Visalia City Council
November 17, 2025

Any soft, spongy or otherwise unstable areas shall be repaired by completely removing the material and replacing it with acceptable materials in accor dance with these Specifications. Before subbase, aggregate base, asphalt-concrete, concrete or other paving material is placed, the Engineer will require, at the Contractor’s expense, the subgrade to be proof rolled as required in Section 19-1.5 to ascertain that there are no such soft or spongy areas.

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No subsequent layer of a structural section shall b e placed until the finished subgrade is in a stable condition satisfactory to the Engineer, regardless if said subgrade passed any prior compaction test.

Any trenches cut for pipelines or conduit installat ion after the subgrade or any other layer of the roadway prism has been stabilized, shall be compact ed in compliance with Section 19-3.3E, “Compaction,” herein. It shall be the Contractor’s responsibility to ensure that others doing work within the area under his control, including subcon tractors, utility and communications contractors, comply with this provision.

The relative compaction of the top 6 inches of subgrade or basement material under curb returns including the ramps and adjacent sidewalk, landing, driveway approaches including adjacent sidewalk, valley gutters, paved trails, and alleys shall be no less than 95 percent.

The relative compaction of the top 6 inches of subg rade or basement material under sidewalk shall be n o less than 90 percent.

All compacted subgrade soils must indicate a moisture content within 2%± of optimum.

No compaction test of subgrade shall be made until such time as the subgrade is finished to within the grade tolerances specified in these specifications. For Public projects the Contractor shall notify t he Inspector a minimum of 2 working days, prior to whe n the subgrade is ready for compaction testing, and the Inspector will notify the appropriate testing l aboratory designated to perform such tests. The Inspector or Engineer shall specify the locations where compaction tests are to be made.

No excavation shall be made below the plane of the bottom of curb or curb and gutter subsequent to installing curb or curb and gutter until backfill has been placed behind the curb.

19-2.8 Measurement & Payment
Roadway Excavation
Roadway Excavation will be paid for at the contract lump sum price. Roadway Excavation is a final pay item. Any quantities shown on the plans or on the bid item schedule are considered approximate only. It shall be the responsibility of the Contractor to ve rify that he is satisfied with the quantities shown on the bid item schedule prior to bidding. No additional compensation will be provided therefor.

The price paid for Roadway Excavation shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in performing Roadway Excavation complete and in place in accordance with this Secti on 19-1 “General,” and 19-2 “Roadway Excavation,” as shown on the Plans, as specified in the Contract Specifications, and as directed by the Engineer, excepting the work performed under the Export Material and Import Material Bid items if used.

Where no bid item is provided for Roadway Excavatio n, the cost thereof shall be included in the variou s bid items of work; no separate payment will be made therefor.

Export Material
Export Material will be paid for at the contract lu mp sum price. Export Material is a final pay item. Any quantities shown on the plans or on the bid item schedule are considered approximate only. It shall be the responsibility of the Contractor to verify that he is satisfied with the quantities shown on the bid i tem schedule prior to bidding. No additional compensation will be provided therefor.

The price paid for Export Material shall include fu ll compensation for furnishing all labor, materials , tools, equipment, and incidentals, and for doing al l the work involved in performing Export Material Engineering Standard Specifications August 5, 2013 127

complete and in place in accordance with Section 19 -2.4 “Surplus Material/Export Material,” the other applicable portions of Section 19-1 and 19-2, as sh own on the Plans, as specified in the Contract Specifications, and as directed by the Engineer.

If the Contract does not include a pay item for Exp ort Material, and unless otherwise provided in the Contract Specifications, full compensation for Expo rt Material required to perform the construction operations specified shall be considered as include d in the price bid for Roadway Excavation. Where n o bid item is provided for Roadway Excavation, the co st thereof shall be included in the various bid ite ms of work; no separate payment will be made therefor.

Import Material
Import Material will be paid for at the contract lu mp sum price. Import Material is a final pay item. Any quantities shown on the plans or on the bid item schedule are considered approximate only. It shall be the responsibility of the Contractor to verify that he is satisfied with the quantities shown on the bid i tem schedule prior to bidding. No additional compensation will be provided therefor.

The price paid for Import Material shall include fu ll compensation for furnishing all labor, materials , tools, equipment, and incidentals, and for doing al l the work involved in performing Import Material complete and in place in accordance with Section 19-2.5 “Deficiency Material/Import Material,” the oth er applicable portions of Section 19-1 and 19-2, and a s shown on the Plans, as specified in the Contract Specifications, and as directed by the Engineer.

If the Contract does not include a pay item for Imp ort Material, and unless otherwise provided in the Contract Specifications, full compensation for Impo rt Material required to perform the construction operations specified shall be considered as include d in the price bid for Roadway Excavation. Where n o bid item is provided for Roadway Excavation, the co st thereof shall be included in the various bid ite ms of work; no separate payment will be made therefor.

19-3 Trench and Structure Excavation, Backfill, and Surface Restoration

19-3.1 General
This work shall consist of all excavation, backfill , importing and exporting material, and compaction necessary for the construction or installation of u nderground pipelines, conduits, structures and othe r facilities, and the replacement or restoration of s urfaces disturbed by such work, all as set forth in the Plans, Standard Drawings, the Specifications, Contract Documents and as directed by the Engineer. As a minimum, structures shall include manholes, storm d rain inlets, water valve boxes, cleanouts, traffic control boxes, pull boxes and any other structures, vaults, or boxes located within the street right of way.

Backfill, compaction, and surface restoration of potholes or other excavations performed to determine the location of underground utilities or facilities as required by Section 8-15, “Utility and Non-Street Facilities; Potholing,” shall conform to the applic able portions of this Section 19-3 and to the speci al backfill requirements of said Section 8-15.

19-3.2 Trench and Structure Excavation
Excavations shall be made to the depths and widths required to accommodate the construction or installation of pipelines, conduits and structures to specified dimensions and to the lines and grades shown on the Plans.

The Contractor shall comply with the provisions of Sections 7-12, “Safety Provisions; First Aid; Injury/Illness Prevention Program,” 7-13, “Worker P rotection From Toxic Or Explosive Gases, Confined Engineering Standard Specifications August 5, 2013 128

Spaces Entry,” and 7-15, “Worker Protection From Ca ving Ground In Excavations,” and all Safety Orders issued by the State Division of Industrial S afety. Material excavated from trenches or for structures shall be placed to offer minimum obstructions to traffic.

The City has made every effort to locate and show a ll underground utilities and facilities on the plan s.

However, before installation of any new improvement s shown on the Plans, the Contractor shall be responsible to field verify the locations by callin g for USA mark-outs, potholing, and any other means or methods to determine both the horizontal and vertic al locations of underground utilities and other facilities, and shall notify the Engineer immediate ly if conflicts occur. The Contractor shall comply with the provisions of Section 8-15, “Utility and Non-st reet Facilities; Potholing,” relating to existing u tilities, and the location and protection thereof. The locat ion of subsurface obstructions found in the field m ay necessitate a variance in the depth or alignment of proposed facilities.

Prior to commencing construction of the proposed im provements shown on the plans, the Contractor will be responsible for potholing and verifying the hori zontal location and vertical elevation of any utili ty connection points shown on the Plans. Any cost inc urred by the Contractor because of his failure to comply with this requirement will be paid for by the Contractor.

When a trench or structure site is to be located in an existing oiled earth or pavement area, the exis ting surfacing to be removed shall be cut to a clean and neat line by appropriate methods shown on the plan s or as approved by the Engineer along each side of t he trench or around the structure site. Existing surfacing, when removed, shall be kept separated from the material that is to be returned to the excavation as backfill. Failure to comply with this requireme nt shall be grounds for rejection of the contaminat ed material for use as backfill.

General Note: Prior to Construction the Contractor shall be responsible for reviewing the pipe manufacturers recommended installation procedures f or the type of pipe being used and comparing the recommended procedures with the City of Visalia’s Standard Plans and Standard Specifications. If any discrepancy exists, the Con tractor shall be responsible for bringing the discrepancy to the attention of the Engineer. The Engineer shall make the final decision on details of the trench. The Contractor will be responsible for installing the pipe in the manner that provides the highest level of support for the pipe.

All pipe with an inner diameter greater than six in ches (6”) shall have a prepared and compacted beddi ng except as follows: bedding preparation is not requ ired for precast rubber gasket reinforced concrete pipe with an inner diameter of twenty-four inches (24”) or less where firm and unyielding native soil is present at the bottom of the trench. Trenches shall be ove r-excavated a minimum of 6 inches below the grade established for the bottom of the pipe and then bac kfilled to the design pipe grade with granular non- expansive native material meeting the requirements of these specifications and thoroughly compacted to a minimum of 92 percent relative compaction. Trenches shall be uniformly graded and prepared to provide a firm and uniform bearing for the entire length of the barrel of the pipe to be placed therein. Coupling or bell holes are required for all trenches to receive pipes or conduits with couplings or bells, and sha ll be excavated at each location where pipes are to be jo ined. Coupling or bell holes shall be of sufficien t and of adequate size to permit ease in making the joint and so the coupling or bell does not rest on the b ottom of the hole excavated therefor. Except for pipe be lls and couplings, any portion of the trench excava ted below the approved grade shall be corrected and bro ught up to grade with approved material and thoroughly compacted.

Trenches for structures such as manholes shall be o ver-excavated a minimum of 12 inches below the grade established for the bottom of the structure t o a distance of 12 inches outside the limits of the structure base and then backfilled to the design bo ttom grade with granular non-expansive native material Engineering Standard Specifications August 5, 2013 129

meeting the requirements of these specifications an d thoroughly compacted to a minimum of 92 percent relative compaction. Trenches shall be uniformly g raded and prepared to provide a firm and uniform bearing for the entire length of the structure to be placed therein.

In all trenches or structure sites where a firm fou ndation is not encountered, such as soft, spongy, o r otherwise unsuitable material, the material shall b e removed a minimum depth of 2 feet or to a depth determined by the Engineer, below the normal bottom of the trench or structure excavation. The over- excavated space shall be backfilled with suitable m aterial containing sufficient moisture to produce maximum compaction. The backfill material shall be free from lumps or other unsuitable material, and when compacted to the satisfaction of the Engineer, shall be finish graded as provided herein or as required by the Engineer for pipelines, conduits, o r structures. No additional payment will be made f or such additional excavation or backfill.

The width of the trench from the bottom to the top of the pipe or conduit shall be a minimum of 9 inch es on either side of the pipe, or per the pipe manufac turer’s recommendations. The maximum trench width shall be as approved by the Engineer. The Contract or shall make every effort to minimize the width of the trench at the top of the trench. Excessive tre nch widths, as determined by the Engineer, may requ ire special trench and pipe backfill methods to counter act excessive pipe loads and provide a bond between backfill and trench walls. Reference is made to Se ctions 19-3.3A.2, “Final Backfill, Precast Pipe,” a nd 19-3.3A.3, “Backfill, Cast-in-Place Pipe.” In acco rdance with Section 6-8 “Samples and Tests,” the Ci ty requires haunch compaction testing in trenches wher e pipes with an inner diameter of 24 inches or larg er are being installed. The Contractor is responsible for planning construction means and methods appropriately and for providing safe access to City and testing staff to perform the required compacti on testing in the pipe haunch and trench areas. No ad ditional payment will be made for such special backfill methods for failure of the Contractor to exercise good construction practices to minimize trench widths.

Trenches for cast-in-place concrete pipe shall be g raded and prepared to provide full, firm and unifor m support by undisturbed earth or compacted fill throughout the bottom 220º of the pipe periphery.

The Contractor shall be responsible for drainage of trenches and other excavation areas, and such area s shall be kept as dry as practicable throughout the construction period. Pumping or other approved method shall be used to remove any accumulation of water. Trenches damaged because of failure to provide temporary drainage control shall be repaired or reconstructed at the Contractor's expense. The Contractor shall adhere to the provisions of Section 5-16, “Ma intaining Drainage.” No drainage water may be pumped or otherwise deposited in any sanitary sewer system, unless otherwise approved by the Engineer.

19-3.3 Trench and Structure Backfill and Compaction
Unless otherwise specified, material used for trenc h or structure backfill shall be granular non-expan sive native material, free from debris, lumps, hardpan c hunks, paving material, cobbles larger than 3 inche s, or organic matter of other deleterious or unsuitabl e substances or it shall comply with Section 19-4.2 , “Imported Borrow.” Material shall be approved by t he Engineer before use in the work.

A. Trench Backfill
Backfill of trenches shall conform to the Plans, Standard Drawings pertaining thereto, the Specifications, and the directions of the Engineer. Backfill for trenches in which precast pipe, including utility or communications conduits, has been installed shall be placed in two phases, classified as Initial Backfill and Final Backfill. No vibratory equipment shall be used to compact backfill until there is a minimum of 3 feet of cover over the initial backfill.

1. Initial Backfill, Precast Pipe, Conduit
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After the bedding is prepared and the precast pipe or conduit has been laid to line and grade, Initial Backfill shall consist of placing by hand a nd firmly compacting selected granular native material under the haunches and up to the sp ring line of the pipe so as to form a firm bedding, and then filling with granular native mate rial and compacting to a level 12 inches above the top of the pipe. The method of compactin g and obtaining density requirements for initial backfill shall be such that the line and gr ade of the pipe is not disturbed and the pipe is not damaged. Backfill material shall be returned t o the trench in lifts not to exceed 6 inches in depth (loose), and compacted. Jetting or floodi ng of Initial Backfill to completely fill the space under pipe haunches will not be permitted.

2. Final Backfill, Precast Pipe, Conduit
Final Backfill for trenches in which precast pipe o r conduit has been placed shall consist of placing and compacting backfill material into the r emaining trench cavity following completion of initial backfill. Backfill material shall be returned to the trench in lifts not to exceed 8 inches in depth (loose), and compacted. E ach lift shall be compacted the full depth of the lift prior to placement of the next lift of backfill material. Jetting or flooding of final backfill will not be permitted. In cases of excess ive trench width, soil conditions, and soil type, as determined by the Engineer, to assure prop er pipe load distribution and bonding between trench backfill and trench walls, the Contr actor may be required by the Engineer to bench, plow, or scarify trench walls prior to place ment of backfill. The cost for such trench wall treatment, if so required, shall be included i n the price paid per linear foot of pipe. No additional payment will be made therefor.

3. Backfill, Cast-in-Place Pipe
Backfill material for trenches in which cast-in-pla ce concrete pipe has been constructed shall be returned to the trench in lifts not to exceed 8 inches in depth (loose), and compacted.

Initial backfill efforts may proceed no sooner than 48 hours after construction of the pipe, except that compaction efforts using equipment whic h imparts load on the pipe or structures, shall not proceed for a minimum of seven (7) calend ar days following placement of the pipe unless this requirement is specifically waived by the Engineer, or is otherwise specified. Each lift shall be compacted prior to placement of the n ext lift of backfill material. In cases of excessive trench width, soil conditions, and soil t ype, as determined by the Engineer, to assure proper pipe load distribution and bonding between trench backfill and trench walls, the Contractor may be required by the Engineer to bench , plow, or scarify trench walls prior to placement of backfill. The cost for such trench wa ll treatment, if so required, shall be included in the price paid per linear foot of pipe. No additional payment will be made therefor.

B. Structure Backfill
Structure backfill shall consist of placing and compacting backfill material around structures to the lines designated on the Plans or directed by the Engineer. Where cast-in-place structures are constructed, no backfill shall be placed until all forms are removed, all voids in the concrete properly filled, and the exterior of the structure has been inspected by the Engineer and approved for backfilling. Backfill material shall be placed in lifts not to exceed 8 inches in loose depth and compacted. Each lift shall be compacted prior to placement of the next lift of backfill material.

C. Slurry Cement Backfill
Where specified in the Plans or Contract Specifications, and as specified in Section 8-15, “Utility and Non-Street Facilities; Potholing,” for backfill of small diameter excavations, slurry cement backfill shall be furnished and placed in conformance with this Section.

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• Slurry cement backfill shall consist of a fluid, workable mixture of aggregate, cement and water.
• Slurry cement backfill may be used as structure backfill for pipes only where specifically approved by the Engineer in writing.
• When slurry cement backfill is used for structure backfill, the width of the excavation shown on the plans may be reduced so that the clear distance between the outside of the pipe and the side of the excavation, on each side of the pipe, is a minimum of 6 inches for pipes up to and including 42 inches in diameter or span, or one foot for pipes over 42 inches in diameter or span.
• Slurry cement backfill shall be placed only for that portion of the structure backfill below the original ground or the grading plane or the top of the embankment placed prior to excavating for the pipe. Where necessary, earth plugs shall be compacted at each end of the pipe prior to placing backfill in a manner that will completely contain the slurry in the pipe trench. • Cement shall be portland cement conforming to the provisions in Section 50. • Water used for slurry cement backfill shall be free from oil, salts and other impurities which would have an adverse effect on the quality of the backfill material. • At the option of the Contractor, aggregate shall be either (1) material selected from excavation, imported material or a combination thereof, which is free of organic material and other deleterious substances, or (2) commercial quality concrete sand. Material selected from excavation, imported material or a combination thereof, shall meet the following grading:

Sieve Sizes Percentage Passing
11/2" 100
1" 80 - 100
3/4" 60 - 100
3/8" 50 - 100
No. 4 40 - 80
No. 100 10 - 40

• The aggregate, cement and water shall be proportioned either by weight or by volume. Not less than 188 pounds of cement shall be used for each cubic yard of material produced. The water content shall be sufficient to produce a fluid, workable mix that will flow and can be pumped without segregation of the aggregate while being placed. • Materials for slurry cement backfill shall be thoroughly machine mixed in a pugmill, rotary drum, or other approved mixer. Mixing shall continue until the cement and water are thoroughly dispersed throughout the material. Slurry cement backfill shall be placed in the work within one hour after mixing.
• Slurry cement backfill shall be placed in a uniform manner that will prevent voids in, or segregation of, the backfill, and will not float or shift the pipe. Foreign material which falls into the trench prior to or during placing of the slurry cement backfill shall be immediately removed.
• Backfilling over or placing any material over slurry cement backfill shall not commence until 4 hours after the slurry cement backfill has been placed, except that when concrete sand is used for the aggregate and the in place material is free draining, backfilling may commence as soon as the surface water is gone.

D. Pervious Backfill Material
Where specified in the Plans or Contract Specifications, Pervious Backfill Material shall be furnished and placed in conformance with plans and this Section.

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• Pervious backfill material shall be placed behind bridge abutments, wingwalls and retaining walls as shown on the plans and in accordance with the following requirements. • Pervious backfill material shall consist of gravel, crushed gravel, crushed rock, natural sands, manufactured sand or combinations thereof. Pervious backfill material, except for sacked material at wall drain outlets, shall conform to the following grading requirements:

Sieve Sizes Percentage Passing
2" 100
No. 50 0 - 100
No. 100 0 - 8
No. 200 0 - 4

• Wall drain outlets shall be backed with sacked pervious backfill material, except that the grading for the sacked material shall conform to the grading for the 1-1/2" x 3/4" primary aggregate size specified in State Standard Specification Section 90-1.02C(4)(b), "Coarse Aggregate Grading."

• Pervious backfill material shall be placed in layers along with and by the same methods specified for structure backfill. Pervious backfill material at any one location shall be approximately the same grading, and at locations where the material would otherwise be exposed to erosion shall be covered with at least a one foot layer of earthy material approved by the Engineer.

E. Compaction
Compaction shall conform to the requirements of Section 6-9, “Compaction Tests,” and the applicable Standard Drawings for Trench Backfill/Patch Paving and Resurfacing. All trench and structure backfill, including that for utility or communications conduit whether installed under City Contract or Encroachment Permit, shall be compacted to a relative compaction of not less than 92 percent to within 24 inches of the bottom of the planned structural pavement surfacing section of trench resurfacing, or roadway structural section if the trench or structure is located in a roadway to be reconstructed as part of the work, or the ground surface when the trench or structure is located in an unimproved area. The upper 24 inches of trench and structure backfill as defined in the previous sentence shall be compacted to a relative compaction of not less than 95 percent within the roadway. In landscape areas the top 24 inches of the trench shall be compacted to not less than 85 percent.

For trenches or areas around structures that are to receive an improved surface, the compacted backfill shall be brought to a smooth and level condition so as to receive the full thickness of surfacing. Where the trench or area around a structure is not to be resurfaced, the surface of compacted backfill shall be brought to a smooth condition even with adjacent undisturbed soil.

The surface of the finished backfill in all areas shall be made even and uniform, free from depressions or raised areas.

Excess material resulting from backfill and compaction of trenches and structures not used in the work shall be disposed of outside the right-of-way as set forth in Section 5-12, “Disposal of Material Outside the Right of Way,” at the Contract or’s expense.

F. Imported Borrow
If imported borrow material is required to backfill trenches or excavations, the Contractor shall, at his expense, make his own arrangements for obtaining imported borrow and pay all costs Engineering Standard Specifications August 5, 2013 133

involved. Imported borrow shall be of a quality suitable for the purpose intended, free of vegetable matter or other unsatisfactory material, and shall have a minimum R- value of 40 as determined from tests conducted in accordance with Section 6-8, “Samples and Tests.” Selected material from excavation or imported borrow material having a Sand Equivalent value less than 10 shall not be placed within 2.5 feet of finished grade and shall be placed in the lower portions of embankments. Large rocky material, including rocks, broken concrete or other solid materials, or hard lumps such as hardpan or cemented gravel, which cannot be broken readily shall not be used in trenches and excavations. All imported borrow shall meet the requirements of Section 19-4.2 “Imported Borrow,” and shall be subject to t he approval of the Engineer. The Contractor shall supply to the City, at the Contractor's expense, test results required by the Engineer to determine the suitability of any borrow proposed for import. These tests, which are to be representative of the material delivered to the site, will be required at the original site of the proposed borrow material and also at the delivery site. The Contractor shall remove, at the Contractor's expense, any borrow placed which fails to meet the approval of the Engineer.

G. Water
The use of water in the work shall comply with the requirements of Section 5-13, “Electric and Water Service,” and Section 17, “Water Use.” The C ontractor shall obtain the permission of the California Water Service Company as to which fire hydrants are to be utilized. Jetting of trench backfill is not allowed. Flooding of trenches from the top is not permitted.

