlines shall consist of temporary reflective pavement markers placed and maintained at longitudinal intervals of not more than 24 feet apart. The interval for multiple left turns through intersections shall be not more than 10 feet apart. Temporary reflective pavement markers shall be the same color (yellow to separate opposing traffic or white to separate adjacent lanes in the same direction) as the lane line or centerline the

temporary pavement markers replace. The temporary reflective pavement  markers shall be, at the option of the Contractor, one of the following or equal:

Temporary Overlay Marker (Types Y and W) manufactured by Davidson Plastics Company, 18726 East Valley Highway, Kent, Washington 98032, Telephone (206) 251-8140.

Safe-Hit Temporary Pavement Marker, manufactured by Safe-Hit, Corporation, 930 West Hinton Avenue, Building #11, Hayward, CA 95545.

Swareflex Pavement Marker (Models 3553, 3554, Cat Eyes Nos. 3002 and 3004), manufactured by Swarecon and distributed by Servtech Plastics Inc., 1714 South California Street, Monrovia, CA 91016, Telephone (818) 359-

9248.

Stimsonite Construction Zone Marker (Model 66), manufactured by Amerace Corporation, Signal Products Division, 7542 North Natchez Avenue, Niles, IL 60648, Telephone (312) 647-7717.

Flex-O-Lite Raised Construction Marker (RCM), manufactured by Flex-P- Lite, Lukens Company, P.O. Box 4366, St. Louis, MO 63123-0166, Telephone (800) 325-9525.

3M Scotch-Lane A200 Pavement Marking System (reflective raised pavement marker on reflective traffic line tape), manufactured by 3M Company, Traffic Control Materials Division, 223-3N 3M Center, St. Paul, MN 55144.

MV Plastic Chip Seal Marker (1280/1281 Series), manufactured by MV Plastics, Inc., 533 Collins Avenue, Orange, CA 92667, Telephone (713) 532-1522.

Temporary reflective tape (intersection multiple left turns only).

Temporary reflective pavement markers shall be applied in accordance with the manufacturer’s recommendations. Butyl adhesive pads shall be used to apply temporary reflective pavement markers to the top layer of permanent surfacing or existing surfacing.

Temporary pavement delineation shall be maintained until replaced with the planned permanent pavement striping. When no longer required, temporary pavement delineation that conflicts with permanent pavement delineation, as determined by the Engineer, shall be removed and disposed of in accordance with the provisions in Section 7-1.13 of the SSS, “Disposal of Material Outside the Highway Right of Way.”