19-3.4 Progress of Work, Trench and Structure Excavation, Backfill All work of excavation and backfilling shall be done as quickly as possible.

Where trench or structure excavation is to occur in an area with improved surfacing, the existing surfacing at any location shall be removed no soone r than 48 hours prior to excavation at that locatio n.

No surfacing shall be removed on Friday unless excavation and follow-up work will occur the same day.

Unless authorized in writing by the Engineer, no more than 100 feet of trench in business and commercial districts or 300 feet of trench in all other areas shall be excavated at any location ahead of any pre ceding trench which has not received pipeline or other conduit and backfilled.

No excavation or trench shall be opened and left open more than 24 hours before: a) the installation of the pipeline or other conduit which is to be placed in said trench; b) the start of construction of a stru cture in said excavation. The backfilling of said excavation or trench shall be completed within twenty four hours after the installation of the facility for which th e excavation was made, except for cast-in-place pip e installations and that portion of trenches or excav ations to be used for connecting the extension of t he installation, provided said portion is adequately b arricaded and protected, and backfilled the followi ng working day. All trenches that remain open at the end of the work day shall be plated in accordance w ith City Encroachment Permit Policy Manual and Standard Drawing requirements.

Backfill for cast-in-place concrete pipe shall be a ccomplished as soon as practicable but shall comply with the timing requirements of Section 19-3.3A.3, “Backfill, Cast-in-Place Pipe.” Trenches shall be adequately barricaded and access shall be provided for abutting properties and street intersections.

Unless otherwise specified in the Contract Specific ations or authorized in writing by the Engineer, wh ere an excavation or trench crosses a street intersecti on, the excavation, installation, and backfill or b ridging shall be conducted in a manner such that the street shall remain open at all times. Alleys may be clo sed only with written approval from the Engineer, but shall be reopened at the end of the work day.

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All excavations located within a street or alley fo r the purpose of boring or jacking pits shall be pr operly barricaded and protected, and may be left open for a period of not more than seven (7) calendar days, unless an extension of time is approved by the Engineer in writing.

Immediately after trenches or other excavations hav e been backfilled and preliminarily compacted in streets or alleys, temporary surfacing shall be pla ced in conformance with Section 19-3.5, “Restoratio n of Surfaces,” and in accordance with the Plans, Standa rd Drawings, and Contract Specifications therefor.

19-3.5 Restoration of Surfaces
For trench or structure excavations located in exis ting paved areas not to be reconstructed as part of the work, final pavement replacement shall be accomplis hed as soon as possible and practicable, but in no case later than the time limits specified in these Specifications.

Restoration of surfaces shall consist of restoring the surfaces (resurfacing) of all trenches and surf aces at or around structure sites, or any other surfaces da maged or disturbed by the work. Surfaces shall inc lude pavement of any kind including asphalt concrete and portland cement concrete and paving stones, grass, shrubbery or other landscaping, gravel, treated or untreated soil, etc. All work shall be done in accordance with the Plans, Standard Drawing, and the Specifications.

Temporary Trench Resurfacing shall comply with thes e Specifications and shall be placed and diligently maintained by the Contractor until permanent trench resurfacing is installed. Temporary pavement shal l consist of a minimum of 2 inches of temporary aspha lt concrete pavement (cutback or cold mix asphalt) and shall be placed immediately following backfilli ng activities. This temporary pavement shall be maintained in a safe and reasonably smooth conditio n until required backfill compaction is obtained an d final pavement replacement is completed. Temporary surfacing shall be required to be in place wheneve r the road is opened to vehicular traffic. Temporary surfacing shall be placed in all streets and alley s, and such other locations as specified or shown on the P lans, or directed by the Engineer. Temporary surfacing shall be removed and disposed of by the Contractor prior to placing final resurfacing.

The maximum length of time that temporary trench re surfacing shall remain in paved areas shall be 21days in collector and arterial streets and 42 day s in residential streets, unless approved otherwise in writing by the Engineer. Prior to the end of these periods the Contractor shall complete the Final Tr ench Resurfacing.

Final Trench Resurfacing, replacement of pavement s ection including subbases, aggregate bases, and hot mix asphalt, shall be performed in a manner consist ent with good construction practices and methods which, when completed, shall leave all areas requir ing replacement of pavement with a neat and clean appearance. Areas to receive final pavement replac ement shall be completely cleaned of all debris, rubbish, dirt, temporary paving, or any other delet erious material which might affect the quality of t he work in any way. Cleaning shall be accomplished to a minimum of 6 feet outside the edges of trenches or other areas to receive pavement replacement. This distance may be increased by the Engineer as necessary to prevent contamination of the new work.

All sawcutting and final pavement replacement secti on construction shall be completed in accordance with the Plans, Standard Drawings, Specifications and Contract Documents.

Where sawcutting of existing pavement edges is not shown on the standard drawing or specified, all damaged existing pavement shall be removed and the edges trimmed to neat lines as directed by the Engineer and by a method approved by the Engineer.

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Where sawcutting of existing pavement edges is show n on the standard drawing or is specified, the cut shall be made on a straight line along both sides o f trenches, and to neat lines around structures or other locations requiring pavement replacement. The full depth cut shall be made and shall encompass all pavement damaged by the work or specified to be removed or replaced.

The Contractor shall notify the Inspector a minimum of 2 working days prior to sawcutting or trimming operations begin to arrange a site walk through to define the required sawcutting/trimming limits.

All edges of existing pavement, whether trimmed or sawcut, shall be protected from damage. Any edges damaged from any cause prior to or during paving operations, shall be re-cut or re-trimmed as directed by the Engineer. No additional payment will be made therefor.

Where Aggregate Base is specified to be used as par t of the resurfacing structural section or backfill , it shall be furnished and placed in conformance with S ection 26, “Aggregate Bases,” of these Specifications.

Where Portland Cement Concrete is specified to be u sed as part of the resurfacing structural section o r backfill, unless otherwise specified on the Plans o r in the Contract Specifications, it shall be Class 2 or 3 as noted on the Plans, Standard Drawings, and these Specifications with 1 inch maximum aggregate, conforming to the requirements of Section 50, “Port land Cement Concrete,” of these Specifications. Th e top surface of the concrete shall be given the appr opriate finish based on the improvement type while the mix is still workable.

A paint binder of asphaltic emulsion shall be furnished and applied, in conformance with Section 28 “H ot Mix Asphalt” of these Specifications, to all vertic al or other surfaces of existing pavement, curbs, gutters, or other surfaces against which asphalt-concrete pavement is to be placed.

HMA shall be furnished and placed in conformance wi th Section 28, “Hot Mix Asphalt,” of these Specifications. When replacing pavement in existin g paved areas, the new pavement shall be placed in accordance with the Plans, Standard Drawings, and C ontract Documents therefor which shall apply to replacing pavement around structures as well as wit hin trenches. The Contractor shall not commence surface paving until the subbase and/or base have b een inspected, tested and approved. Violation of t his requirement shall be cause for rejection of that portion of paving involved.

When compacted, the new asphalt pavement edge shall be one-eighth of one inch (1/8”) to one-quarter of one inch (1/4”) higher than the existing pavement a nd edges of adjacent concrete improvements where applicable, except at curb returns where the new pa vement edge shall be flush at all accessibility ram p landings. The surface shall be smooth, without humps or depressions. Except where the trench is located in the crown of the road, the top of the finished s urfacing shall deviate no more than one-quarter of one inch (1/4”) higher, and in no case lower, than a li ne struck off from two points on the existing road surface, one on each side of the trench. Deviation from this tolerance shall be cause for rejection o f the surfacing. The Contractor shall be responsible for removing and re-constructing the trench surfacing that does not meet these tolerances at his own expense.

All cuts in existing pavement that is less than eight years old, or as directed by the City Engineer, shall be required to have seamless joints with the existing pavement by using an approved heater-remix process.

Restoration of miscellaneous surfaces shall consist of replacing or restoring in-kind any surface dama ged or disturbed by the work, including but not limited to, grass, landscaping of any kind, gravel, oiled dirt, concrete, or soil, all as directed by the Engineer. The surfaces of all trenches, excavations, existing streets Engineering Standard Specifications August 5, 2013 136

or other areas damaged or disturbed by the work, up on completion of miscellaneous surface restoration, shall conform to the elevations and character of the areas which existed before work commenced.

In all cases regardless of surface material or type , all existing or new facilities shall be brought t o the finish grade of that surface in compliance with Sec tion 15-2.5A, “Frames, Covers, Grates, Manholes.” The interior of the existing or new facilities shall be thoroughly cleaned of all debris or dirt, regardless of whether the debris or dirt was present before construction began.

Restoration of surfaces shall comply with Sections 4-13, “Interim Cleanup,” 5-20, “Surface Restoration ,” and 5-21, “Final Cleanup.”

19-3.6 Measurement
Trench and structure excavation will not be measure d as it is to be included in the work requiring suc h excavation and backfill. Unless otherwise provided in the Contract Specifications, measurement of Slurry Cement Backfill or Pervious Backfill Material used for trench backfill shall be by lineal foot as meas ured along the centerline of trench in which such backfill was placed.

Measurement for Temporary or Final Trench Resurfacing will be by the lineal foot as measured along the centerline of the actual trench resurfaced, unless otherwise indicated in the Plans and/or Contract Specifications. The Temporary and Final Trench Resurfacing bid items only apply to the length of trench located in the existing City street pavement sectio n between the lips of curb and gutters or from edge of pavement to edge of pavement in streets with no cur b and gutter. Regardless of composition or combination of materials used in trench resurfacing , measurement will be as though only one material i s used. Temporary or Final Trench Resurfacing outsid e of the existing City street pavement limits defin ed in this paragraph shall be considered restoration o f miscellaneous surfaces and no measurement will be made, as no separate payment will be made therefor. Measurement of resurfacing around structures will not be made, as no separate payment will be made therefor.

Temporary and Final Trench Resurfacing for conduit and other items installed in accordance with Section 45 “Signals, Lighting, and Electrical Systems,” wil l not be made, as no separate payment will be made therefor.

Unless otherwise specified in the Contract Specific ations, restoration of miscellaneous surfaces for trenches or structures will be included in the cost of the various items of work to which the work rel ates, and no measurement will be made.

Measurement of facilities raised to grade shall be in accordance with the contract item therefor. In the absence of a contract item(s) for the measurement and payment of raising existing and/or new facilities to grade within the trench surface restoration area, no measurement will be made, and payment therefor shall be included in the various items of work to which the work relates.

19-3.7 Payment
Except for Slurry Cement Backfill and Pervious Back fill Material, payment for trench and structure excavation, backfill and compaction, importing mate rial, exporting material, removal and disposal of materials, maintaining and covering trenches, trenc h plating, including any benching, plowing, or scarifying required by the Engineer shall be includ ed in the amount bid for installing the pipe, condu it, structure or other facility to be installed in such trench, structure or other excavation. Payment sh all include full compensation for furnishing all labor, materials, tools, equipment and incidentals includ ing water, and for doing all the work involved as shown on the Plans, as set forth in these Specifications , the Contract Specifications, and as directed by the Engineer.

Engineering Standard Specifications August 5, 2013 137

The unit price bid per lineal foot for Slurry Cemen t Backfill and Pervious Backfill Material shall inc lude full compensation for furnishing all labor, materials, tools, equipment and incidentals and for doing all the work involved as shown on the Plans, as set forth i n these Specifications, the Contract Specifications, and as directed by the Engineer.

Unless otherwise provided in the Contract Specifica tions, the unit price bid per lineal foot for Final Trench Resurfacing shall include full compensation for furnishing all labor, materials, tools, equipme nt and incidentals and for doing all the work involved therein as shown on the Plans and Standard Drawings, as set forth in these Specifications, the Contract Specifications, and as directed by the Engineer, including, but not limited to, sawcutting or trimmi ng existing pavement edges, removal and disposal of the existing pavement section, clean up preparation for final trench resurfacing, application of tack coat, installing the final trench resurfacing section (fu ll structural section including subgrade preparatio n, AS, AB, HMA or Concrete) complete and in place, and pro viding seamless joints with the existing pavement where required. Payment for Final Trench Resurfaci ng around structures, sawcutting the existing pavement around structures, removal and disposal, a nd installation of final trench resurfacing, and providing seamless joints with the existing pavemen t where required shall be included in the price pai d for the structure involved, not in the Final Trench Resurfacing bid item.

Unless otherwise provided in the Contract Specifica tions, the unit price bid per lineal foot for Tempo rary Trench Resurfacing shall include full compensation for furnishing all labor, materials, tools, equipme nt and incidentals and for doing all the work involved therein as shown on the Plans and Standard Drawings, as set forth in these Specifications, the Contract Specifications, and as directed by the Engineer, including maintaining temporary surfacing and removing it pri or to final resurfacing, hauling, and disposal.

Payment for Temporary Trench Resurfacing around str uctures including removal and disposal shall be included in the price paid for the structure involved, not in the Temporary Trench Resurfacing bid item.

When the Contract does not include a pay item for T emporary or Final Trench resurfacing as above specified, and unless otherwise provided in the Con tract Specifications, full compensation for any necessary temporary or final trench resurfacing inc luding required sawcutting shall be considered as included in the prices bid for the various bid items to which the work relates and no separate payment will be made therefor.

Temporary and Final Trench Resurfacing for conduit and other items installed in accordance with Section 45 “Signals, Lighting, and Electrical Systems,” sha ll be included in the costs for the various bid ite ms to which the work relates under said Section 45 and sh all not be included in the Temporary Resurfacing or Final Trench Resurfacing bid items.

Unless otherwise provided in the Contract Specifica tions, full compensation for restoration of miscellaneous surfaces shall be considered as inclu ded in the price bid for the various items of work and no separate payment will be made therefor.

19-4 Embankment Construction

19-4.1 General
Embankment construction shall consist of constructi ng roadway embankments, including the preparation of the areas upon which embankment materials are to be placed; the construction of temporary surcharge embankment above the grading plane; the construction of earthen dikes within or outside the right of way; the placing and compacting of approved material wit hin the areas to receive embankment where unsuitable material has been removed; and the placi ng and compacting of embankment material in holes, Engineering Standard Specifications August 5, 2013 138

pits and other depressions within the area to recei ve embankment. Embankment material shall be either selected material conforming to Section 19-2.6, “Se lected Material,” or imported borrow conforming to Section 19-4.2, “Imported Borrow.”

19-4.2 Imported Borrow
The Contractor shall, at his expense, make his own arrangements for obtaining imported borrow and pay all costs involved. Imported borrow shall be of a quality suitable for the purpose intended, free of vegetable matter or other unsatisfactory material, and shall have a minimum R- value of 40 as determined from tests conducted in accordance with Section 6-8 , “Samples and Tests.” Selected material from excavation or imported borrow material having a San d Equivalent value less than 10 shall not be placed within 2.5 feet of finished grade and shall be placed in the lower portions of embankments. Clods or hard lumps of earth over 8 inches in greatest dimension shall be broken up before compacting the material i n embankment. Large rocky material, including rocks, broken concrete or other solid materials, or hard lumps such as hardpan or cemented gravel, which can not be broken readily shall not be used in embankments. All imported borrow shall be subject to the approval of the Engineer and should consist of non-expansive, inorganic granular soils conforming to the following criteria:

IMPORTED BORROW
Maximum Plasticity Index 8
Maximum Particle Size (inches) 3
Percentage Passing #200 Sieve 0-40
Sand Equivalent 20 Minimum
Maximum Water Soluble Sulfate (SO 4) in Soil,
percent by weight 0.2

The Contractor shall supply to the City, at the Con tractor's expense, test results required by the Eng ineer to determine the suitability of any borrow proposed for import. These tests, which are to be representative of the material delivered to the sit e, will be required at the original site of the pro posed borrow material and also at the delivery site. The Contractor shall remove, at the Contractor's expen se, any borrow placed which fails to meet the approval of the Engineer.

19-4.3 Placing
Where shown in the Plans or specified in the Contra ct Specifications, the Contractor shall provide excavation, grading, placement and compaction for t he construction of roadway embankment from approved surplus excavated material (selected mater ial) or from Imported Borrow, to the line, grade an d cross-section shown on the Plans, or as directed by the Engineer. Unsuitable surplus excavated materi al shall be disposed of by the Contractor in accordance with Section 5-12, "Disposal of Material Outside the Right of Way.” If the quantity of selected materia l is not sufficient to construct the embankments required by the Plans, the quantity of material nee ded to complete the embankments shall consist of Imported Borrow.

Embankments shall be constructed in layers. The lo ose thickness of each layer of embankment material before compaction shall not exceed 8 inches. Areas to receive embankment construction shall first be cleared of all debris, bushes, weeds, stumps, or ot her deleterious material, in accordance with Sectio n 16, “Clearing and Grubbing.” If embankment material is to be placed on existing slope areas, the existing surface shall be benched, plowed, or scarified in a ccordance with the plans or as directed by the Engi neer to produce a bond with the material to be placed.

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Attention is directed to Section 19-4.4, "Compactin g." Where embankment is to be made and compacted on slopes or where new embankment is to be compacte d against existing embankments or where embankment is built one half width at a time, the o riginal slopes and old or new embankments shall be cut into a minimum of 3 feet horizontally as the wo rk is brought up in layers. Material thus cut out shall be re-compacted along with the new embankment material at the Contractor's expense.

Where embankment is to be made and compacted on ori ginal slopes, old or new embankments, and end dumping is permitted, the slopes of the original gr ound or embankment shall be benched, plowed or cut into before starting end dumping.

When embankment is to be placed on an existing road way, the existing roadbed shall be scarified, watered, graded and rolled in advance of placing new material thereon.

The construction of earthen dikes, the placing and compacting of approved material within the right of way where unsuitable material has been removed, and the filling of holes, pits and other depressions within the right of way, shall conform to the provi sions herein and in conformance with the provisions in said Section 19-4.4. Trenches, holes, depressions and pits outside of areas where embankments are to be constructed shall be graded to provide a presentable and well drained area.

Embankments shall be maintained to the grade and cr oss section shown on the plans until the acceptance of the contract.

19-4.4 Compacting
Embankments shall be constructed in layers of unifo rm thickness as specified in Section 19-4.3, “Placing.” Each layer shall be compacted to a rela tive compaction of not less than 92 percent, except that any layer within 2.5 feet of finish grade shall be compacted to a relative compaction of not less than 95 percent.

Sidehill embankments, where the width including ben ch cuts for bonding existing and new embankments is too narrow to accommodate compacting equipment, may be constructed by end dumping if permitted by the Engineer, until the embankment, including be nching, is wide enough to permit the use of compacting equipment, after which the remainder of the embankment shall be placed in layers and compacted as specified.

At the time of compaction, the moisture content of embankment material shall be such that the specifie d relative compaction will be obtained and the embank ment will be in a firm and stable condition.

Embankment material which contains excessive moistu re shall not be compacted until the material is dry enough to obtain the required compaction. Full com pensation for any additional work involved in dryin g embankment material to the required moisture conten t shall be considered as included in the contract price paid for excavating or furnishing the materia l and no additional compensation will be allowed therefor.

Any subsequent trenching through completed embankme nts, including trenching for utility or communications conduits, shall comply with Section 19-3, “Trench and Structure Excavation, Backfill, Compaction, and Surface Restoration.” The Contrac tor shall assure that others doing work within the area under the control of the Contractor comply with this requirement.

Engineering Standard Specifications August 5, 2013 140

19-4.5 Measurement
Embankment Construction will be measured on a lump sum basis. Where embankment construction is included as backfill for other contract items of work, no measurement will be made.

Any quantities shown on the plans or on the bid ite m schedule for Embankment Construction are considered approximate only. It shall be the respo nsibility of the Contractor to verify that he is sa tisfied with the quantities shown on the bid item schedule prior to bidding.

19-4.6 Measurement & Payment
Embankment construction shall include furnishing al l labor, materials, equipment and incidentals and performing all work required for clearing, subgrade preparation for placing embankment, including placing and compacting approved material where unsu itable and unstable embankment foundation material has been removed, benching, plowing, or sc arifying as required, excavation, hauling, obtainin g imported borrow, placing and compacting local or imported borrow, exporting material and finish grading to the lines and grades shown on the Plans and specified in the Specifications.

Embankment construction will be paid for under the lump sum price paid for Roadway Excavation or the lump sum price paid for Import Material in accordan ce with Section 19-2.8 “Measurement & Payment.” Any work related to importing material required to construct the embankments complete and in place shall be include in the lump sum price paid for Import Material under Section 19-2.8. All other earthwork required to construct the embankment complete and i n place that is not involved with importing materia l shall be included under the lump sum price paid for Roadway Excavation under Section 19-2.8.

Filling and compacting holes, pits and other depres sions, backfilling excavations resulting from the removal of structures and other facilities, or repl acement of unsuitable material will be paid for in accordance with Section 15, “Removing Existing Faci lities,” Section 16, “Clearing and Grubbing,” and Section 19-2.7, “Subgrade Preparation, Compaction.”

Engineering Standard Specifications August 5, 2013 141

SECTION 20 LANDSCAPE CONSTRUCTION SYSTEMS
20-1 General
All materials used and work performed for Landscape Construction Systems shall be done in accordance with the City of Visalia Landscape Standard Specifi cations, hereinafter referred to as Landscape Specifications, the City of Visalia Landscape Stand ard Plans, hereinafter referred to as Landscape Standard Plans, these Specifications, Plans and other Contract Documents. The Landscape Specifications and Landscape Standard Plans are incorporated into these specifications and Contract Documents by virtue of reference. The Contractor may obtain a c opy of said documents from the City’s website at th e following address: http://www.ci.visalia.ca.us/depts/parks_n_recreation/urban_forestry/default.asp or by contacting the Urban Forestry Department at (559) 713-4384.

20-2 Measurement
Landscape Construction Systems will be measured on a lump sum basis unless noted otherwise in the Plans, Special Provisions, or other Contract Documents.

20-3 Payment
The lump sum price paid for Landscape Construction Systems shall include full compensation for furnishing all labor, materials, tools, equipment a nd incidentals and for doing all the work involved in Landscape Construction Systems as shown on the Plan s, set forth in the Landscape Specifications and Landscape Standard Plans, these Specifications, the Contract Documents, and as directed by the Engineer unless noted otherwise in the Plans, Special Provisions, or other Contract Documents.

Where no bid item for Landscape Construction System s is provided, all costs for providing Landscape Construction Systems shall be included in the vario us bid items of work; no additional payment will be made therefor.

SECTION 21 (RESERVED)

Engineering Standard Specifications August 5, 2013 142

SECTION 22 FINISHING ROADWAY
22-1 General
Section 22 includes specifications for finishing the roadway. Perform finishing activities after completing all other construction activities.

22-2 Materials
Not Used

22-3 Construction
Trim and shape graded areas without surfacing to smooth and uniform cross sections and slopes:

A. Between edge of shoulder and hinge point of slopes
B. At medians

For a graded roadbed without surfacing or pavement, trim and shape the entire roadbed to uniform cross sections and slopes.

Trim slopes of gutters without lining or surfacing to the required grade and cross section.

Do not stockpile material on finished pavement or allow material to drift across pavement. Clean finished pavement of dirt and foreign material.

Clear debris and obstructions from ditches and channels constructed under the Contract.

Clean out sewers, culverts, and other drainage faci lities and appurtenant structures constructed under the Contract.

Remove debris and excess material next to culverts, headwalls and endwalls, bridge ends, poles, posts, trees, or other objects and leave in a neat and orderly condition.

Remove from slopes any exposed material that might become loose such as rocks and roots.

Remove loose rock larger than 2-1/2 inches in maximum dimension from:

A. Between edge of shoulder and hinge point of slopes
B. At medians
C. Finished roadbed
Dispose of material resulting from finishing activities.

22-4 Payment
Not Used

Engineering Standard Specifications August 5, 2013 143

SECTION 23 (RESERVED)
SECTION 24 (RESERVED)

Engineering Standard Specifications August 5, 2013 144

SECTION 25 AGGREGATE SUBBASES
25-1 General
Section 25 includes specifications for furnishing, spreading and compacting Aggregate Subbases (AS).

This Section has been copied from State Standard Sp ecifications Section 25 “Aggregate Subbases” and has been modified for use in the City of Visalia

25-2 Materials

25-2.1 General
Aggregate for Class 1, 2, and 3 AS must be clean and consist of any combination of the following:

A. Broken stone
B. Crushed gravel
C. Natural rough surfaced gravel
D. Sand
E. Reclaimed processed asphalt concrete, portland ceme nt concrete (PCC), lean concrete base (LCB), or cement treated base (CTB).

When recycled materials listed under section 25-2.1E are being used in any mix, the Contractor shall have the material provider stockpile the materials for t he project at the manufacturing site for materials testing.

After these materials have been deemed acceptable f or use on the project, the materials in this stockp ile shall be the only materials used at the project site.

25-2.2 Class 1, Class 2, and Class 3 Aggregate Subbases When tested under California Test 202, aggregate must comply with the grading requirements for the sieve sizes shown in the following table:

Aggregate Grading
Sieve size
Percentage passing
Class 1 Class 2 Class 3
Operating
range
Contract
compliance
Operating
range
Contract
compliance
Operating
range
Contract
compliance
3" 100 100 100 100 100 100
2 1/2" 90–100 87–100 90–100 87–100 90–100 87–100
No. 4 35–70 30–75 40–90 35–95 50–100 45–100
No. 200 0–20 0–23 0–25 0–29 0–30 0–34

Aggregate must comply with the quality requirements for the classes shown in the following table:

Engineering Standard Specifications August 5, 2013 145

Aggregate Quality
Property California
Test
Class 1 Class 2 Class 3
Operating
range
Contract
compliance
Operating
range
Contract
compliance

Operating
range
Contract
compliance

Sand
equivalent
(min)
217 21 18 21 18 21 18
Resistance
(R-value)
(min)
301 -- 60 -- 50 -- 40

If the aggregate grading test results, the sand equ ivalent test results, or both comply with contract compliance requirements but not operating range req uirements, you may continue placing AS for the remainder of the work day. Do not place additional AS until you demonstrate to the Engineer the AS to be placed complies with the operating range requirements.

If the aggregate grading test results, sand equival ent test results, or both do not comply with contra ct compliance requirements, remove the AS or request a payment deduction. If your request is authorized, $2.00/CY is deducted for each noncompliant test res ult. An aggregate grading and a sand equivalent tes t represents up to (1) 500 CY or (2) 1 day's production if less than 500 CY.

25-3 Construction

25-3.1 General
Water AS under section 17.

25-3.2 Subgrade
Immediately before spreading the AS, the subgrade m ust comply with the specified compaction and elevation tolerance for the material involved and be free from loose or extraneous material.

Areas of the subgrade lower than the grade established by the Engineer may be filled with AS. AS used to fill low areas of the subgrade is not included in the quantity for payment.

25-3.3 Spreading
Deliver uniform mixtures of AS to the roadbed. Depo sit AS in layers or windrows. Spread and shape the AS to such thickness that after watering and compac ting, the completed AS is within the tolerances specified. When AS is spread and compacted the mois ture content must be uniform and sufficient to obtain the required compaction. Avoid material segr egation. AS must be free from pockets of coarse or fine material.

Where the subgrade is cohesionless sand and if authorized, you may dump AS in piles and spread it ahead in sufficient quantities to stabilize the subgrade.

Where the shown subbase thickness is 0.50 foot or less you may spread and compact the AS in one layer.

Where the shown thickness is more than 0.50 foot, spread and compact in 2 or more layers approximately equal in thickness. The compacted thickness of any one layer must not exceed 0.50 foot. At locations inaccessible to spreading equipment, spread and compact AS by any means that will produce the specified results.

Engineering Standard Specifications August 5, 2013 146

25-3.4 Compacting & Quality Control
Compact each AS layer to at least 95 percent relative compaction.

The finished surface of AS must not vary by more th an 0.04 foot above or below the grade established b y the Engineer.

Correct areas of AS that do not comply with the thi ckness shown or request a payment deduction. If you r request is authorized, the Engineer calculates the deduction by multiplying:

A. Deficient thickness less allowable tolerance
B. Planned width
C. Longitudinal distance of the deficient thickness
D. $11.00/cu yd
Prior to placing any base materials on the subbase, the subbase shall be proof-rolled with heavy pneumatic-tired equipment to identify soft pockets and areas of excess yielding. Do not proof-roll we t or saturated subgrades.

1. Completely proof-roll subgrade in the direction of travel parallel with the roadway. Limit vehicle speed to 3 mph.

2. Proof roll with a loaded 10-wheel, tandem-axle truc k or water truck weighing not less than 15 tons.

3. Excavate soft spots, unsatisfactory soils, and areas of excessive pumping or rutting, as determined by Engineer or Inspector, and replace with compacted backfill or fill as directed.

Proceed with placement of base materials only after unsatisfactory conditions have been corrected.

25-4 Measurement & Payment
Payment for Aggregate Subbase shall be at the contr act unit price per cubic yard as calculated from th e dimensions shown on the Plans, and shall include fu ll compensation for furnishing labor, materials, tools, equipment and incidentals for doing all work involv ed for Aggregate Subbase complete and in place as shown on the Plans and as specified in these Specif ications and as directed by the Engineer, and no additional compensation will be allowed therefor.

Engineering Standard Specifications August 5, 2013 147

SECTION 26 AGGREGATE BASES
26-1 General
Section 26 includes specifications for Aggregate Base (AB) materials and spreading and compacting, AB.

All aggregate base used on City of Visalia projects shall be Class 2 Aggregate Base in accordance with the requirements of this Section 26. This Section has been copied from the State Standard Specificati ons Section 26 “Aggregate Bases” and has been modified for use in the City of Visalia.

26-2 Materials

26-2.1 General
Aggregate for Class 2 AB must be clean and consist of any combination of the following:

A. Broken stone
B. Crushed gravel
C. Natural rough surfaced gravel
D. Sand
E. Processed reclaimed asphalt concrete, portland cement concrete (PCC), lean concrete base (LCB), or cement treated base (CTB)
When recycled materials listed under section 25-2.1E are being used in any mix, the Contractor shall have the material provider stockpile the materials for t he project at the manufacturing site for materials testing.

After these materials have been deemed acceptable f or use on the project, the materials in this stockp ile shall be the only materials used at the project site.

Use 3/4 inch aggregate grading unless approved othe rwise by the Engineer. Do not change your selected aggregate grading without authorization.

Aggregate for bases shall be clean from vegetable matter and other deleterious substances, and shall be of such nature that it can be readily compacted under watering and rolling to form a firm, stable base.

Existing aggregate base shall not be re-used in the new project improvements unless specifically approved by the Engineer in writing. The Contractor will be responsible for all testing costs associated with verifying that the existing aggregate meets the requirements of the specifications.

If the aggregate grading test results, sand equivalent test results, or both comply with contract compliance requirements but not operating range requirements, you may continue placing AB for the remainder of the work day. Do not place additional AB until you demo nstrate to the Engineer the AB to be placed complies with the operating range requirements.

If the aggregate grading test results, sand equival ent test results, or both do not comply with contra ct compliance requirements, remove the AB or request a payment deduction. If your request is authorized, $2.00/CY is deducted. If AB is paid by weight, the Engineer converts tons to cubic yards for the purp ose of reducing payment for noncompliant AB left in pla ce. An aggregate grading and a sand equivalent test represents up to (1) 500 CY or (2) 1 day's production if less than 500 CY. If the request is not authorized, the AB shall be removed and replaced at the Contractor’s expense.

Engineering Standard Specifications August 5, 2013 148

26-2.2 Class 2 Aggregate Base

When tested under California Test 202, aggregate mu st comply with the grading requirements for the sieve sizes shown in the following table:

Aggregate Grading
Sieve sizes
Percentage passing
1-1/2 inch maximum 3/4 inch maximum
Operating
range
Contract
compliance
Operating
range
Contract
compliance
2" 100 100 -- --
1-1/2" 90–100 87–100 -- --
1" -- -- 100 100
3/4" 50–85 45–90 90–100 87–100
No. 4 25–45 20–50 35–60 30–65
No. 30 10–25 6–29 10–30 5–35
No. 200 2–9 0–12 2–9 0–12

Aggregate must comply with the quality requirements shown in the following table:

Aggregate Quality
Property California
Test
Operating range Contract compliance
Resistance (R-value) (min) 301 -- 78
Sand equivalent (min) 217 25 22
Durability index (min) 229 -- 35

Aggregate samples must not be treated with lime, cement, or chemicals before testing for durability index.

Aggregate from untreated reclaimed processed asphal t concrete, PCC, LCB, or CTB is not considered treated.

26-3 Construction

26-3.1 General
Water AB under section 17.

26-3.2 Subgrade
Immediately before spreading AB, the subgrade or ag gregate subbase must comply with the specified compaction and elevation tolerance for the material involved and be free from loose or extraneous material.

If the subgrade or AS areas are lower than the grad e established by the Engineer they must be filled w ith subgrade or AS materials prior to the placement of AB.

26-3.3 Spreading
Deliver uniform mixtures of AB to the roadbed. Depo sit AB in layers or windrows. Spread and shape the AB to such thickness that after watering and compac ting, the completed AB is within the tolerances specified in Section 26-3.4. When AB is spread and compacted the moisture content must be uniform and Engineering Standard Specifications August 5, 2013 149

sufficient to obtain the required compaction. Avoid material segregation. AB must be free from pockets of coarse or fine material.

Where the subgrade is cohesionless sand you may dum p AB in piles and spread it ahead in sufficient quantities to stabilize the subgrade, if authorized by the Engineer.

Where the shown AB thickness is 0.50 foot or less y ou may spread and compact the AB in one layer.

Where the shown thickness is more than 0.50 foot, spread and compact in 2 or more layers approximately equal in thickness. The compacted thickness of any one layer must not exceed 0.50 foot. At locations inaccessible to spreading equipment, spread and com pact AB by any means that will obtain the specified results.

Any soft, spongy or otherwise unstable areas shall be repaired by completely removing the material and replacing it with acceptable materials in accordance with these Specifications.

26-3.4 Compacting & Quality Control
Compact each AB layer to at least 95 percent relative compaction under ASTM D1557.

The finished surface of AB must not vary by more than 0.02 foot above or below the grade established by the Engineer.

Correct areas of AB that do not comply with the des cribed thickness or request a payment deduction if AB is paid for by volume. If AB is paid by weight, the Engineer converts tons to cubic yards for the purpose of reducing payment for noncompliant AB lef t in place. If your request is authorized, the Engineer calculates the deduction by multiplying:

A. Deficient thickness less allowable tolerance
B. Planned width
C. Longitudinal distance of the deficient thickness
D. $17.00 per cubic yard or the item bid price adjusted for cubic yards, whichever is higher

Prior to placing any surfacing materials on the AB, the AB shall be proof-rolled with heavy pneumatic- tired equipment to identify soft pockets and areas of excess yielding. Do not proof-roll wet or satur ated base material.

1. Completely proof-roll base in the direction of trav el parallel with the roadway. Limit vehicle speed to 3 mph.

2. Proof roll with a loaded 10-wheel, tandem-axle truc k or water truck weighing not less than 15 tons.

3. Excavate soft spots, unsatisfactory soils, and areas of excessive pumping or rutting, as determined by Engineer or Inspector, and replace with compacted base or as directed.

Proceed with placement of surfacing materials only after unsatisfactory conditions have been corrected.

26-4 Measurement & Payment
Payment for Class 2 AB shall be at the contract uni t price per ton. The contract price paid for Class 2 AB shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals and for doing all work involved in hauling, placing, gr ading, compaction and watering, and constructing Engineering Standard Specifications August 5, 2013 150

aggregate base, complete in place as shown on the p lans and as specified in the Specifications, and as directed by the Engineer. Quantities shall be measu red in accordance with the provisions of these specifications.

Payment for the weight of material will be determined by deducting from the weight of material delivered to the work, the weight of water in the material at the time of delivery to the job, as determined by Test Method California No. 226, in excess of one percent age (1%) point more than the optimum moisture content as determined by ASTM D1557. Payment for th e weight of water deducted as provided herein shall not be made.

Existing aggregate base shall not be re-used in the new project improvements unless specifically approved by the Engineer in writing. The Contractor shall b e responsible for all materials testing required to verify that the existing aggregate base is suitable for re use where proposed. As a part of the Contractor’s bid he shall not assume that there is an existing AB layer under the existing pavement, or that this AB layer can be re-used in the project, or that the Contractor c an receive money from recycling or selling the exis ting AB. Any assumptions made by the Contractor are at his own risk and no additional compensation will be provided therefor.

Aggregate base used for items other than the structural street and paving sections shown on the plans shall not be charged as part of the contract line item ”C lass 2 AB”. Aggregate base used for trench and structure backfill in trenches or excavations, temporary traffic lanes, over excavation, or for any use other than the specified street structural section must b e considered part of the contract line item related to that work and, unless written authorization is obtained from the Engineer, may not be charged to the line i tem “Class 2 AB”.

Engineering Standard Specifications August 5, 2013 151

SECTION 27 BITUMINOUS SEALS
27-1 General
Bituminous Seals shall be as specified in Section 3 7, “Bituminous Seals,” of the State Standard Specifications.

27-2 Payment
Bituminous Seals will be paid for by the ton in acc ordance with Caltrans Section 37 or by the square yard as shown on the bid item schedule. If seals are be ing paid for by the square yard, the deductions lis ted in Caltrans Section 37 will still apply. The contract price paid for the Bituminous Seals shall include full compensation for furnishing all labor, materials, t ools, equipment and incidentals and for doing all w ork involved in noticing the public, clearing the roadw ays, cleaning the roadway, preparing the roadway, traffic control, spreading, placing, and curing, striping and pavement marking replacement, and pavement marker replacement complete in place as shown on the Plans and as specified in the Specifications, and as directed by the Engineer.

Engineering Standard Specifications August 5, 2013 152

SECTION 28 HOT MIX ASPHALT
28-1 General
Hot Mix Asphalt shall comply with this Section 28 “ Hot Mix Asphalt,” and the State Standard Specification Section 39 “Hot Mix Asphalt.” Where requirements and provisions are shown in both this Section 28 “Hot Mix Asphalt” and Section 39 “Hot Mi x Asphalt” of the State Standard Specifications, th e requirements and provisions of this Section 28 shal l take precedence and govern over the State Standar d Specifications.

28-1.1 Summary
Section 28-1 includes general specifications for producing and placing hot mix asphalt (HMA) by mixing aggregate and asphalt binder at a mixing plant and spreading and compacting the HMA mixture. All HMA shall be Type B and shall conform to the provis ions in Section 39 of the State Standard Specifications, these Specifications, and the Contract Specifications.

In the City of Visalia all HMA shall be Type “B” as phalt concrete with 3/4" aggregate gradation and PG 64-10 liquid asphalt binder where the total HMA pav ement thickness is equal to or greater than 2” in depth unless approved otherwise by the Engineer with the following exceptions:

A. For City of Visalia Trail projects all HMA shall be Type “B” asphalt concrete with 1/2" aggregate gradation and PG 64-10 liquid asphalt binder.

B. Where not otherwise specified Type “B” asphalt conc rete with 1/2" gradation and PG 64-10 liquid asphalt binder shall only be used where note d on the Plans, Standard Drawings, these Specifications, the Contract Specifications or wher e specifically approved by the Engineer in writing.

C. Where a total HMA pavement thickness of less than 2 ” is specified on the plans, see the Plans and Contract Specifications for the type of HMA that shall be used.

28-1.2 Definitions

coarse aggregate: Aggregate retained on a no. 4 sieve.

fine aggregate: Aggregate passing the no. 4 sieve.

supplemental fine aggregate: Aggregate passing the no. 30 sieve, including hydr ated lime, portland cement, and fines from dust collectors.

28-2 Materials

28-2.1 Geosynthetic Pavement Interlayer
Geosynthetic pavement interlayer must comply with t he specifications for pavement fabric, paving mat, paving grid, paving geocomposite grid, or geocompos ite strip membrane of the State Standard Specifications.

28-2.2 Tack Coat
Tack coat must comply with the specifications for a sphaltic emulsion or asphalts of the State Standard Specifications and shall be as specified in Section 28-6.3.

Engineering Standard Specifications August 5, 2013 153

Notify the Engineer if you dilute asphaltic emulsio n with water. The weight ratio of added water to asphaltic emulsion must not exceed 1 to 1.

Measure added water either by weight or volume in c ompliance with section 9-1.02 of the State Standard Specifications or you may use water meters from the California Water Service Co. If you measure water by volume, apply a conversion factor to determine the correct weight.

With each dilution, submit:

A. Weight ratio of water to bituminous material in the original asphaltic emulsion B. Weight of asphaltic emulsion before diluting
C. Weight of added water
D. Final dilution weight ratio of water to asphaltic emulsion

28-2.3 Asphalt Binder
Asphalt binder in HMA shall be performance graded P G 64-10 and shall comply with the State Standard Specifications for asphalts.

Asphalt binder for geosynthetic pavement interlayer must comply with the State Standard Specifications for asphalts.

28-2.4 Aggregate
Aggregate must be clean and free from deleterious substances.

The specified aggregate gradation may be determined before the addition of asphalt binder or from hot mix asphalt samples delivered to the site as direct ed by the Engineer and includes supplemental fine aggregate. The City tests for aggregate grading und er ASTM C136 & C117 or California Test 202, modified by California Test 105 if there is a diffe rence in specific gravity of 0.2 or more between th e coarse and fine parts of different aggregate blends . The City tests for aggregate gradation of extrac ted samples using ASTM D5444 or equivalent method.

Choose sieve size TV within each TV limit presented in the aggregate gradation tables.

The proposed aggregate gradation must be within the TV limits for the specified sieve sizes shown in t he following tables:

Engineering Standard Specifications August 5, 2013 154

Aggregate Gradation
(Percentage Passing)
HMA Type B

3/4-inch HMA Type B
Sieve sizes TV limits Allowable tolerance
1" 100 --
3/4" 95–100 TV ± 4
1/2" 85–95 TV ± 5
3/8” 65-80 TV ± 6
No. 4 45–55 TV ± 7
No. 8 32–40 TV ± 5
No. 30 12–21 TV ± 4
No. 200 2.0–7.0 TV ± 2
The 3/4 -inch HMA Type B gradation limits have b een modified from the 2010 State Standard Specifications to fit the specific requirements of the City of Visalia.

1/2-inch HMA Type B
Sieve sizes TV limits Allowable tolerance
3/4" 100 —
1/2" 95–99 TV ± 6
3/8" 75–95 TV ± 6
No. 4 55–66 TV ± 7
No. 8 38–49 TV ± 5
No. 30 15–27 TV ± 4
No. 200 2.0–8.0 TV ± 2

Before the addition of asphalt binder and lime trea tment, aggregate must have the values for the quali ty characteristics shown in the following table:

Aggregate Quality
Quality characteristic Test method HMA type

A B RHMA-G OGFC
Percent of crushed particles
Coarse aggregate (% min.)
One fractured face
Two fractured faces
Fine aggregate (% min)
(Passing no. 4 sieve
and retained on no. 8 sieve.)
One fractured face
California
Test 205

90 75

70 25
--

20 --
90 70

90 75

90 Los Angeles Rattler (% max.)
Loss at 100 rev.

Loss at 500 rev.

California
Test 211

12 45

--
50 12
40 12
40 Sand equivalent (min.) a California
Test 217
47 42 47 --
Fine aggregate angularity
(% min.)
b
California
Test 234
45 45 45 --
Flat and elongated particles
(% max. by weight @ 5:1)
California
Test 235
10 10 10 10
a Reported value must be the average of 3 tests from a single sample. b The Engineer waives this specification if HMA contains less than 10 percent of nonmanufactured sand by weight of total aggregate. Manufactured sand is fine aggregate produced by crushing rock or gravel.

Engineering Standard Specifications August 5, 2013 155

28-2.5 Reclaimed Asphalt Pavement
HMA may be produced using Reclaimed Asphalt Pavemen t (RAP) in accordance with Section 39-1.02F of the State Standard Specifications. Section 39-1 .02F has been copied below for reference. All RAP must meet the requirements of the State Standard Specifications.

You may produce HMA Type A or B, using RAP. HMA pro duced using RAP must comply with the specifications for HMA, except aggregate quality specifications do not apply to RAP. You may substitute RAP aggregate for a part of the virgin aggregate in HMA in a quantity not exceeding 15.0 percent of th e aggregate blend. Do not use RAP in OGFC and RHMA-G.

Assign the substitution rate of RAP aggregate for virgin aggregate with the JMF submittal. The JMF must include the percent of RAP used. If you change your assigned RAP aggregate substitution rate by more than 5 percent (within the 15.0 percent limit), submit a new JMF.

Process RAP from asphalt concrete. You may process and stockpile RAP during the entire project.

Prevent material contamination and segregation. Sto re RAP in stockpiles on smooth surfaces free of debris and organic material. Processed RAP stockpiles must be only homogeneous RAP.

28-3 Hot Mix Asphalt Design Requirements
HMA mix shall be designed in accordance with Section 39-1.03 of the State Standard Specifications. The Engineer will not be performing testing verificatio n as described in Section 39-1.03E or 39-1.03F of t he State Standard Specifications.

The Contractor shall provide the City with HMA mix test results and design mix for approval from the HMA supplier prior to construction. The HMA mix design provided by the supplier must be dated within one-year of the date submitted. A Certificate of Co mpliance from the Batch Plant is required. The Contractor shall be responsible for providing the C ity with Certificates of Compliance and any other submittal/information/testing the City feels is nec essary to verify that the HMA complies with the Contract Specifications.

28-4 Contractor Quality Control & City Quality Assurance

28-4.1 Contractor Quality Control
The Contractor shall be solely responsible for esta blishing, maintaining, and changing a quality contr ol system to ensure materials and work comply with the Specifications, Plans, and Contract Documents.

It shall be the responsibility of the Contractor to set up a pre-paving conference with the Inspector and Engineer at a mutually agreed time and place prior to paving activities to discuss methods of performi ng the production of the paving work.

28-4.2 City Quality Assurance
The City of Visalia will be performing quality assu rance testing of the HMA throughout the duration of the construction project for City Public Projects. Acceptance of the material placed will be based on the results of the quality assurance testing performed. Any testing required in addition to the original tests due to the failure of the materials to meet Contract Specifications shall be paid for by the Contractor.

For Non-Public projects, the Contractor shall be re sponsible for all costs involved with providing samples, material testing, and compaction testing, as required for acceptance by the City Inspector an d Engineer. The Contractor shall be responsible for providing all test results to the City for acceptan ce of the materials placed.

Engineering Standard Specifications August 5, 2013 156

The asphalt content of the HMA mixture will be dete rmined by extraction tests in conformance with the requirements of ASTM D2172, ASTM D6307 or Caltrans Test Method 382. The asphalt binder content percentage bitumen ratio (pounds of asphalt per 100 pounds of dry aggregate including supplemental fin e aggregate if used) shall not vary by more than 0.40% of asphalt above or below the amount designated by the approved HMA mix submittals. Compliance with t his requirement will be determined by testing samples taken from the mat behind the paver before initial or breakdown compaction of the mat. If the Contractor requests, and if the City authorizes, sa mples may be taken from the plant, truck, windrow, or paver hopper.

Average in-place density will be determined by nucl ear gage in conformance with California Test 375, ASTM D2950, or equivalent method approved by the En gineer. Percent of theoretical maximum density shall be determined by laboratory specimens tested in accordance with California Test 309. The HMA will be tested at intervals as required by the City of Visalia. HMA shall be compacted to a percentag e of maximum theoretical density of 91% to 97% when comp ared to laboratory specimens tested in accordance with California Test 309.

For percent of maximum theoretical density, the Eng ineer determines a deduction for each test result outside the specifications using the reduced payment factors shown in the following table:

Reduced Payment Factors for Percent of Maximum Theo retical Density HMA Type A and B
and RHMA-G
percent of
maximum
theoretical density
Reduced payment
factor
HMA Type A and B
and RHMA-G
percent of
maximum
theoretical density
Reduced payment
factor

91.0 0.0000 97.0 0.0000

90.9 0.0125 97.1 0.0125

90.8 0.0250 97.2 0.0250

90.7 0.0375 97.3 0.0375

90.6 0.0500 97.4 0.0500

90.5 0.0625 97.5 0.0625

90.4 0.0750 97.6 0.0750

90.3 0.0875 97.7 0.0875

90.2 0.1000 97.8 0.1000

90.1 0.1125 97.9 0.1125

90.0 0.1250 98.0 0.1250

98.1 0.1375

98.2 0.1500

98.3 0.1625

98.4 0.1750

98.5 0.1875

98.6 0.2000

98.7 0.2125

98.8 0.2250

98.9 0.2375

99.0 0.2500

< 90.0 Remove and
replace

> 99.0 Remove and
replace

Any HMA that has a percent of maximum theoretical d ensity of less than 90.0% or greater than 99.0% shall be removed and replaced by the Contractor at no cost to the City.

Engineering Standard Specifications August 5, 2013 157

If HMA materials do not meet the requirements of th e specifications as determined by quality assurance testing, the Engineer shall have the option to orde r the Contractor to remove and replace the HMA, as directed by the Engineer, with acceptable materials or reduce the payment for the HMA. Any removals and replacements required shall be paid for by the Contractor.

28-4.3 Dispute Resolution
If any disputes arise concerning HMA density or qua lity of materials, the disputes shall be resolved b y taking density cores and testing briquettes in acco rdance with State Standard Specification Sections 3 9-

1.04F through 39-1.04G. One density core shall rep resent up to 250 tons of HMA. The Contractor shall be responsible for providing all materials, equipment, and labor for performing the cores and for repairing all cored locations to the satisfaction of the Engi neer. The Contractor will also be responsible for providing all traffic control necessary to perform coring and repairs. The cores shall be taken in th e presence of the Inspector and shall be given directly to the testing laboratory. All costs will be paid for by the Contractor at no additional cost to the City.

28-5 Production
Production HMA shall comply with the requirements o f Section 39-1.08, “Production” of the State Standard Specifications.

28-6 Subgrade, Tack Coat, and Geosynthetic Pavement Layer

28-6.1 General
Prepare subgrade or apply tack coat to surfaces receiving HMA. If specified, place geosynthetic pavement interlayer over a coat of asphalt binder.

28-6.2 Subgrade
Subgrade and base to receive HMA must comply with t he compaction and elevation tolerance specifications in the sections for the material inv olved. Subgrade and base must be free of loose and extraneous material. If HMA is paved on existing ba se or pavement, remove loose paving particles, dirt , and other extraneous material by any means includin g flushing and sweeping. HMA shall not be placed on wet or saturated subgrade or base materials.

28-6.3 Tack Coat
A tack coat of grade SS-1h emulsified asphalt at an approximate rate of 0.05 to 0.10 gallon per square yard (0.23 to 0.45 liter per square meter) shall be uniformly applied upon the existing pavement, any paving course, if the surface is such that a satisf actory bond cannot be obtained between it and a succeeding course, all vertical surfaces, gutters, cold paving joints, manholes and the like, shall be painted immediately before the adjoining HMA is placed.

The surface shall be free of water, foreign materia l, or dust, when the tack coat is applied. To minim ize public inconvenience, no greater area shall be trea ted in any one day than is planned to be covered by HMA during the same day. Close areas receiving tac k coat to traffic. Do not track tack coat onto pavement surfaces beyond the job site.

Unless otherwise specified in the Specifications, S S-1h emulsified asphalt shall be applied at the temperatures of 75 degrees F to 130 degrees F. The SS-1h can be cut back with water at the approximat e rate of 50 percent.

Engineering Standard Specifications August 5, 2013 158

Full compensation for tack coat material and applic ation shall be considered as included in the contra ct unit price paid per ton for hot mix asphalt, and no additional compensation will be allowed, therefore . If no hot mix asphalt bid item is included, the cost w ill be considered included in the various bid items to which the work is associated with; no additional compensation will be allowed therefor.

28-6.4 Geosynthetic Pavement Interlayer
Geosynthetic pavement interlayer will only be used where shown on the Plans or specified in the Contract Specifications. Place geosynthetic pavement interlayer under the manufacturer's instruction.

Before placing the geosynthetic pavement interlayer and asphalt binder:

A. Repair cracks 1/4 inch and wider, spalls, and holes in the pavement. These repairs are not change order work.

B. Clean the pavement of loose and extraneous material.

Immediately before placing the interlayer, apply 0. 25 ± 0.03 gal of asphalt binder per square yard of interlayer or until the fabric is saturated. Apply asphalt binder the width of the geosynthetic paveme nt interlayer plus 3 inches on each side. At interlaye r overlaps, apply asphalt binder on the lower inter layer the same overlap distance as the upper interlayer.

Asphalt binder must be from 285 to 350 degrees F an d below the minimum melting point of the geosynthetic pavement interlayer when applied.

Align and place the interlayer with no folds that r esult in a triple thickness, except that triple thi ckness layers less than 1 inch in width may remain if less than 1/2 inch in height. Folds that result in a triple layer greater than a 1 inch width must be slit and overlapped in a double thickness at least 2 inches in width.

The minimum HMA thickness over the interlayer must be 0.12 foot thick, including conform tapers. Do not place the interlayer on a wet or frozen surface.

Overlap the interlayer borders from 2 to 4 inches. In the direction of paving, overlap the following r oll with the preceding roll at any break.

You may use rolling equipment to correct distortions or wrinkles in the interlayer.

If asphalt binder tracked onto the interlayer or br ought to the surface by construction equipment caus es interlayer displacement, cover it with a small quantity of HMA.

Before placing HMA on the interlayer, do not expose the interlayer to:

A. Traffic, except for crossings under traffic control, and only after you place a small HMA quantity B. Sharp turns from construction equipment
C. Damaging elements
Pave HMA on the interlayer during the same work shift.

28-7 Spreading and Compacting Equipment

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28-7.1 General
HMA shall be spread with an asphalt paver and shall be compacted by any means to obtain the specified density and surface finish to the lines, grades and cross section shown on the plans.

Paving equipment for spreading must be:

A. Self-propelled
B. Mechanical
C. Equipped with a screed or strike-off assembly that can distribute HMA the full width of a traffic lane
D. Equipped with a full-width compacting device
E. Equipped with automatic screed controls and sensing devices that control the thickness, longitudinal grade, and transverse screed slope
Install and maintain grade and slope references. The screed must produce a uniform HMA surface texture without tearing, shoving, or gouging. The paver mu st not leave marks such as ridges and indentations, unless you can eliminate them by rolling.

Rollers must be equipped with a system that prevent s HMA from sticking to the wheels. You may use a parting agent that does not damage the HMA or impede the bonding of layers.

At locations where the HMA is to be placed over areas inaccessible to an asphalt paver, the HMA shall be spread by any means that will obtain the specified results and shall be compacted to the specified den sity and to the required lines, grades and cross sections.

28-8 Transporting, Spreading, and Compacting

28-8.1 General
Do not pave HMA on wet or a frozen surface surfaces.

You may deposit HMA in a windrow and load it in the paver if:

A. Paver is equipped with a hopper that automatically feeds the screed B. Loading equipment can pick up the windrowed materia l and deposit it in the paver hopper without damaging base material
C. Activities for deposit, pickup, loading, and paving are continuous D. HMA temperature in the windrow does not fall below 260 degrees F In areas less than 5 feet wide and outside the trav eled way, including shoulders, you may use mechanic al equipment other than a paver for these areas. The e quipment must produce uniform smoothness and texture.

HMA handled, spread, or windrowed must not stain th e finished surface of any improvement, including pavement.

Do not use petroleum products such as kerosene or d iesel fuel to release HMA from trucks, spreaders, o r compactors.

Engineering Standard Specifications August 5, 2013 160

HMA must be free of:

A. Segregation
B. Coarse or fine aggregate pockets
C. Hardened lumps
D. Checking
Longitudinal joints in the top layer must match spe cified lane edges. Alternate the longitudinal joint offsets in the lower layers at least 0.5 foot from each side of the specified lane edges. You may requ est other longitudinal joint placement patterns.

Until the adjoining through lane's top layer has been paved, do not pave the top layer of:

1. Shoulders

2. Tapers

3. Transitions

4. Road connections

5. Driveways

6. Curve widenings

7. Chain control lanes

8. Turnouts

9. Turn pockets

If the number of lanes changes, pave each through l ane's top layer before paving a tapering lane's top layer. Simultaneous to paving a through lane's top layer, you may pave an adjoining area's top layer, including shoulders. Do not operate spreading equip ment on any area's top layer until completing final compaction.

If leveling with HMA is specified, fill and level i rregularities and ruts with HMA before spreading HM A over the base, existing surfaces, or bridge decks. You may use mechanical equipment other than a paver for these areas. The equipment must produce uniform smoothness and texture.

If placing HMA against the edge of existing pavement, sawcut or grind the pavement straight and vertical along the joint and remove extraneous material.

Rolling must leave the completed surface compacted and smooth without tearing, cracking, or shoving.

Complete finish rolling activities before the pavement surface temperature is:

1. Below 150 degrees F for HMA with unmodified binder

2. Below 140 degrees F for HMA with modified binder

If a vibratory roller is used as a finish roller, turn the vibrator off.

Do not allow traffic on new HMA pavement until its surface temperature is below 160 degrees F.

If you request and if authorized, you may cool HMA Type B with water when rolling activities are complete. Apply water under Section 17.

If any deficiencies or irregularities occur within the HMA it shall be removed and replaced at the Contractor’s expense as directed by the Engineer.

Engineering Standard Specifications August 5, 2013 161

28-8.2 Spreading HMA
In addition to the general requirements of these Sp ecifications, asphalt paving equipment shall be equipped with automatic screed controls and a sensi ng device or devices. When placing HMA to lines and grades established by the Engineer, the automat ic controls shall control the longitudinal grade an d transverse slope of the screed. Grade and slope re ferences shall be furnished, installed and maintained by the Contractor.

HMA shall be spread and compacted in layers according to the following table. All thicknesses shown i n the table are compacted thicknesses. The top layer shall not exceed the dimensions listed in the following table. All lower layers shall not exceed 0.25 - fo ot in compacted thickness. The minimum thickness f or each compacted layer shall be 2 inches. These requ irements may be modified where specifically approved by the Engineer in writing.

Total Thickness
Shown on Plans
No. of
Layers
Top Layer
Thickness
Next Lower Layer
Thickness
All Other Lower
Layers Thickness
Min. Max. Min. Max. Min. Max.
3 or Less One - - - - - - - - - - - - - - - - - - - - - - - - 3-1/2 One* - - - - - - - - - - - - - - - - - - - - - - - - 4 through 5 2 2 2-1/2 2 3 - - - - - - - -
5-1/2 or more ** 2 3 2 3 2 3

* It shall be the Contractor’s responsibility to us e the appropriate equipment and procedures to meet compaction requirements.
** At least 2 layers if total thickness is 5-1/2 in ches. At least 3 layers if total thickness is more than 6 inches and less than 11 inches. At least 4 layers if total thickness is 11 inches or more.

When placing the initial mat of HMA on existing pav ement, the end of the screed nearest the centerline shall be controlled by a sensor activated by a ski device. The end of the screed farthest from centerl ine shall be controlled by a sensor activated by a simi lar ski device. When paving contiguously with previously placed mats, the end of the screed adjac ent to the previously placed mat shall be controlle d by a sensor that responds to the grade of the previous ly placed mat and will reproduce the grade in the n ew mat within a 0.01 - foot tolerance. The end of the screed farthest from the previously placed mat sha ll be controlled in the same manner as when placing the initial mat.

Should the methods and equipment furnished by the C ontractor fail to produce a layer of HMA conforming to the Section 28-9 “Smoothness” require ments, the paving operations shall be discontinued and the Contractor shall modify his equipment or furnish substitute equipment.

Should the automatic screed controls fail to operat e properly during any day's work, the Contractor ma y use manual control of the spreading equipment for t he remainder of that day, however, the equipment shall be corrected or replaced with alternative aut omatically controlled equipment conforming to the requirements in this section before starting another day's work.

Engineering Standard Specifications August 5, 2013 162

When multiple layers of HMA are required by the Eng ineer or these Specifications the Contractor shall offset seams of adjacent layers of HMA by twelve in ches (12”) minimum. The Contractor shall make every effort to lay HMA so that seams on the travel course shall match proposed lane lines as noted on the project striping plans.

28-8.3 Temperatures
HMA shall not be placed when the atmospheric temper ature is below 50 degrees F or during unsuitable weather. All HMA paving shall be applied to dry ground.

At the time of delivery to the site of the work, th e temperature of mixture shall not be lower than 26 0 degrees F or higher than 320 degrees F, the lower l imit to be approached in warm weather and the highe r in cold weather. The temperature of the asphalt at the time it is spread shall be within the above mentioned limits, materials that do not meet these temperature requirements will be rejected, and removed and disposed of at the Contractors expense and no compensation will be allowed for the material.

No layer shall be placed over a layer until the temperature at the surface, of the existing layer, is not more than 160 degrees F.

28-8.4 Compacting
Compacting equipment shall conform to all the gener al requirements of this Section. HMA shall be thoroughly compacted by rolling. Each roller shall have a separate operator. Rollers must be self- propelled and reversible. It shall be the Contract or’s responsibility to determine the type of equipm ent, number of rollers, number of roller passes, and all other general process means and methods to produce a final HMA section that meets all of the requirements of this Section 28.

Self-propelled compacting rollers shall meet the following criteria:

A. Each roller manufactured after 1998 shall have a Ma nufacturer’s identification plate that is readily accessible and readable with the following information:

1. Name of Manufacturer.

2. Model Number.

3. Static pounds per lineal inch (PLI) (newton per millimeter (N/mm)) of each drum.

4. Static PLI (N/mm) of ballasted drum

5. PLI (N/mm) of each drum in vibratory mode.

Contractors using rollers manufactured prior to 1999 shall have the manufacturer’s specifications, providing the information requested above, available to the Engineer upon request. Any roller not having this information shall not be used and shall be removed from the jobsite.

B. Tandem rollers in the static mode used for breakdow n or intermediate rolling shall be such that the ballasted or unballasted weight on at least one drum is a minimum of 250 PLI (44 N/mm).

C. Vibratory rollers used for breakdown or intermediate rolling shall have a compactive effort of not less than 250 PLI (44N/mm) of centrifugal force at the setting indicated by the manufacturer’s ID plate.

D. Finish rolling shall be performed by static or vibratory steel rollers in static mode E. Pneumatic-tired rollers used for intermediate rolli ng shall be the oscillating type having a width of not less than 4 feet and equipped with pneumatic -tires of equal size and diameter, having treads satisfactory to the Engineer. Wobble-wheel rollers will not be permitted. The tires shall be Engineering Standard Specifications August 5, 2013 163

so spaced that the gap between adjacent tires will be covered by the tread of the following tire.

The tires shall be inflated to 90 psi or such lower pressure as designated by the Engineer, and maintained so that the air pressure will vary not m ore than 5 psi from the designated pressure.

Pneumatic-tired rollers shall be so constructed tha t the total mass of the roller can be varied to produce an operating mass per tire of not less than 2,000 pounds. The total operating mass of the roller shall be varied as directed by the Engineer.

Other rollers may be used subject to approval of th e Engineer. All rollers must be maintained in good mechanical condition. Those that cannot be driven along a straight path, operated without jerking, or the amplitude or frequency cannot be adjusted shall not be used and shall be removed from the Work site. No leakage of petroleum products from any roller shall be allowed to come in contact with pavement being constructed, nor shall any roller be permitted to s tand motionless on any portion of the work. The surfaces of all roller wheels shall be treated with sufficient water to prevent the pickup of bitumino us materials, but under no circumstances shall the qua ntity of water used be detrimental to the surface o f pavement being rolled.

As soon as the layer of HMA has been placed the bre akdown rolling shall commence. If the asphalt binder for HMA Type B is unmodified asphalt binder, complete:

1. First coverage of breakdown compaction before the surface temperature drops below 250 degrees F

2. Breakdown and intermediate compaction before the surface temperature drops below 200 degrees F

3. Finish compaction before the surface temperature drops below 150 degrees F

If the asphalt binder for HMA Type B is modified asphalt binder, complete:

1. First coverage of breakdown compaction before the surface temperature drops below 240 degrees F

2. Breakdown and intermediate compaction before the surface temperature drops below 180 degrees F

3. Finish compaction before the surface temperature drops below 140 degrees F

Rolling shall be commenced along the lower edge of the area to be rolled and continued until the edge is thoroughly compacted, after which the roller shall progress toward the highest portion, unless directe d otherwise by the Engineer or Inspector. All areas shall be rolled in a like manner.

Rolling shall be performed so that cracking, shoving or displacement will be avoided.

Upon completion of rolling operations, if ordered by the Engineer, the HMA or HMA base may be cooled by applying water.

The completed surfacing shall be thoroughly compacted, smooth, and free from ruts, humps, depressions, or irregularities. Any ridges, indentations or oth er objectionable marks left in the surface of the H MA by blading or other equipment shall be eliminated by r olling or other means. The use of any equipment th at leaves ridges, indentations, or other objectionable marks in the HMA shall be discontinued, and acceptable equipment shall be furnished by the contractor.

Average in-place density will be determined by nucl ear gage in conformance with California Test 375, ASTM D2950, or equivalent method approved by the En gineer. Percent of theoretical maximum density shall be determined by laboratory specimens tested in accordance with California Test 309. The HMA will be tested at intervals as required by the City of Visalia. HMA shall be compacted to percentage of maximum theoretical density of 91% to 97% when comp ared to laboratory specimens tested in accordance with California Test 309.

Engineering Standard Specifications August 5, 2013 164

28-8.5 Headers
2" x 6" redwood headers or any specie pressure treated wood shall be installed along the unrestrained/free edges of all hot mix asphalt pavement sections. Th e headers shall have a firm bearing on the header subgrade and the top edges shall be set to conform to the grade of the proposed street grade. Side stakes 2 inches by 3 inches, 18 inches long, or longer, and spaced not over 4 feet apart, shall be driven on th e outside of the headers to a depth of 1 inch below t he top edge and then nailed to the header with galvanized nails. The joints between the individua l boards being used as headers shall be spliced wit h a 1-inch by 6 inches, 24 inches long board, of the sa me type as the headers. Payment for furnishing all labor, equipment, tools, and materials to install h eaders complete in place shall be considered includ ed in the various bid items to which this work is associa ted with; no additional compensation will be provid ed therefor.

28-8.6 Joints
Joints between successive runs shall be vertical an d at right angles to the line of the improvement. Care shall be exercised in connection with the construct ion of all joints to ensure that the surface of the pavement is true to grade and cross section. Lapped joints will not be permitted.

When terminating paving operations for the day, the Contractor shall construct temporary hot-mix ramps at all vertical joints which are greater than 1-1/2 inches in height and transverse to through traffic .

Temporary hot-mix ramp dimensions and compaction sh all be approved by the Engineer. Prior to resuming paving operations, the Contractor shall remove temporary hot-mix ramps to provide for vertica l face and a full depth lift joint and apply a tack coat to the faces of the joint.

In locations where new HMA paving abuts existing asphalt concrete that is less than eight years old, or as directed by the City Engineer, all joints shall be required to be finished using an approved heater-re mix process to provide a seamless joint with the existing pavement.

28-9 Smoothness

28-9.1 Straightedge
The top layer of HMA pavement must not vary from the lower edge of a 10-foot straightedge:

A. More than 0.01 foot when the straightedge is laid parallel with the centerline B. More than 0.02 foot when the straightedge is laid p erpendicular to the centerline and extends from edge to edge of a traffic lane
C. More than 0.02 foot when the straightedge is laid perpendicular to the centerline and extends edge to edge on any portion of the roadway that is required to have a consistent cross slope D. More than 0.02 foot when the straightedge is laid within 24 feet of a pavement conform

28-9.2 Smoothness Correction
If the top layer of HMA pavement does not comply wi th the smoothness specifications, grind and place an overlay of HMA, or remove and replace it. Grind and overlay methods shall only be allowed where specifically approved by the engineer. Do not star t corrective work until your choice of methods is authorized by the Engineer.

Corrected HMA pavement areas must be uniform rectangles with edges:

A. Parallel to the nearest HMA pavement edge or lane line Engineering Standard Specifications August 5, 2013 165

B. Perpendicular to the pavement centerline
Measure the corrected HMA pavement surface with a 1 0-foot straightedge and correct the pavement to within specified tolerances. All repairs shall be c ompleted to meet the requirements of the Contract Documents at the Contractor’s expense and no additional payment will be made therefor.

28-10 Additional Testing and Requirements
When compacted, the new asphalt pavement shall be a t the elevations and slopes shown on the plans and shall meet all of the requirements of the Plans, Sp ecifications, and other Contract Documents. Where the new pavement abuts concrete curb and gutter, vee gu tter, drive approaches or other concrete improvements used to drain the roadway, the pavemen t edge shall be one-eighth of one inch (1/8”) to three-eights of one inch (3/8”) higher than the adj acent concrete improvement, except at the bottom of curb return accessibility ramps or other accessibil ity ramps where the new pavement edge shall be flus h.

The surface shall be smooth, without humps or depre ssions. Deviation from this tolerance shall be cau se for rejection of the surfacing. Any areas that are found to be out of compliance with these requireme nts shall be removed and replaced at the Contractor’s expense.

All hot mix asphalt surfaces shall be water tested prior to acceptance. The Contractor shall coordina te with the inspector to schedule the water testing an d all testing shall be performed in the presence of the inspector. The entire asphalt surface shall be flo oded with water to identify deficient areas. Any a reas that are found to be out of compliance with the spe cification requirements shall be removed and replaced, as approved by the Engineer, at the Contractor’s expense.

28-11 Measurement and Payment
Payment for Hot Mix Asphalt used for roadway constr uction shall be at the contract unit price per ton.

The contract price paid for Hot Mix Asphalt shall i nclude full compensation for furnishing all labor, materials, tools, equipment and incidentals and for doing all work involved in sawcutting, grinding, t ack coating, hauling, placing, spreading, compacting, f inishing, and constructing HMA, complete in place a s shown on the plans and as specified in the Specific ations, the Contract Documents and as directed by t he Engineer. Quantities shall be measured in accordance with the provisions of these Specifications.

Hot Mix Asphalt used for items other than the struc tural street and paving sections shown on the plans or required by the Contract Documents shall not be cha rged as part of the contract line item ”Hot Mix Asphalt.” HMA used for constructing dikes, drive a pproaches, temporary traffic lanes, trench resurfacing, or for any use other than the specifie d road structural section must be considered part o f the contract line item related to that work and, unless written authorization is obtained from the Enginee r, may not be charged to the line item “Hot Mix Asphal t”.

Where no bid item for Hot Mix Asphalt is provided, all costs for providing Hot Mix Asphalt shall be included in the various bid items of work to which the work relates; no additional payment will be mad e therefor.

Engineering Standard Specifications August 5, 2013 166

SECTION 29 STORM DRAINAGE AND SANITARY SEWER FACILITIES 29-1 General
This work shall consist of furnishing all gravity s ewer facilities including main pipelines, branch fi ttings, building or house branches (services), manholes, st ub-outs, lampholes, and other sewer facilities and all gravity storm drainage facilities including main pi pelines, manholes, laterals, drainage inlets, stub outs, and other storm drainage facilities as shown on the Plans, as specified in the Specifications, and as directed by the Engineer, including testing and int ernal inspection of all pipes and structures after installation.

QUALITY ASSURANCE: Unless otherwise indicated, all referenced standards shall be the latest edition available at the time of bidding. Any requirements of these Specifications shall in no way invalidate the minimum requirements of the referenced standards.

ASTM C33 Standard Specification for Concrete Aggregates

ASTM C76 Standard Specification for Reinforced Concrete Culv ert, Storm Drain, and Sewer Pipe

ASTM Cl50 Standard Specification for Portland Cement

ASTM C36l Standard Specification for Reinforced Concrete Low- Head Pressure Pipe

ASTM C443 Standard Specification for Joints for Circular Conc rete Sewer and Culvert Pipe, using rubber gaskets

ASTM C478 Standard Specification for Precast Reinforced Concr ete Manhole Sections

ASTM A615 Standard Specification for Deformed and Plain Carbo n Steel Bars for Concrete Reinforcement

ASTM F679 Standard Specification for polyvinyl chloride (PVC) , Large Diameter Plastic Gravity Sewer Pipe and Fittings

ASTM D3034 Standard Specification for Polyvinyl Chloride PVC P ipe & Fittings
ASTM F1336 Standard Specification for Poly(Vinyl Chloride) (PV C) Gasketed Sewer Fittings

ASTM F477 Elastomeric Seals (Rubber Gaskets) for PVC Pipe ASTM D3212 Standard Specification for joints for drain and sew er plastic pipes using flexible elastomeric seals
ASTM C700 Standard Specification for Vitrified Clay Pipe, Ext ra Strength, Standard Strength, and Perforated

ASTM C425 Standard Specification for Compression Joints for Vitrified Clay Pipe and Fittings
Engineering Standard Specifications August 5, 2013 167

Manufacturer’s Qualifications: Firms regularly engaged in the manufacturing of sanitary sewer and storm drainage system products of types, materials, and sizes required, whose products have been in satisfactory use in similar service for not less than 5 years, unless approved otherwise by the Engineer.

Installer’s Qualifications: Firm with at least 5 y ears of successful installation experience on projects with sanitary sewer and storm drainage system work simil ar to that required for this project, unless approv ed otherwise by the Engineer.

Inspection and Acceptance of Pipe: Acceptance will be on the basis of design, material tests, and inspection of the complete product. The quality of all materials used in the pipe, the process of manufacture, and the finished pipe shall be subject to inspection by the City. Inspection may be made at the place of manufacture, or on the job site after delivery, or at both places and the pipe shall be subject to rejection at any time on account of failure to meet any of the specification requirements, even though sample pipe units may have been accepted as satisfa ctory at the place of manufacture. All pipe which is rejected must be immediately removed from the project site by the Contractor at his own expense.

29-2 Submittals
The Contractor shall obtain from the pipe manufactu rer and shall furnish to the Engineer, prior to the use of any materials, a Certificate of Compliance. The certificate shall be signed by the manufacturer of the material or the manufacturer of assembled materials and shall state that the materials involved comply in all respects with the requirements of the Specifications. Other submittal documents may be required o n a project by project basis. The Contractor will be r esponsible for furnishing the Engineer or Inspector with any of the following submittals upon request including, but not limited to the following:

A. Product Data: Submit manufacturer’s technical prod uct data and installation instructions for sanitary and storm sewer system materials and products.

B. Maintenance Data: Submit maintenance data and parts lists for sanitary and storm sewer system materials and products. Include this data, product data, shop drawings, and record drawings in a maintenance manual.

C. Shop Drawings; Pipe: Before fabrication, submit fo r approval drawings showing pipe dimensions, joints, reinforcement and other details.

D. Manufacturer’s Certification: Submit design calcul ations which provide evidence as to the adequacy of the design of pipe proposed for use in the Work. The evidence must be approved in writing by the City before the pipe for the project is manufactured.

E. Mill Certificates; Reinforcing: Submit 2 copies of steel producer’s certificates of mill tests for reinforcing steel which indicates that the reinforcing steel meets specified requirements.

F. Mill Certificates; Cement: Submit 2 copies of manu facturer’s certification for each shipment of cement used in the manufacturing of pipe indicating that the chemical composition of the cement meets the requirements of ASTM Cl50.

G. Manufacturer’s Data; Aggregates: Submit 2 copies of manufacturer’s certificates for fine and course aggregates indicating that grading, soundnes s and abrasion meet the requirements of ASTM C33.

H. Laboratory’s Certificate; Pipe: Before delivering pipe to the job site, submit an independent testing laboratory report certifying that the pipe and fittings are in accordance with ASTM Engineering Standard Specifications August 5, 2013 168

Standards herein referenced. Forward copies of these reports to the City; no pipe will be accepted without these reports.

I. Absorption Test Reports: Submit test reports which demonstrate and certify that the absorption test requirements for pipe to be used on this project are in accordance with ASTM C76.

J. Compression Test Results: Submit test reports which demonstrate and certify that the compression test requirements for pipe to be used o n this project are in accordance with ASTM C76.

K. Shop Drawings; Manhole Frames, Grates, and Covers a nd Manhole Steps: Submit for approval shop drawings for grates, drains, manhole covers, frames and steps.

L. Shop Drawings; Precast Concrete Box and Manhole Sec tions: Submit for approval shop drawings for each type and size of precast structur e. Joints between components and with pipes shall be detailed.
29-3 Materials
Unless otherwise specified in the Contract Specific ations or noted on the plans, the Contractor may ha ve the option of using any of the following:

STORM DRAIN (STORM SEWER) PIPE:

Where storm drain (storm sewer) pipe is specified i n the approved Plans, the Contractor will be allowe d to install Poly Vinyl Chloride Pipe (PVC) or Rubber Gasket Reinforced Concrete Pipe conforming to these Specifications or an approved equal, except w here a particular type of pipe is specified in the approved Plans or Contract Specifications. Once pi pe laying operations have begun, the Contractor wil l not be allowed to switch to a type different from that being laid.

SANITARY SEWER PIPE:

Where sanitary sewer pipe is specified in the appro ved Plans, the Contractor will be allowed to instal l Poly Vinyl Chloride (PVC) pipe conforming to these Specifications or an approved equal, except where a particular type of pipe is specified in the approve d Plans or Contract Specifications. Vitrified Clay pipe will only be allowed as specified in Section 29-3.2 . Once pipe laying operations have begun, the Contractor will not be allowed to switch to a type different from that being laid.

29-3.1 PVC Pipe & Fittings
Unless otherwise specified in the Contract Specific ations, pipes for sanitary sewer mains, fittings, a nd building and house branches (services) shall be polyvinyl chloride (PVC), as specified herein.

PVC pipe shall conform to the provisions in the AST M Standard Specifications tabulated below, for the standard dimension ratio (SDR) or pipe stiffness (PS) designation given, and these specifications.

Pipe Size (Inches) ASTM SDR or PS
4-15 D3034 SDR 35
18-30 F679 PS 115

PVC pipe and fittings shall be manufactured of PVC compound containing not more than 10 parts per 100, by weight, of additives and fillers, including but not limited to, stabilizers, antioxidants, lub ricants, and colorants.

PVC pipe and fittings for sanitary sewers and sewer services shall be green in color.

Engineering Standard Specifications August 5, 2013 169

Chemical Resistance: PVC pipe shall have the proper ties in the following table, when tested before and after exposure to certain chemical solutions as spe cified in the American Public Works Association Standard Specifications for Public Works Construction “Greenbook,” Section 207-15.3, as amended.

Property
ASTM Test
Method
Allowable Change
(After 112-Days Exposure)
Minimum Yield Strength (psi) D 638 - 0% (No Reducti on) Impact Strength (Ft. - lbs/in.) Notch
Min. D 256 Method A
(Size ½” x ⅛” x 2½”)
- 0% (No Reduction)
Weight Change %
Unconditioned
Conditioned
D 543
±1.5 max
±1.0 min
±1.5 max
±1.0 min
±1.5 max
±1.0 min

PVC Pipe shall be clearly marked as follows at intervals of five feet or less:

Manufacturer's name or trademark Legend "Type PSM S DR-35 PVC Sewer Pipe" Nominal pipe size ASTM D3034
PVC cell classification (12454-B or 12454-C or 13 364-B)

PVC pipe fittings shall conform to the provisions i n ASTM F1336 and these specifications for gravity sanitary sewer piping. PVC fittings and accessorie s shall be as manufactured and furnished by the pip e supplier, or approved equal, and have bell and/or spigot configurations identical to that of the pipe. Where shown on the Plans, injection molded PVC wye fittin gs shall be used for future building or house branc h connections at the time of installation of the sani tary sewer main. Where indicated on the Plans or specified in the Contract Specifications, each wye branch for future sewer service connections shall b e provided with an end cap or plug approved by the pipe manufacturer for use with its product.

PVC Fittings shall be clearly marked as follows:

Manufacturer's name or trademark "PSM"
Nominal size "ASTM D3034"
Material Designation "PVC"

A. Joints and Gaskets
Joints shall be integral bell and spigot push-on joints conforming to the provisions in ASTM D3212 and these Specifications, with factory installed elastomeric gaskets. Joints shall be configured so as to prevent improper installation of the gasket and ensure that the gasket remains in place during the joining operation. Bell and spigot configurations for fittings and couplings shall be compatible with those used for pipe joints.

Spigots shall have a home mark to indicate proper penetration when the joint is made.

Elastomeric gaskets shall conform to the provisions in ASTM F477 for thermoset elastomeric gaskets, and these specifications. Gaskets shall be factory installed by the pipe manufacturer, and shall be specifically intended for use with the pipe.

Engineering Standard Specifications August 5, 2013 170

Gaskets shall be manufactured from a synthetic elastomer, containing not less than 50% by volume of first-grade synthetic rubber. The remainder of the compound shall consist of pulverized fillers free of rubber substitutes, reclaimed rubber, and deleterious substances.

A gasket shall contain no more than one splice. A splice shall be made by applying a suitable cement to the ends and vulcanizing the splice in a full mold.

B. Test Requirements
During production of the pipe, the pipe manufacturer shall perform the tests specified in ASTM D3034 and F679. A certificate of compliance with specification requirements shall be provided by the manufacturer, for each lot of pipe from which pipe is delivered, and shall be delivered with the pipe. The certificates of compliance shall include the test results. The Contractor shall submit the certificates of compliance to the Engineer prior to commencing excavation for installation of the pipe.

In addition, when so directed by the Engineer, the Contractor shall obtain PVC compound samples and shall provide test specimens in accordance with ASTM D1987. The Contractor shall also provide one test pipe selected at random by the Engineer from each 1200 feet or fraction thereof, or from each pipe lot or fraction thereof. A lot shall be defined as all pipe having identical identification marking. The length of test pipe for each selected pipe shall be a minimum of 8 feet. The Engineer may test the specimens for compliance with specification requirements.

When so directed by the Engineer, the Contractor shall furnish test specimens of gaskets from each batch used in the work.

When the pipe is delivered to the work site, the Engineer may require additional testing to determine conformance with specification requirements for pipe flattening, impact resistance, pipe stiffness, and extrusion quality.

The basis for acceptance will be compliance with specification requirements, as determined by the inspection of pipe, fittings, and couplings, the certificates of compliance, and the results of any tests conducted by the Engineer.

C. Time Limit for Installation
If the Contractor proposes to install any PVC pipe and fittings that are more than 180 days old from the date of manufacture, the Contractor shall retest the materials within 60 days prior to installation, at the Contractor’s expense, to demonstrate compliance with specification requirements, unless otherwise directed by the Engineer. The Contractor shall not install any PVC pipe and fittings more than 2 years old from the date of manufacture. PVC pipe that is stored for more than 3 weeks under conditions that may subject the pipe to sunlight or other sources of ultraviolet light shall be covered or otherwise protected from such exposure to prevent pipe material degradation ultraviolet radiation. The foregoing shall also apply to elastomeric gaskets.

29-3.2 Vitrified Clay Pipe
Vitrified clay pipe and fittings shall only be used if required by the Plans or Contract Specification s. In such case, vitrified clay pipe, shall be extra stre ngth, bell and spigot, and shall conform to ASTM Specification Designation C700 with preformed facto ry fabricated plastisol joints complying with ASTM Engineering Standard Specifications August 5, 2013 171

Specification Designation C425. Vitrified clay sew er pipe shall also conform to standards of the Clay Products Institute.

29-3.3 Precast Rubber Gasket Reinforced Concrete Pipe
Rubber Gasket Reinforced Concrete Pipe shall be new and comply with ASTM C76, and with the additional requirements specified herein. The cement used in manufacture shall be Type II, as per ASTM C150. Unless otherwise specified in the approved P lans or Contract Specifications, for pipes with inn er diameters of 12 inches to 60 inches provide Class I II pipe for all pipe buried ten feet (10’) or less, Class IV pipe for pipe buried eleven feet to sixteen feet (11’-16’), and Class V pipe for all pipe buried se venteen feet to twenty-seven feet (17’-27’). Pipe class fo r pipes with inner diameters larger than 60 inches will be determined by the Engineer of Record and will be no ted on the Plans or the Contract Specifications. A ll pipe approved will have an interior surface which i s free from roughness, projections, indentations, offsets or irregularities of any kind. Pipe Class could vary depending on native soil type and pipe “ D” loads. The Engineer of Record shall be responsible for verifying pipe class for all pipes during the project design stage. If no specific pipe class is called out on the Plans or Contract Specifications the cla sses above shall be used.

Pipe Lengths: Furnish pipe in standard lengths. S horter lengths may be used where required by construction details or when approved by the City.

Physical Requirements: Tests shall be performed as described in Section 11, ASTM C76.

Repairs: Pipe may be repaired, if necessary, because of occasional minor imperfections in manufacture or accidental injury during handling and will be accep table if, in the opinion of the City, the repairs a re sound, properly finished and cured, and the repaire d pipe conforms to the requirements of ASTM C76.

Use mortar for repairs which has a compressive strength of 6,000 psi at the end of 28 days.

Marking: mark all pipe in accordance with ASTM C76 ; no pipe will be accepted unless these markings appear on all pipe.

Joints: The ends of reinforced concrete pipe sectio ns shall be bell and spigot type and shall be of su ch design that when properly laid they shall have a sm ooth and uniform interior surface. Both ends of pip e sections shall be substantially free of cracks and broken edges. Pipe so found to be damaged shall be rejected for use in the work. Each joint shall be s ealed to prevent leakage. Sealing of joints shall b e accomplished with O-ring rubber gaskets and shall conform to the following specifications:

A. Rubber Gasketed Joints
Rubber gasketed joints shall conform to the requirements of ASTM C443 and shall be flexible and able to withstand expansion, contraction and settlement.

The ends of the pipe shall be thoroughly cleaned immediately prior to joining sections of pipe.

The two (2) sections joined shall be firmly placed together in such a manner that the tongue or gasket end of the pipe “homes” on the bell end of t he pipe. No appreciable gap shall exist at the completed joint, except as permitted by the Engineer at locations where curves in the pipe alignment are specified or required. Excessive gaps in any case shall be cause for rejection of the work, and corrective measures shall be taken when ordered by the Engineer.

B. Construction Joints
Construction Joints shall only be installed where approved by the Engineer in writing. Whenever two (2) sections of pipe are to be joined where standard joints are not available, such as joining Engineering Standard Specifications August 5, 2013 172

reinforced concrete pipe to cast-in-place or asbestos cement pipe, a concrete collar shall be constructed around the full periphery of the pipe in accordance with the Standard Drawings. The collar shall be of a minimum thickness equal to that of the concrete pipe, but in no case less than eight inches (8”) thick. Rebar may be required de pending on the size of pipe being joined, see the Standard Drawings for details. The interior of the joint shall be smoothed with cement mortar and brushed. The area to receive the collar shall be thoroughly cleaned and dampened immediately prior to construction of the collar. Rubber “O” rings shall be installed on each pipe end as shown on the Standard Drawings. After the joint is completed and cured it shall be subjected to exfiltration testing as implemented by the City of Visalia. The cost of constructing concrete collars and testing shall be considered as included in the cost of the items requiring the collar, and no additional payment will be made therefor.

29-3.4 Manhole Materials
Cast-in-Place Concrete:

Concrete for cast-in-place manholes shall be Class 2 concrete conforming to the provisions in Section 50 of these Specifications, unless otherwise shown on the Plans or specified in the Contract Specificatio ns.

Portland cement shall be Type II low alkali sulfate resistant conforming to the provisions in ASTM C150.

Slump shall not exceed 3 inches. Before using conc rete, the Contractor shall submit in writing to the Engineer a copy of all mix designs for acceptance. Cast-in-Place Concrete manholes will only be allowed where approved by the Engineer.

Precast Reinforced Concrete Manhole Sections and Cast-in-Place Manhole Bases Precast reinforced concrete manhole sections shall conform to the provisions in ASTM C478. Elliptical single line reinforcement is not allowed. The ends of manhole sections shall be in planes at right angles to the longitudinal axis of the section. The ends of m anhole sections shall be finished to regular smooth surfaces, and no point on any surface of either the spigot end or bell end shall project beyond, or be more than 1/4 inch short of, the specified plane.

Joints for manhole sections shall be rubber gasket joints of flush bell and spigot design with a conta ined rubber gasket. Joints and gaskets shall conform to the provisions in ASTM C443 for standard gaskets, except as modified or required otherwise in these Contract Specifications. The gasket shall be confined in a groove or by a shoulder on the spigot end of the manhole section so that neither movement of the section nor hydrostatic pressure can displace the g asket. When the joint is assembled, the gasket sha ll be compressed to provide a watertight seal.

Rubber gasket joint assemblies shall be formed and accurately manufactured so that installed manhole sections will form a continuous watertight manhole with a smooth and uniform interior surface, and sha ll provide for slight movements of the sections due to expansion, contraction, settlement, or lateral displacement. The shape and dimensions of the join t shall be such that it shall be self-centering upo n closure, and so designed that the gasket will not b e required to support the weight of the manhole sections. The rubber gasket shall be the sole elem ent of the joint depended upon to provide water- tightness.

At the Contractor’s option Mastic (Kent Seal No. 2) sealants or Ram-Nek flexible sealants conforming t o ASTM C990 or equal may be substituted at joints. M astic shall cover a minimum of 1/2 the compressed surface and shall be installed in accordance with the manufacturer’s recommendations. All joints shal l be watertight.

Concrete used to construct manhole bases and other facilities shall be Class 2 concrete conforming to the provisions in Section 50 of these Specifications, u nless otherwise shown on the Plans or specified in the Engineering Standard Specifications August 5, 2013 173

Contract Specifications. Portland cement shall be Type II low alkali sulfate resistant conforming to the provisions in ASTM C150. Slump shall not exceed 3 inches. All concrete shall have a 3,000 psi compressive strength at 28 days. Before using conc rete, the Contractor shall submit in writing to the Engineer a copy of all mix designs for acceptance. All mix designs shall include break strength data and charts. Concrete manhole bases shall be allowed to cure for a minimum of 24 hours prior to installing manhole barrels. If the Contractor desires to set barrels sooner than 24 hours, the Contractor shall submit an appropriate mix design to the Engineer for approval prior to construction.

Manhole adjustment rings shall be precast concrete manhole adjustment rings conforming to the details shown on the Standard Drawings.

Mortar used in manholes shall be composed of one pa rt, by weight, Portland cement (Type II low alkali conforming to ASTM C150) and 2 parts, by weight, sa nd. The cement and sand shall be mixed dry and then the water shall be added. All mortar shall be mixed in a proper watertight box, and in no case s hall be mixed on the ground. No mortar shall be used th at show evidence of having set, and no remixing of mortar or addition of water thereto will be permitt ed. All manhole joints shall be mortared as shown on the Standard Drawings.

Steel reinforcement bars shall be deformed billet-s teel bars of the size called for in the Plans and Specifications, conforming to the provisions in ASTM A615 for Grade 60.

Manhole frames and covers shall be 24” ID Wilkerson and Nutwell or approved equal, and shall be of tough gray iron conforming to the specifications of ASTM A48 for Class No. 30 castings, with the exception that no traverse test will be required. The bearing surfaces of manhole frames and covers s hall be machined for bearing and the cover shall seat fi rmly into the frame without rocking. All castings shall be heavily coated with asphaltum paint with the exc eption of machined surfaces. All manhole covers shall be marked “City of Visalia” “Storm Drain Syst em” or “Sanitary Sewer System”, as shown on the Standard Drawings.

When manholes are constructed in new streets or in areas that require new pavement section installatio n, they shall be left below grade until the street has been paved in accordance with Section 29-7 “Manhol e Construction.” After the paving materials have bee n compacted they will be raised to grade with grade rings. Concrete shall be placed around frame and l eft two (2) inches below the finished street grade.

Type B 1/2 inch aggregate grading hot mix asphalt paving in accordance with the requirements of Section 28 shall be used to fill the final 2” and rolled.

29-4 Trenching and Excavation
Trenching for sanitary sewer and storm drain pipes, laterals, manholes, drain inlets and other facilit ies shall conform to the requirements of Section 8-15, “Utilities and Non-Street Facilities; Potholing,” a nd Section 19-3, “Trench and Structure Excavation, Bac kfill, Compaction, and Surface Restoration.”

29-5 Sewer and Storm Drain Pipeline Installation
Construction of sewer or storm drain pipelines conn ecting to existing sewers or storm drains shall beg in at the existing point of connection location and pr oceed upstream with the spigot end of the pipe in t he direction of flow, unless otherwise approved in wri ting by the Engineer. Existing sewer and storm dra in lines shall remain operational at all times, unless approved otherwise in writing by the Engineer. Th e Contractor shall furnish and install a gasketed sta inless steel band-type repair coupling specifically designed for such use and approved by the Engineer where small diameter PVC sewer pipe is to be connected to an existing pipe of similar diameter. A concrete collar shall then be installed around t he repair coupling completely encasing the coupling in concrete in accordance with the Standard Plans.

Engineering Standard Specifications August 5, 2013 174

Where larger diameter pipes, concrete pipes or other pipe types are being connected, or pipes of dissimilar materials or diameters are being connected a concre te collar construction joint shall be constructed i n accordance with the Standard Plans. All connections from new to existing pipes must be approved by the Engineer in writing prior to construction.

Sewer and Storm Drain pipe and fittings shall be la id to true line and grade, and jointed in complianc e with the manufacturer's recommendation and shall be carefully adjusted to grade by scraping away or filling and tamping the trench bottom to eliminate any possible sag or high point in the pipe. Occasi onal variations as follows will be permitted: above grad e, 1/4 inch; below grade, not to exceed 1/2 inch; alignment not to exceed 2 inches if gradual over a distance of 20 feet. Use of blocks to support the pipe is prohibited. Each joint of pipe must be fully press ed into place so that there will be no unevenness o r settlement of one length of pipe with the other at the joint.

The Contractor shall furnish and use a laser device for control of alignment and grade of the pipe. W hen conditions are such that this method is impracticable, such as on short pipe runs, the Contractor shall have an Engineer on the ground to set grade by means of an Engineer's level. The grade line shown on the Plans indicates the flow line or invert of the pipe; all cuts, unless otherwise indicated, refer to this line.

The interior of the pipe shall be kept free from di rt and other foreign material as the laying progres ses.

Any pipe that shows undue settlement or is damaged shall be taken up and replaced or re-laid at the Contractor's expense. The open ends of all pipes b eing installed must be covered to keep out animal l ife, etc., whenever the pipe is left unattended for any length of time, such as overnight. The end of any pipe that does not terminate at a manhole shall be close d at the bell end with a plug manufactured for that purpose.

Pipe exposed to the sun during the summer months mu st be allowed to cool before connection is made to manholes and other facilities, and prior to backfill.

All pipes shall be handled and joined in accordance with the manufacturer’s recommendations. All pipe joints shall be thoroughly lubricated in accordance with the manufacturer’s recommendations prior to joining.

29-6 Sewer Service Lateral Installation
Sewer service laterals shall be furnished and insta lled by the Contractor at the locations shown on th e Plans, in conformance with the Standard Drawing per taining thereto, the Contract Specifications, and t he directions of the Engineer.

Pipe for sewer service laterals shall conform to th e requirements of Section 29-3.1, “PVC Pipe and Fittings,” and shall be installed in accordance wit h the requirements of Section 29-5, “Sewer and Stor m Drain Pipeline Installation.”

House connections, branches and spurs shall be 4 in ches in diameter, unless otherwise specified on the plans or in the Specifications. House connections shall be constructed on a straight line and slope o f not less than 1/4 inch per foot fall from the point whe re they join the 1/8 bend at the main sewer to the property line. Maximum grades for house sewers, conditional upon main line depths and necessary depth at curb line, shall be obtained. Wyes may be laid flat where grade is a problem. All house laterals shall have a minimum cover of 5 feet below curb grade at the right-of-way line unless greater depths are shown on the Plans or noted in the Contract Specification s. Where special conditions warrant the Engineer m ay authorize at a reduced depth. Such approval must be obtained prior to installation.

Engineering Standard Specifications August 5, 2013 175

All trenches under existing curb and gutter or othe r City structures shall require a slurry cement bac kfill meeting the requirements of Section 19-3.3C.

Wherever the depth of a side sewer from the invert to the pavement or ground surface is less than 2 fe et, cast iron pipe or concrete encasement shall be used.

Sewer service laterals 4 inches or 6 inches in diam eter shall be connected to all sewer mains less tha n 18 inches in diameter at prefabricated wye fittings co nforming to Section 29-3.1, “PVC Pipe and Fittings, ” or shall be connected to similar pipe stub-outs from manholes. Sewer service laterals 4 inches or 6 inches in diameter may be connected directly to existing sewer mains 18 inches in diameter or greater, providing that a machine core is used in connecting to the ma in sewer. Sewer service laterals 8 inches in diame ter or greater connecting to sewer mains shall require the construction of a manhole at the point of connection. All connections shall be of materials and methods as approved by the Engineer. All connections shall be water tight.

Sewer wye fittings, unless otherwise specified or directed, shall be inclined at an angle of not greater than 45° from the horizontal. Service laterals shall ex tend from the sewer main to the right-of-way line o f the street or alley, where the service lateral shall be promptly closed at the bell end with a plug manufa ctured for that purpose.

The contractor shall cut into top of concrete curb a 3-inch “S” over house branch. In cases where a concrete curb exists, the contractor shall fasten a No. 8 copper wire or a No. 10 galvanized wire to e nd of lateral. Wire shall be brought up vertically to wi thin four inches of finished grade where it shall b e fastened to a metal pin driven into the side of the trench.

Excavations for laying service laterals shall be ma de in accordance with the Plans, Standard Drawings and Contract Specifications. Where no direction is given, service laterals shall be installed in such a manner that: 1) at no time will an existing street be closed to traffic; 2) Whenever service laterals are to be installed in existing major arterial or collector streets, or in pavement that is in good condition an d free of cracking, they shall be installed by boring methods rather than open cut trenches. Laterals crossing over water mains shall comply with Section 29-12 “Alignm ent Changes.”

29-7 Manhole Construction
Manhole structures shall be constructed at the loca tions shown on the Plans and as specified in the Contract Specifications, and as indicated on the st andard drawings pertaining thereto. Construction of Manholes shall comply with Section 19-3, “Trench an d Structure Excavation, Backfill, Compaction, and Surface Restoration,” and Section 29-3.5, “Manhole Materials.”

Manholes shall be complete structures in place and backfilled including the furnishing and placing of all materials involved. Cast-in-Place Concrete manhole s shall consist of a poured-in-place base and riser section, reinforced concrete reducing cone sections . Pre-cast concrete pipe manholes shall consist of a poured in place concrete base section, reinforced c oncrete pipe riser and reducing cone sections. Bot h types shall have a cast iron frame and cover and a poured in place concrete collar with paving patch. In Sanitary Sewer manholes invert channels shall be sm ooth and semicircular in shape conforming to the inside of the adjacent pipe invert, or flow channel s may be provided by use of the bottom half of the specified main pipe as shown on the Standard Drawin gs. The floor and wall of the manhole outside the channels shall be smooth and shall slope toward the channels. Storm Drain manhole bottoms shall be constructed as shown on the Standard Drawings.

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The top of the manhole base section shall be keyed to receive the tongue end of the riser section. The key shall be formed in the freshly poured concrete by u sing a template manufactured to the dimensions of t he riser section. If the riser is cast-in-place monolithically with the base section by using a slip form or other means, the key may be omitted between the base and riser. If the base and riser sections are not pour ed monolithically, but separately, a key shall be prov ided in the base section. In either case, a key wi ll be required in the top of the riser section to receive the tongue end of the tapered cone. Cast-in-place concrete manhole bases shall be allowed to cure for a minimum of 24 hours prior to installing manhole barrels. If the Contractor desires to set barrels sooner than 24 hours, the Contractor shall submit a n appropriate mix design to the Engineer for approval prior to construction.

All joints in the interior and on the exterior of t he manhole shall be mortared and troweled smooth as shown on the Standard Drawings. All excess mortar and any other debris shall be removed from the manhole.

In Sanitary Sewer manholes changes in direction of flow shall be made with a smooth curve of as large a radius as the size of the manhole will permit. Cha nges in size and grade of the channels shall be mad e gradually and evenly.

Stub-outs shall be installed in manholes at the loc ations and sizes shown on the Plans. All stub-outs shall be sealed with a plug of a type approved by the man ufacturer of the pipe and shall be capable of formi ng a watertight seal. Seal shall be capable of remain ing water tight when subjected to hydrostatic press ure resulting from submerged pipeline situations. For concrete pipes with an inner diameter of 48 inches or less where a pre-manufactured plug is not available the plug may be installed in accordance with the C ity Pipe End Plug Standard Drawing. End plugs for pipe s with an inner diameter larger than 48 inches shal l be designed by the Engineer of Record and approved by the City Engineer.

All manholes shall be completed to finish grade with concrete collar and paving patches (where indicated) as shown on the Standard Drawings and as herein spe cified. In undeveloped areas where no street or alley surfacing is to be done in conjunction with o r immediately after utility installation, the manho le cover shall be finished off to a level 1 inch above ground elevation and shall be provided with 12 inc hes of grade rings. In existing street areas where sur facing exists and no new street re-grading is contemplated in conjunction with or immediately aft er utility installation, the manhole cover shall be brought to existing street grade and finished off. In areas where street or alley surfacing is to be done in conjunction with or immediately after utility insta llation, such as new subdivisions, or in existing street/alley areas manholes shall initially termina te with the top of the cone 6 inches below subgrade and shall be brought to street or alley surface with gr ade adjustment rings and completed after street paving/trench resurfacing is accomplished. Unless specifically otherwise indicated in the Contract Specifications, it will be the responsibility of th e Contractor to install the manhole covers to finis h grade as specified and as shown on the Plans and Standard Drawings.

The Contractor should be aware that connections to existing sewers will be "wet" and the Contractor shall make whatever arrangements are necessary to complet e the manhole connections under the "wet" conditions.

Where necessary, mounds or dikes shall be placed ar ound the perimeter of manhole covers to prevent rainwater or other inflow of water from entering th e manholes. No steps shall be installed in manhole s unless otherwise noted on the Plans or Specifications.

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29-8 Drainage Inlets
29-8.1 General
Drainage inlets shall be cast-in-place concrete as shown on the Plans and Standard Drawings.

29-8.2 Portland Cement Concrete
Portland cement concrete shall conform to the requi rements of Section 50 of these Specifications.

Portland cement shall be Type II low alkali sulfate resistant conforming to the provisions in ASTM C150.

Slump shall not exceed 3 inches. Concrete shall be Class 2 having a minimum 28-day compressive strength of 3000 psi. All concrete shall be ready-mixed and delivered by a supplier acceptable to the City.

29-8.3 Reinforcing Steel
Reinforcing steel, if required, shall conform to AS TM A615, A616, A617, or A706, Grade 40 or Grade 60 and of the applicable size as indicated on the Plans and Standard Drawings.

29-9 Backfill, Compaction, and Surface Restoration
Backfilling, compacting and restoration of surfaces of trenches and excavations for sewer and storm drain facilities shall conform to the requirements of Sec tion 19-3, “Trench and Structure Excavation Backfil l, Compaction, and Surface Restoration.”

29-10 Existing Utilities
Prior to construction it shall be the responsibility of the Contractor to expose all existing pipelines/utilities or other underground obstructions that have the pot ential to conflict with gravity pipelines and struc tures being constructed with the project and verify that there are no grade conflicts or other conflicts. Failure to do so relieves the City from further responsibility of said conflict. Any additional costs incurred a s a result of the Contractor’s failure to comply with t his requirement shall be borne by the Contractor an d considered included in the contract unit price.

Utility company service laterals are not shown on p roject plans. Contractor should allow for gas, wat er, sewer, telephone, and cable TV services for each lo t shown. Utility companies will locate services an d Contractor shall protect all services and facilities from injury. In case of damage to existing utilities, they shall be restored by the Contractor or by utility c ompany personnel to the same type and quality of improvement without additional compensation.

Whenever underground conduit is constructed through , under, or across lawns, shrubbery, gardens, or fences, the Contractor shall remove such improvemen ts before excavating, give them proper care and attention, and replace them in their original location upon completion of the backfill.

All curbs, walks, gutters, curb drains and any impr ovements broken during construction shall be reconstructed by the Contractor, using new material with the same dimensions as the original work, at the Contractor’s expense unless otherwise provided in t he Specifications. In addition, curb, gutter and w alk shall be removed and replaced to a smooth edge or t o the next joint or scoring line beyond the actual damaged or broken sections. All work shall be new and shall match as nearly as possible the appearanc e of the original improvements.

29-11 Pipeline and Structure Acceptance Tests (Sanitary and Storm) The required acceptance tests are dependent on pipe material type as specified in the following paragraphs. This section describes the acceptance test requirements for mandrel deflection testing, exfiltration testing, low pressure air testing, and video inspection. All tests shall be performed un der the supervision of the Inspector or Engineer and utiliz ing the procedures listed in this section. Test sh all not Engineering Standard Specifications August 5, 2013 178

be made until the section of pipe to be tested, inc luding house branches, have been cleaned, completel y backfilled and the trenches compacted as specified in these Specifications. For larger pipes a physic al inspection of the pipe may also be made. In such ca se, the Contractor shall furnish adequate blowers a nd ventilation equipment to allow passage of personnel through the pipe.

PVC Pipes
PVC pipe shall be subject to mandrel deflection tes ting, low pressure air testing, and video inspectio n in accordance with the testing requirements of this section.

Cast in Place and Precast Reinforced Concrete Pipe & Vitrified Clay Pipe Precast Concrete Pipe, Cast in Place Concrete Pipe and Structures, Storm Drain Manholes and structures , and Vitrified Clay Pipe shall be subject to exfiltr ation testing and video inspection in accordance wi th the testing requirements listed in this section. Exfil tration testing is not required for normal City Sta ndard Sewer manholes unless required in the Special Provisions.

29-11.1 Mandrel Deflection Test
Deflection testing shall be provided by the Contractor for all PVC pipe installations. The Contractor shall demonstrate that the maximum pipe deflection does n ot exceed five percent (5%) of the diameter of the pipe installed by pulling a properly sized solid ba ll or mandrel or a rigid set of discs, as approved by the Engineer, through the pipe. Where deflection of th e pipe exceeds the allowable, the Contractor shall, at his own expense, make suitable repairs to the line before it is offered for retesting and acceptance. All repairs shall be made to the satisfaction of the Engineer.

29-11.2 Exfiltration Test
All precast concrete pipe and manholes and cast-in- place concrete pipe and manholes shall be subject t o Exfiltration Acceptance Testing in accordance with ASTM C969, latest edition, as implemented by the City of Visalia Community Development Department. The Contractor may contact the Community Development Department at (559) 713-4414 for furthe r details concerning test procedures and requirements.

29-11.3 Air Test
Air testing shall be provided by the Contractor for all PVC pipe installations without the addition of seals to the pipe interior. The application of mortar, ep oxy, caulking compounds, or other material to the p ipe will be prohibited unless authorized by the Enginee r. Failure to meet the air test will require the Contractor to replace sections as required. Any bro ken pipe, separation of joints, or any pipe not lai d true to line and grade, shall be replaced. All test expenses are to be borne by the Contractor.

Plugs to be used in the test shall be the pneumatic type equipped with pressure gauges for measuring a ir pressure in the pipe to be tested. The pressure gau ges shall be calibrated in one-half of one pound pe r square inch (½ psi) increments and connected to the plug in such a way that when the plug is placed in the installed line, the gauge can be located outside of the manhole.

All plugs shall be seal tested before being used in the actual test installation. The seal test shall be conducted by placing in both ends of a pipe laying on the ground, the plugs to be tested. The plugs sh all then be inflated to twenty-five pounds per square i nch gauge (25 psig). The sealed pipe shall then be pressurized to five pounds per square inch gauge (5 psig). The plugs shall not move when subjected to this pressure.

The length of line tested at one time shall be limited to the length between adjacent manholes.

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Air test procedure shall be as follows: Pressure t he test section to three and one-half pounds per sq uare inch (3½ psi) and hold above three pounds per squar e inch (3 psi) for not less than five (5) minutes. Add air if necessary to keep pressure above three pound s per square inch (3 psi). At the end of this five (5) minute saturation period, note the pressure (must b e 3.0 psi min.) and begin the timed period. If the pressure drops one-half of one pound per square inc h (½ psi) in less than the time given in the follow ing table, then the section of pipe shall not have passed the test.

LINE SIZE MINIMUM TIME
(SECONDS)
4” 122
6” 184
8” 245
10” 306
12” 367
15” 460

For larger diameter pipe use the following formula:

Minimum Time (seconds) = 370 multiplied by pipe diameter (feet)

If the test is not passed, the leak shall be found and repaired to the satisfaction of the Engineer an d the length of the repaired line retested.

The pressure gauge used shall be supplied by the Co ntractor, shall have minimum divisions of one tenth of one pound per square inch (0.10 psi) and shall h ave an accuracy of four hundredths of one pound per square inch (0.04 psi). Accuracy and calibration of the gauge shall be certified by a reliable testing firm at six (6) month intervals or when requested by the Engineer.

A physical inspection of the pipe may also be made. In such case, the Contractor shall furnish adequat e blowers and ventilation equipment to allow passage of personnel through the pipe. The Contractor shall promptly repair all defects in workmanship noted in the inspections.

29-11.4 Video Inspection
The contractor shall furnish video inspection of al l newly installed storm drain and sanitary sewer ma ins.

The video inspection shall be made after required l eakage and deflection tests have been completed and before permanent trench resurfacing. Prior to perf ormance of the camera inspection, the Contractor sh all flush the lines with water to provide indication of high or low spots in the flow line grade. The inspection shall be recorded in true color in DVD format. The camera resolution shall be of a quality that will allow pipe joints to be inspected, imperfections in the p ipe to be noted and any sag to be detected. The ca mera equipment shall also provide on screen footage, date, location, and time indication.

A written log shall accompany the recorded inspection. The following information shall be included:

1. Date

2. Tape Number

3. Location and Stationing references from the Plans

4. Pipe Material and Size

5. Name of Equipment Operator

6. Name of Firm Performing the Inspection
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7. All deficiencies in the pipe and installation shall be noted and their location referenced to their on-screen footage readout.

The testing company shall provide a map of the test ed pipe. Information provided shall clearly correl ate between pipeline plans and the recorded video inspection. Lateral lines shall be documented by stationing from centerline of manholes. For Sewer pipes with an inner diameter of 36 inches and larger and for Storm Drain pipes with an inner diameter of 48 inches and larger all pipe joints shall be video recorded in detail to verify that no damage is present, that ga skets are not visibly compressed or jammed in the j oint, and that any gaps that exist in the joints meet the pipe manufacturer’s requirements.

Within 24 hours of the completion of the video test , 2 hard copies of the test log and DVD’s shall be delivered to the Engineer. The video test and log shall become the property of the City of Visalia.

The City shall be the sole judge as to the acceptab ility of construction revealed by the video inspect ion.

Any broken, damaged, or deficient pipe, any separat ion or offset of joints, any pipe exceeding the tolerances for line, grade, or deflection, and any infiltration points shall be replaced or repaired a t the Contractor’s expense. The repair will then be re-i nspected at the Contractor’s expense until the repa ir is satisfactory.

29-12 Alignment Changes (Separation Criteria)
All non-potable water mains, which include sanitary sewers, sewer force mains, recycled water mains, storm drains, and potable water mains must meet the separation standards of the "California Waterworks Standards", contained in Section 64572, Title 22, o f the California Administrative Code, or shall be installed in accordance with alternate construction criteria as specified therein. Included by refere nce is a document titled “Guidance Memo No. 2003-02: Guidanc e Criteria for the Separation of Water Mains and Non-Potable Pipelines” published by the California Department of Health implementing said Section 64572. This document sets forth minimum spacing re quirements between drinking water pipelines and sewer and other non-potable water pipelines, and ha s been used to set the location of the sewer and st orm mains. In the event that field conditions require a change in the planned alignment (horizontal or vertical) of the sanitary sewer or storm sewers, under no cir cumstances shall a change be made without obtaining the express and written approval of both the City I nspector and the Engineer. Any change so authorize d must comply with the Guidance Memo.

29-13 Measurement
Measurement for sanitary sewer and storm drain main installation and service lateral installation shal l be by the lineal foot of pipe installed and remaining in place after the project is completed, and shall be the actual horizontal length installed, measured throug h wye fittings. Wyes will not be measured separate ly when constructed with a lateral.

Where wyes are to be installed for future lateral c onnections, measurement for wye fittings shall be p er each wye fitting installed.

Measurement for manholes shall be per each manhole installed.

Measurement for drainage inlets shall be per each drain inlet installed.

29-14 Payment
The unit price bid per lineal foot for Sanitary Sew er Mains and Storm Drain Mains shall include full compensation for furnishing all labor, materials, t ools, equipment and incidentals and for doing all t he work involved therein as shown on the Plans, as set forth in the Specifications, the Contract Document s, Engineering Standard Specifications August 5, 2013 181

and as directed by the Engineer. This shall includ e, but not be limited to, furnishing and installing the pipe, sawcutting, trenching, shoring and bracing (w here there is no Worker Protection bid item), backfilling, compacting, plugging and marking, connecting to existing manholes or pipes, and acceptanc e testing.

The unit price bid per lineal foot for Storm Drain laterals and Sewer Service laterals shall include f ull compensation for furnishing all labor, materials, t ools, equipment and incidentals and for doing all t he work involved therein as shown on the Plans, as set forth in the Specifications, the Contract Document s, and as directed by the Engineer. This shall includ e, but not be limited to, furnishing and installing the wye fitting, pipe, trenching, sawcutting, shoring a nd bracing (where there is no Worker Protection bid item), backfilling, compacting, plugging and markin g, connecting to existing manholes or pipes, and acceptance testing.

The unit price bid per each for wye fittings, where wye fittings only (no lateral) are to be installed , shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals and fo r doing all the work involved therein as shown on the Plans, as set forth in the Specifications, the Con tract Documents and as directed by the Engineer, in exces s of the cost of installing main line pipe. This s hall include, but not be limited to, furnishing and inst alling the wye fitting and plug, trenching, sawcutt ing, shoring and bracing (where there is no Worker Prote ction bid item), backfilling, compacting, and acceptance testing.

When the contract does not include a pay item for w ye fittings as above specified, and unless otherwis e provided in the Contract Specifications, full compe nsation for wye fittings shown on the plans shall b e considered as included in the price bid for the Sanitary Sewer Main item of work and no separate payment will be made therefor.

The unit price bid per each for Sewer Manholes and Storm Drain Manholes shall include full compensation for furnishing all labor, materials, t ools, equipment and incidentals and for doing all t he work involved therein as shown on the Plans, as set forth in the Specifications, and as directed by th e Engineer. This shall include, but not be limited t o, furnishing and installing the manhole and pipe s tub- outs, shoring and bracing (where there is no Worker Protection bid item), excavation, backfill and compaction, sawcutting, returning and adjusting manhole lids and frames to final grade following street or alley construction or reconstruction, temporary and final trench resurfacing, and connections to all p ipes, wet or otherwise.

The unit price bid per each for Drainage Inlets sha ll include full compensation for furnishing all lab or, materials, tools, equipment and incidentals and for doing all the work involved therein as shown on th e Plans, as set forth in the Specifications, the Contract Specifications, and as directed by the Engineer. This shall include, but not be limited to, furnishing an d installing the inlet and pipe stub-outs, shoring and bracing (where there is no Worker Protection bid it em), sawcutting, excavation, backfill and compactio n, returning, removal and replacement of sidewalks, pavement section, and curb and gutter, and connections to all pipes, wet or otherwise.

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SECTION 30 (RESERVED)
SECTION 31 (RESERVED)
SECTION 32 (RESERVED)

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SECTION 33 SANITARY SEWER FORCE MAINS (RESERVED)

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SECTION 34 BORING AND JACKING PIPE
34-1 General
Description of Work:

This work shall consist of furnishing, boring, and jacking into place at the locations and type of pip e shown on the Plans or specified in the Contract Spe cifications, and as directed by the Engineer. This section is meant for use with gravity pipelines. S ee the Plans and Contract Documents for additional requirements related to pressure pipelines.

Reinforced concrete jacking pipe with rubber gasket joints, as a carrier pipe as specified in this Sec tion 34, may be jacked into place directly without a jac ked steel casing. All other carrier pipe must be installed within a jacked steel casing.

Job Conditions:

A. Protection of Existing Underground Utilities:

1. The locations of existing utilities are shown in th e approved Construction Drawings based upon information and data supplied by the City or b y the Owner of the utility. The utilities are shown on the approved Construction Plans for information only and are not guaranteed to be either complete or accurate. It is the Contract or’s responsibility to contact all utilities and USA to locate utilities prior to construction. Uti lities shall be located by hand digging or potholing prior to construction. Contractor shall be responsible for verifying that no conflicts exist between existing utilities and proposed improvements.

2. Any damaged caused to existing utilities shall be r eported to the appropriate utility and repaired in accordance with the utility’s standards.

3. The cost to repair/replace damaged utilities shall be borne by the Contractor.

4. If an interruption of utility service results from accidental damage, the Contractor shall take immediate steps as necessary to notify the utility and restore service. Contractor’s personnel shall not leave the site until the interruption has been restored.

B. Work Within Railroad or Utility Right-of-Way:

When the Contractor is performing work within the right of way of other jurisdictions such as railroads or utilities, such work shall comply with applicable permits or regulations of such jurisdictions. The Contractor will be responsible for filling casing pipes with sand or a cement- sand slurry as directed by the jurisdiction having authority over the installation.

34-2 Materials

34-2.1 Steel Casing Pipe
Steel casing pipe shall be of the outside diameter (OD) and minimum wall thickness not less than that shown on the Plans and shall be butt welded of shee ts conforming to ASTM A36, ASTM A139 Grade B (Tolerance, Yield Strength, and tensile strength with no hydro test), ASTM A53 Grade B, or ASTM A252 Grade 1. The minimum yield strength of all casings shall be thirty-five thousand pounds per square in ch (35,000 psi). The Engineer of Record will be responsible for performing design calculations to determine the appropriate yield strength and wall thickness f or each situation. All plans shall denote the casi ng strength and dimensions. The casing diameter shall be sized so that at least 3-inches of clearance is provided between the inside of the casings and outs ide of the carrier pipes belly, completely around. If the Contractor's operations require a greater wall thickness for successful installation of the steel casing Engineering Standard Specifications August 5, 2013 185

pipe to line and grade without damage, the Contract or shall provide steel casing pipe of such greater wall thickness at no additional cost to the City.

Steel casing pipe shall be of the size and class (i ncluding strength designation) shown on the Plans o r specified in the Contract Specifications, except th at the class of pipe designated has been determined for vertical loads only. Additional facilities, reinfo rcement, or strength of pipe required to withstand jacking pressure shall be determined and furnished by the Contractor at his expense.

All field joints also shall be butt welded full cir cumference or by other means approved by the Engine er.

Joints to be field welded shall be shop cut to ensure a true 90° to the longitudinal axis of the pipe. It shall be the Contractor's responsibility to provide joints that are capable of resisting the jacking stresses without failure.

34-2.2 Casing Spacers
Casing spacers are required to be used for all inst allations. PVC casing spacers shall be attached to the conduits with stainless steel straps to center the pipe in the casing. The spacers shall prevent appr eciable movement of the conduit up or down or sideways with in the casing. Spacers shall be placed every four feet (4’) on center throughout the steel casing.

Redwood Skids may be used instead of PVC spacers. Skids shall be comparable quality and functionality, spaced at four feet (4’) on center.

Casing spacer materials shall also conform to the following requirements:

A. Bands shall be 304 stainless steel, 8 inches wide for carrier pipes up to 24 inches in diameter, and 12 inches wide for larger carrier pipes. Bands sha ll be two segment, 14-gauge bands for carrier pipes less than 42 inches in diameter, and shall be three or more segment, 12-gauge bands for larger carrier pipes. Bands shall be fitted with a flexible PVC liner on the inner surface of the band. The PVC liner shall have a thickness of 0.09 inch, a hardness of 85-90 (ASTM D2240, Durometer "A"), and a dielectric strength of not less than 58,000 volts (ASTM D149).

B. The configuration of the casing spacers shall be as shown on the plan. A maximum of 1-inch gap shall exist between the top of skid and inside of casing.

The casing spacer manufacturer shall have implement ed a quality management system, and shall hold a current certificate of registration, issued by a ce rtifying organization acceptable to the Engineer th at is applicable to the manufacturing of casing spacers. A copy of the certificate of registration shall be submitted to the Engineer.

34-2.3 Casing End Seals
Each end of the casing shall be plugged with brick and mortar end seals able to withstand backfill pressures during the annular space fill as approved by the Engineer.

34-2.4 Reinforced Concrete Jacking Pipe
Reinforced Concrete Jacking Pipe shall only be used for jacking where shown on the plans or specifically approved by the Engineer. Where reinforced concret e jacking pipe, as a carrier pipe, is specified to be jacked into place directly without a jacked steel c asing, said reinforced concrete jacking pipe confor ming to ASTM Specification C76, latest revision, shall be furnished. The reinforced concrete jacking pipe shall be constructed such that no bells protrude from the outside periphery of the pipe. Sleeves for joints on reinforced concrete jacking pipe shall be furnished and manufactured of galvanized steel, stainless st eel, Engineering Standard Specifications August 5, 2013 186

or fiberglass, sufficient in strength to withstand all loads, and which will maintain a rubber-gaskete d watertight joint.

34-3 Tunnel Safety Orders
Reference is made to the Tunnel Safety Orders of th e California Department of Industrial Relations, an d to any other applicable safety codes. The tunnel s ite (jacking location) will be classified as to gas hazard by the California Department of Industrial Relation s for casing diameters 30 inches in outside diamete r and larger. The classification document issued by the State will be included in the Contract Specifications. The Contractor shall comply with the Tunnel Safety Orders. The Contractor shall contact the California Department of Industrial Relations, Division of Occupational Safety and Health. Reference is made to Section 19-3.2, “Trench and Structure Ex cavation,” of these Specifications for additional safety requirements.

34-4 Excavating Jacking and Receiving Pits
Before starting excavation, the Contractor shall su bmit drawings or details of jacking pit bracing, ca sing pipe, jacking equipment, skids or concrete support blocks, bracing to prevent pipe shifting or flotati on, and all other equipment or methods to be used.

Excavation for jacking and receiving pits shall con form to the provisions in Section 8-15, Utility and Non-Street Facilities; Potholing,” Section 19-3.2, “Trench and Structure Excavation,” and to the following provisions.

Jacking and receiving pits shall not extend beyond vertical planes passing through the jacking and receiving pit limits shown on the Plans, and shall be sheathed, shored, sloped or braced in accordance with the Safety Regulations of the State of Califor nia, Department of Industrial Relations, Division o f Industrial Safety.

The Contractor shall be responsible for furnishing safety fencing and chain link fencing to provide fo r public safety. Where boring pits are located within existing roadways, the Contractor shall be responsible for providing all traffic barricades and other traf fic control devices to safely route traffic around the construction work.

34-5 Boring and Jacking
Unless otherwise specified, the methods and equipme nt used in jacking operations shall be optional wit h the Contractor, provided that the proposed method is approved by the Engineer. Such approval, however, shall in no way relieve the Contractor of the respo nsibility for making a satisfactory installation me eting the criteria set forth on the Plans or specified in the Contract Specifications, or these specifications. Only workers experienced in jacking operations shall be used in performing the work.

Steel casing pipe and carrier pipe shall be install ed as shown on the Plans, in conformance with the Contract Specifications, these specifications, and as directed by the Engineer. Steel casing pipe sha ll be installed such that carrier pipe, when installed to the lines and grades shown on the Plans, will be approximately centered within its casing pipe.

Carrier pipe to be installed within steel casing sh all be as indicated on the Plans and specified in t he Contract Specifications. Casing spacers shall be i nstalled within 2 feet of each end of the casing pi pe, at each side of each carrier pipe joint, and at evenly spaced intermediate locations to provide a maximum distance between casing spacers of 4 feet on center . The carrier pipe shall be supported on skids dur ing the installation of the pipe. The skids shall be i nstalled in such a manner as to relieve the couplin gs from Engineering Standard Specifications August 5, 2013 187

all load and bearing. Casing spacers shall be inst alled in conformance with the manufacturer's recommendations and as specified in these specifications.

Excavation for the casing or concrete pipe not usin g a casing pipe shall be accomplished by boring.

Sluicing or jetting with water will not be permitte d. The Contractor may elect to utilize uninterrupte d around-the-clock bore and jack operations to preven t "freezing" of the casing or carrier pipe, or to preclude instability at the heading of the bore and jack. The Contractor shall notify the City a mini mum of fifteen (15) days prior to performing uninterrupted activities of its intention to do so. All uninterrupted activities must be approved by the Engineer. Full compensation for additional costs incurred as a result of such continuous operations, shall be considered as included in the Contract unit price paid per linear foot for the Steel Casing Pipe or Jacked Reinforced RCP item involved, and no additional compensation will be allowed therefor. In some situations the City m ay require, such around-the-clock bore and jack operations. The Contractor is directed to the Spec ial Provisions to verify if around-the-clock proced ures are required for each project. If the subject is n ot addressed in the Special Provisions then around- the- clock procedures are not specifically required for the project.

The excavated hole being bored shall not be more th an 1 inch in diameter greater than the outside limi ts of the casing (or reinforced concrete pipe jacked without casing pipe). If the nature of the material is such that caving will likely occur and which may result in a greater space than above specified, a metal sh ield or jacking head shall be installed which extends a minimum of 18 inches ahead of the jacked casing or pipe. The metal shield shall cover a minimum of th e upper 1/2 of the periphery of the jacked casing o r pipe. Excavation shall not proceed beyond the shield.

Where ground conditions at the face of the jacking pit are such that sloughing or caving of ground is likely to occur at the face of the excavation upon commencement thereof, the face of the pit shall be made stable so that an excessive void is not carried wit h the face of the excavation for the length of the casing or pipe. This may be accomplished by solid sheathi ng at the portal of the jack, or excavating and backfilling the face of the pit with cohesive material.

The Contractor shall diligently monitor soil and groundwater conditions encountered during casing and/or carrier pipe installation, and shall provide any an d all necessary groundwater seepage control and dewatering.

Cavities or voids outside the limits specified abov e, regardless of cause, shall be backfilled with sa nd, soil, cement, or cement mortar as provided herein o r as directed by the Engineer. All casing pipe 30 inches in diameter or larger shall have grout plugs installed suitable for attachment to grout pumping equipment. All reinforced concrete pipe 30 inches in diameter or larger, shall be furnished with preinstalled fittings suitable for attachment to gr out pumping equipment. Such grout connections, unl ess otherwise indicated on the Plans or approved otherw ise by the Engineer, shall be placed at 30°, 120°, 240° and 330°, measured clockwise, from vertical ar ound the circumference of the casing or pipe, and a t intervals in each row, along the pipe, of not great er than 10 feet. Alternate bottom holes shall be staggered, and alternate top holes shall be staggered, so that one hole will occur at the top every 5 feet and one hole will occur at the bottom every 5 feet.

Immediately after completion of the jacking or bori ng operation, if in the opinion of the Engineer, excessive voids have been created outside the jacke d pipe, lean grout shall be injected through the gr out connections in such a manner as to completely fill all voids outside the casing pipe or reinforced con crete pipe resulting from the jacking or boring operation . The lean grout shall consist of one part Portlan d cement to not more than 4 parts sand by volume, pla ced at low pressure. Grout pressure is to be controlled so as to avoid deformation of casing pip e and/or avoid movement of the surrounding soil.

Sand for grout to be placed outside the casing shal l be of such fineness that 100 percent will pass a No. 8 Engineering Standard Specifications August 5, 2013 188

sieve and not less than 35 percent will pass a No. 50 sieve. After completion of grouting, the grout connections shall be closed with cast-iron threaded plugs.

In general, excavated material shall be removed fro m the casing or reinforced concrete pipe as jacking progresses and no accumulation of excavated materia l within the casing will be permitted. Should appreciable loss of ground occur in installations w here the face of the excavation is accessible, the voids shall be backpacked promptly to the extent practicable with an approved soil cement.

At the successful completion of the installation, c asing end seals shall be installed in accordance wi th Plans and Contract Specifications. Care shall be taken during the placement of these seals that the pipe is not damaged, deflected or displaced.

After the casing and carrier pipe have been install ed and inspected for acceptance, dry sand shall the n be blown in to fill the annular space between the carr ier pipe and casing pipe. All sand must be clean a nd dry. After the sand has been blown in and inspected the end seals shall be completely sealed.

Special Note: Where boring is located under a waterway includin g, but not limited to, irrigation ditches, culverts, or creeks the bore shall be completed dur ing a time period when no water is flowing unless approved otherwise by the Engineer. If approved by the Engineer, the Contractor assumes all liability and will be responsible for all damages or costs incurred associated with boring under an active waterway.

34-6 Grade Tolerance
The Contractor's attention is called to the fact that extreme care will be required in placing the casing pipe so as to permit the construction of the carrier pip e to the lines and grades shown on the Plans. It s hall be the Contractor's responsibility for selecting a siz e of casing, at or above the minimum specified, in order that the jacking may be done with a sufficient degr ee of accuracy to permit installation of the carrie r pipe to the grade as shown on the Plans within the toler ances set forth in these Specifications for the par ticular carrier pipe installed. Any and all increased cost s resulting from the Contractor's use of steel casi ng pipe with greater diameter or thickness than the minimum specified shall be borne solely by the Contractor.

Variations from theoretical alignment and grade of the RCP and steel casing pipe at the time of completion of jacking shall be as follows:

Steel Casing Pipe jacked into place shall not vary from theoretical alignment and grade at the time of completion of jacking by more than 3 inches in 100 feet for storm drain, and 1 inch in 100 feet for sanitary sewer carrier pipe, unless approved otherwise by the Engineer.

Reinforced concrete jacking pipe jacked into place without steel casing shall not vary from theoretical alignment and grade at the time of comp letion of jacking by more than 3 inches in 100 feet for storm drain, and 1 inch in 100 feet for sanitary sewer carrier pipe, unless approved otherwise by the Engineer.

34-7 Frac-Out Contingency Plan
Unless otherwise specified in the Contract Specific ations, a Frac-Out Contingency Plan will be require d.

Such Plan shall be prepared in accordance with the following provisions and submitted to the Engineer.

For jack-and-bore tunneling activities that use dri lling lubricants, the Contractor shall prepare and implement a contingency plan that is intended to mi nimize the potential for a release of drilling lubr icant (frac-out) associated with tunneling activities; provide for the timely detection of frac-outs; and en sure an organized, timely, and "minimum-impact" response in the event of a frac-out and release of drilling lubricant. The contingency plan shall include, at a minimum, the following measures:

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A. A full-time monitor shall attend all drilling to lo ok for observable frac-out conditions or lowered pressure readings on drilling equipment.

B. If a frac-out is identified, all work shall stop, i ncluding the recycling of drilling lubricant. In th e event of a frac-out into water, the pressure of wat er above the tunnel may keep excess mud from escaping through the fracture. The location and extent of the frac-out shall be determined, and the frac-out shall be monitored for 4 hours to determin e whether the drilling lubricant congeals (bentonite will usually harden, effectively sealing the frac-out location).

C. If the drilling lubricant congeals, no other action s shall be taken that would potentially suspend sediments in the water column.

D. Surface releases of bentonite shall be allowed to harden and then shall be removed.

E. The contingency plan shall identify additional meas ures to be taken to contain or remove the drilling lubricant if it does not congeal.
34-8 Backfill, Compaction, Restoration of Surfaces
Jacking and receiving pits shall be backfilled and compacted, and the surface restored, in accordance with Section 19-3, “Trench and Structure Excavation, Bac kfill, Compaction, and Surface Restoration.”

34-9 Measurement
Measurement for Steel Casing Pipe jacked into place shall be by the lineal foot of casing pipe jacked into place as shown on the Plans or directed by the Engineer.

Measurement for Reinforced Concrete Jacking Pipe wi th rubber gasket joints (without steel casing), jacked into place, shall be by the lineal foot of pipe jacked into place as shown on the Plans or directed by the Engineer.

Where carrier pipe is indicated on the Plans to be placed within a jacked casing pipe, carrier pipe wi ll be measured by the lineal foot of pipe installed.

34-10 Payment
The unit price bid per lineal foot for Steel Casing Pipe, jacked into place, shall include full compen sation for furnishing all labor, materials, tools, equipme nt and incidentals and for doing all the work invol ved therein as shown on the Plans, as specified in the Specifications, Contract Documents and as directed by the Engineer. This shall include excavating, backf illing and compacting the jacking and receiving pit s, boring and tunneling, furnishing and installing the casing complete with grout fittings, furnishing an d installing metal shields, furnishing and installing skids and tie downs, spacers, bands, grouting and backfill of voids, sealing ends of casing, installi ng blown in sand, temporary and final trench resurf acing, and all other incidental work over and above that a ssociated with the normal work of furnishing and installing the carrier pipe in a trench situation.

The unit price bid per lineal foot for Reinforced C oncrete Jacking Pipe with rubber gasket joints, jac ked into place, shall include full compensation for fur nishing all labor, materials, tools, equipment and incidentals and for doing all the work involved the rein as shown on the Plans, as set forth in the Specifications, and as directed by the Engineer. T his shall include, but not be limited to, excavatin g, backfilling and compacting the jacking and receivin g pits, boring and tunneling, furnishing and instal ling the pipe complete with grout fittings, furnishing a nd installing metal shields, grouting and backfill of voids, temporary and final trench resurfacing, and all other incidental work over and above that associated with the normal work of furnishing and installing the carrier pipe in a trench situation.

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Carrier pipe to be placed in casing pipe as shown on the Plans will be paid for under the unit price bid per lineal foot for Steel Casing Pipe.

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SECTION 35 (RESERVED)
SECTION 36 (RESERVED)

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SECTION 37 MISCELLANEOUS IMPROVEMENTS
37-1 General
This work shall consist of constructing or reconstr uction of miscellaneous street improvements, including relocation of mail boxes, signs, fences or walls, witnessing and resetting survey monuments, lowering and adjusting existing facilities to finish grade, all as shown on the Plans and applicable Standard Draw ings, as specified in the Specifications, and as directed by the Engineer.

37-2 Survey Monuments
The Contractor shall comply with the provisions in Section 5-14, “Construction Surveying/Staking.” Survey monuments installed to replace existing know n monuments to be damaged or destroyed by the work shall be furnished and installed at the locati ons shown on the Plans and as directed by the Engin eer.

The survey monument shall be furnished and construc ted in conformance with the applicable Standard Drawings. For City Public projects the Contractor shall contact the City Land Surveyor 3 working days prior to disturbing any monuments. The City survey or will provide the location for the monument to be reset and it shall be the responsibility of the Contractor to furnish all materials and re-build the monument at his own expense. For Non-Public projects constr ucting improvements in the City right of way, the Contractor shall retain a licensed land surveyor to survey and reset said monument and furnish and ins tall all appurtenances. A record of survey shall be fil ed with the Tulare County Recorder at the expense o f the Contractor.

All known monuments, corners, or other survey marke rs to be disturbed by the work shall be tied by temporary survey markers in conformance with profes sional standards prior to beginning construction.

Temporary ties and resetting of monuments, corners, or other markers shall be performed by a licensed land surveyor obtained by the Contractor for Non-Pu blic projects prior to beginning construction.

Monuments, corners, or other markers shall be re-se t to their original precise location and elevation, and marked as required. Known monuments, corners, or survey markers not to be disturbed by the work shall be protected from damage. Any known monuments, cor ners or markers damaged or destroyed due to the Contractor’s failure to protect them shall be repla ced in conformance with the applicable Standard Drawing and this Section 37-2 at the Contractor’s expense.

37-3 Adjusting Existing Facilities to Finish Grade
Existing facilities shall include manhole frames and covers, valve boxes, pull boxes, vaults, and any other similar existing facilities that must fit or match the final finished surface of the improvement in wh ich they are located. The facilities shall be adjusted to grade within five (5) working days following th e completion of the surfacing in which they are located.

Sewer and storm drain manhole frames and covers sha ll be temporarily lowered below the grading plane and triangulated or monumented to provide quick loc ation throughout the construction process. The manhole frames and covers, and valve boxes and cove rs shall then be raised to finish grade, concrete collars poured and asphalt-concrete patch placed, i n accordance with the Standard Drawings and as directed by the Engineer.

Other existing facilities shall be adjusted to fini sh grade in accordance with the applicable utility or facility authority involved, and as directed by the Engineer. Where the utility or facility authority involved desires to do the work with their own forc es and/or materials, the Contractor shall pay all t he costs associated therewith.

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37-4 Relocation of Walls, Fences, and Mailboxes
The Contractor shall be responsible for relocating/ re-building all walls, fences, and mailboxes distur bed or noted for relocation. All walls, fences, and ma ilboxes shall be re-built as shown on the Plans and City Standard Drawings.

During construction operations, the mailboxes shall be moved as necessary to clear the way for the Contractor's operations, but at all times mailboxes shall be accessible for rural delivery.

When construction is complete, the mailboxes shall be placed in final position and the pedestals shall be buried the proper depth as directed by the Engineer. Mailboxes shall not extend into the sidewalk area.

37-5 Measurement and Payment
Unless otherwise specified in the Contract Specific ations, Miscellaneous Street Improvements shall be measured and paid for on a lump sum basis. Payment shall include full compensation for all labor, equipment and materials required to complete all th e work described herein, as shown on the Plans, Standard Drawings, and as specified in the Contract Specifications.

If the Contract does not include a pay item for Mis cellaneous Street Improvements, the cost thereof sh all be included in the prices bid for the other various items of work and no separate payment will be made therefor.

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SECTION 38 CONCRETE CURBS, SIDEWALKS, SURFACE IMPROVEMENTS 38-1 General
This work shall consist of constructing concrete cu rbs, gutters, curb and gutters, curb depressions, sidewalks, curb (accessibility) ramps, driveway app roaches, alley approaches, valley gutters, fence mowstrips and median caps, and other concrete surfa ce improvements of the form and dimensions shown on the Plans or Standard Drawings, as set forth in the Specifications, Contract Documents and as directed by the Engineer. Curb (accessibility) ramps shall also comply with the most current Federal and State Accessibility Standards, whichever is more restrictive.

All concrete improvements as above defined shall be constructed by using fixed forms, except that curb s, curb and gutters, and alley gutters may be constructed by using an extrusion or slip-form machine.

38-2 Portland Cement Concrete
Concrete for curbs, sidewalks, and other surface im provements shall conform to the requirements of Section 50, “Portland Cement Concrete,” of these Sp ecifications, and shall be Class 2 or Class 3 as no ted on the Plans and Standard Drawings or as specified in these Specifications.

For extruded or slip-formed concrete improvements, the maximum size of aggregate used shall be at the option of the Contractor, but in no case shall the maximum size be larger than 1 inch or smaller than 3/8 inch. For extruded or slip-formed concrete, the cement content shall be as specified for Class 2 concrete.

38-3 Reinforcement
Where the use of steel reinforcement is indicated o n the Plans or Standard Drawings, it shall be furni shed and installed in accordance with Section 52, “Reinf orcement,” of the State Standard Specifications, except that Sections 52-1.04, “Payment” of the Stat e Standard Specifications are hereby deleted. All payment for reinforcement complete in place shall b e considered included in the price for the various bid items of work to which the work relates; no additional payment will be made therefor.

38-4 Subgrade Preparation
Subgrade Preparation shall conform to the requireme nts of Section 19-2.7, “Subgrade Preparation, Compaction,” and shall be constructed true to grade and cross-section, as shown on the Plans or direct ed by the Engineer. It shall be thoroughly watered and rolled or hand tamped to obtain a relative compaction of no less than 95 percent under curbs, gutters, cu rb and gutters, driveway approaches, valley gutters and curb ramps, and a relative compaction of no less than 90 percent under sidewalks, mowstrips and concrete median caps prior to placing the concrete. All sof t or spongy material shall be removed to a depth of not less than 18 inches or to stable soil below subgrad e elevation for curbs, gutters, curb and gutters, v alley gutters, driveways and 6 inches below for caps, mow strips, sidewalks and curb ramps, and the resulting space filled with earth, sand or gravel of a qualit y that when moistened and compacted will form a sta ble foundation.

The subgrade and forms shall be wet immediately in advance of placing concrete.

38-5 Construction
Concrete shall not be placed on frozen or ice-coate d ground or subgrade or on ice-coated forms, reinforcing steel, structural steel, conduits, prec ast members, or construction joints. Under rainy conditions, placing of concrete shall be stopped be fore the quantity of surface water is sufficient to damage surface mortar or cause a flow or wash of th e concrete surface, unless the Contractor provides adequate protection against damage. All concrete t hat has been frozen, or damaged by other causes, as determined by the Engineer, shall be removed and replaced by the Contractor at the Contractor's expense.

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Fixed form construction shall conform to Section 73 -1.03C, “Fixed Forms,” of the State Standard Specifications, and as set forth in this Section 38 -5. Extruded or slip-formed construction shall con form to Section 73-1.03D, “Extruded or Slipform,” of the State Standard Specifications, and as set forth in this Section 38-5. The extrusion machine shall go no fa ster than the curb and/or gutter or alley gutter ca n be finished using good workmanlike practices.

Construction Joints
Construction joints shall be as shown on the Plans and Standard Drawings, and as specified below for both fixed form and extruded or slip-formed construction, as follows:

A. Where concrete improvements such as curb and gutter , valley gutters, and sidewalk, are to be placed adjacent to existing asphalt pavement, the pavement shall be sawcut and removed 6 inches to 12 inches beyond the inside edge of the formwork . The edge of the existing asphalt pavement shall not be used as formwork.

B. Weakened plane joints shall be placed at 15 foot in tervals or as shown on the Plans and Standard Drawings for the item of work to which the work rel ates, except that for mowstrips they shall be placed at each post location not having an expansion joint. Weakened plane joints shall be placed at 8 foot intervals for median curbs and landscape curbs. Where spacing is specified on the Plans and Standard Drawings that spacing shall govern ove r these requirements. Tighter joint spacing will be required in areas like curb ramps and drive approaches. Contractor shall verify with inspector prior to construction. Weakened plane jo ints shall be a minimum of one inch (1”) in depth in sidewalks and ramps and shall be finished with a one-fourth of one inch (¼”) maximum radius edger. Weakened joints in curbs, gutters an d drive approaches shall be a minimum of one and one half inches (1½”) in depth and shall be fin ished with a one-fourth of one inch (¼”) maximum radius edger.

C. The above spacing for construction joints shall be required in lieu of the spacing indicated in Section 73, “Concrete Curbs and Sidewalks,” of the State Standard Specifications.

D. Mowstrips may not be poured monolithically with sidewalks or other concrete improvements.

E. Score lines shall be one quarter of one inch (1/4”) in depth and width.

F. In areas with existing joint patterns the Contracto r and Inspector should collaborate and the inspector may approve an alternate joint pattern when necessary.

The City believes that the Plans and Specifications call out Construction Joint spacing that will prev ent the appearance of shrinkage and temperature cracking or other cracking from appearing in locations other than the joints. However, it shall be the sole res ponsibility of the Contractor to appropriately plac e all joints to prevent the appearance of shrinkage and t emperature cracking or other cracking. If the Contractor believes that a different joint spacing should be utilized, the Contractor shall present a revised joint plan to the Engineer for approval. If no rev ised joint plan is submitted, this will be the Cont ractor’s verification that he is satisfied with the joint pa ttern shown on the Construction Documents. Any concrete with cracking in locations other than the joints that is determined to be unacceptable by the Engineer shall be removed and replaced by the Contractor at the Contractor’s expense.

Any concrete improvements damaged by the Contractor during construction shall be replaced by the Contractor at the Contractor’s expense. Any concrete improvements damaged or visibly disfigured by the public during construction including but not limite d to footprints, markings, bike tracks, vehicles an d other damage shall be replaced by the Contractor at the Contractor’s expense.

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The surface of sidewalks, curb ramps and driveway a pproaches shall be scored, stamped, or otherwise marked as shown on the Plans, Standard Drawings, Co ntract Specifications, or as directed by the Engineer, utilizing a scoring tool, which will leav e the edges rounded. The construction of curb ramp s shall include any special surfacing required to be affixed to the concrete surface including detectabl e warning surfaces.

Where steel dowels are set forth on the Plans or St andard Drawings to anchor proposed concrete curbs t o existing pavement or other existing infrastructure, adhesives may not be substituted therefor.

38-6 Finish
Immediately upon stripping curb forms and prior to backfill, all rock pockets or honeycombs shall be repaired to the satisfaction of the Engineer at the Contractor’s expense.

Finish of concrete surface improvements shall be free from blemishes and shall be as follows:

A. Curbs - Trowel smooth and finish with a light broom.

B. Sidewalks and mowstrips – Finish with light broom.

C. Gutters, valley gutters and median caps -Finish with light broom.

D. Driveway approaches - Finish with a light broom.

E. Curb (accessibility) ramps - Finish with a heavy br oom across the ramp slope or as indicated on the Standard Drawings.

F. Stamped Concrete – Shall be colored, sealed and con structed per the Specifications and Plans and as directed by the Engineer.

Broomed surfaces to be used by pedestrian traffic shall be broomed transverse to the line of traffic.

38-7 Tolerances
The top and face of finished curbs shall be true an d straight and the top surface of curbs shall be of uniform width, free from humps, sags, or other irre gularities. When a straightedge 10 feet long is la id on the top or face of the curb or on the surface or fl ow line of gutters, valley gutters, drive approache s or other concrete improvements the surface shall not v ary more than 0.02 feet from the edge of the straightedge, except at designed grade changes or curves.

All improvements shall be constructed to the slopes and elevations shown on the plans.

Under No Circumstances shall any of the following r equirements be violated regardless of tolerances listed in this section:

No sidewalk or curb ramp cross slope shall exceed 2 .00 percent along the path of travel. No sidewalk slope shall exceed 5.00 percent in the direction of travel along the path of travel. No curb ramp shall have a slope in the direction of travel greater than 8.3 3 percent. All curb ramp landings shall have a slo pe of not greater than 2.00 percent in any direction. If concrete improvements violate any of these requirements or other ADA requirements in effect at the time of construction, the Contractor shall remove and correctly replace the concrete improvements to the proper grades and dimensions at his own expense.

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38-8 Curing
All surface concrete improvements shall be cured by application of an approved curing compound in conformance with the requirements of Subsection 90- 1.03B(3)B, “Curing Compound Method,” of the State Standard Specifications and the Standard Drawings.

38-9 Backfilling
After removal of forms, the area adjacent to the newly constructed concrete improvement shall be cleaned of all surplus concrete and other debris and the ar ea filled with clean earth suitable for planting (e xcept in front of the gutter). Backfill shall be placed beh ind the curb prior to any excavation in the street area below the plane of the bottom of curb and gutter.

Where there is a planter strip between the curb and the sidewalk, the planter strip shall be filled to within 1 inch of the top of curb and sidewalk with clean e arth suitable for planting where grass is to be pla ced.

When the planter strip is to be filled with bark it shall be filled to within 2 inches of the top of c urb and sidewalk with clean earth suitable for planting. T he area of traffic divider (median) islands not to be capped with concrete shall be backfilled with clean earth suitable for planting to within 2 inches of a line extending between adjacent tops of curb.

38-10 Measurement
Unless otherwise specified in the Contract Specific ations, concrete curb, concrete gutter, concrete ve e gutter, alley gutter, concrete curb and gutter, and concrete mowstrip shall be measured by the lineal foot.

Curb depressions and curb and gutters around curb r amps will be included in the measurement of length of concrete curb, or concrete curb and gutter, as the case may be.

Unless otherwise specified in the Contract Specific ations, concrete sidewalks and curb ramps, concrete driveway approaches, concrete alley approaches, con crete valley gutters and concrete median caps shall be measured by the square foot. Measurement of con crete driveway approaches, concrete alley approaches, and curb ramps shall be made from the b ack of the curb to the back of the approach or sidewalk adjacent to said improvement. Measurement for curb ramps shall include the concrete from the beginning of the curb return to the end of the curb return where curb ramps are being constructed in accordance with the Standard Drawings or ramps are being constructed similar thereto.

38-11 Payment
Payment for Concrete Curb, Concrete Gutter, Concret e Curb and Gutter, Concrete Vee Gutter, and Concrete Mowstrip shall be at the unit price bid pe r lineal foot and shall include full compensation f or furnishing all labor, materials, tools, equipment a nd incidentals and for doing all the work involved therein as shown on the Plans, as set forth in the Specifications, the Contract Documents, and as dire cted by the Engineer, including subgrade preparation.

Payment for Concrete Sidewalks and Curb Ramps, Conc rete Driveway Approaches, Concrete Alley Approaches, Concrete Valley Gutters and Concrete Me dian Caps shall be at the unit price bid per square foot and shall include full compensation for furnis hing all labor, materials, tools, equipment, specia l surfacing materials, detectable warning surfaces, a nd incidentals and for doing all the work involved therein as shown on the Plans, as set forth in the Specifications, the Contract Documents and as direc ted by the Engineer, including subgrade preparation.

Compensation for steel reinforcement required for d rive approaches, concrete valley gutters or any oth er facilities requiring steel reinforcement shall be i ncluded in the cost for the facilities requiring sa id steel reinforcement. No additional compensation shall be made therefor.

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SECTION 39 PERVIOUS CONCRETE PAVEMENT
39-1 General

SCOPE OF WORK: The Work to be completed under this Section includes the furnishing of all labor, materials and equipment necessary for construction of Pervious Concrete Pavement and Baserock including the aggregate baserock and the pervious c oncrete in conformance with the Plans and Specifications.

SPECIAL EQUIPMENT: Pervious concrete requires speci fic equipment for compacting, and jointing.

Depending upon which placement method listed in sec tion Placing and Finishing is selected, the specifi c tools listed below are required.

A. Placement by vibratory screed, laser screed, or hand screed

1. The surface shall be compacted to the final elevation by one of three methods. a. A minimum 10-inch diameter steel pipe that spans th e width of the section placed and exerts a vertical pressure of at least 10 psi on th e concrete surface shall be used to compact the concrete surface. Small, irregular are as may be compacted with smaller rollers that do not span edge to edge provided sufficient compaction is attained. b. A plate compactor having a minimum base area of 2 s quare feet and exerting a minimum vertical pressure of 10 psi on the concrete surface . Compaction may be accomplished by placing ¾” thick plywood over the screeded surface prior to application of the plate compactor.
c. Single tube weighted roller.
d. Sod rollers shall not be permitted for compaction of pervious concrete.

B. Jointing

1. When rolled joints are placed in pervious pavements , they shall be formed using a small roller to which a fin with a minimum depth of ¼ the thickness of the slab. The fin shall be welded to the circumference of the roller and finished with a smooth fillet or radius.

2. Joints may also be made by hand tooling or saw cutting to a depth of ¼ of the slab thickness.

C. Water fogger

1. Water fogging equipment shall emit a fine mist.

2. Equipment that produces large drops of water that w ash cement paste off the aggregate shall not be used.

39-2 Quality Assurance:

The Pervious Concrete Subcontractor:

A. Shall submit:

1. Evidence of two successful pervious concrete paveme nt projects including: the project name and address, owner’s name, contact information and size of each project.

2. Verification of current NRMCA Certification requirements described below:

B. Shall meet, at the time of bidding: one of the foll owing criteria for the minimum certification for each placement crew and submit verification of NRMC A Pervious Concrete Certification with the bid.
(http://www.nrmca.org/Education/Certifications/Pervious_Contractor.htm) Engineering Standard Specifications August 5, 2013 199

1. The pervious concrete subcontractor shall employ no less than one (1) NRMCA Certified Pervious Concrete Craftsman who must be onsite, act ively guiding and working with each placement crew during all pervious concrete placement.

2. The pervious concrete subcontractor shall employ no less than three (3) NRMCA Certified Pervious Concrete Installers who must be onsite, ac tively guiding and working with pervious concrete for projects.

3. The pervious concrete subcontractor shall employ no less than three (3) NRMCA Pervious Concrete technicians and one (1) Pervious Installer who shall be onsite, actively guiding and working with each placement crew during all pervious concrete placement.

SUBMITTALS:

Prior to commencement of the work the contractor shall submit the following:

A. Concrete materials:

1. Proposed concrete mixture proportions including all material weights, volumes, density (unit weight), water cement ratio, and void content.

2. Aggregate type, source and grading.

3. Cement, fly ash and admixture manufacturer certifications

B. Qualifications: Evidence of qualifications listed under Quality Assurance C. Project details: Specific plans, details, schedule , construction procedures and quality control plan.

D. Subcontractors: List all materials suppliers and subcontractors to be used on the project.

TEST PANELS:

Prior to construction, test panel(s) shall be place d and approved by the owner. The owner may waive th is requirement based on contractor qualifications.

A. Test panel(s) shall be constructed in accordance wi th the plans and specifications. A minimum 200 sq. ft panel size shall be placed, jointed and cured using materials, equipment, and placing crew proposed for the project.

B. Test panel(s) cost and removal, if necessary, shall be included in the contract price for Pervious Concrete and Baserock.

C. Quality: Test panels shall have acceptable surface finish, joint details, thickness, porosity and curing procedures and shall comply with the accepta nce criteria listed in the Quality Control section of this specification.

D. If test panels placed at the site are found to be d eficient in thickness, density (unit weight) or percentage of voids, or of an unacceptable appearan ce, they shall be removed at the contractor’s expense and taken to an approved landfill or recycl ing facility. If test panels are found to be satisfactory, they may be left in-place and included in the completed work.

39-3 Materials
Cement: Portland cement Type II or V conforming to ASTM C150 or Portland cement Type IP or IS conforming to ASTM C595.

SUPPLEMENTARY CEMENTITIOUS MATERIALS:

A. Class F Fly ash conforming to ASTM C618
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B. Ground Iron Blast-Furnace Slag conforming to ASTM C989

CHEMICAL ADMIXTURES:

A. Air entraining agents shall comply with ASTM C260.

B. Chemical Admixtures shall comply with ASTM C494.

C. Hydration stabilizers are permitted to be used when it is necessary to increase concrete placement time to 90 minutes and improve finishing operations.

AGGREGATES:

A. Coarse aggregate shall comply with ASTM C33. Size 8 (3/8” to No. 16) or Size 89 (3/8 in. to No. 50) shall be used unless an alternate size is a pproved for use based on meeting the project requirements. The percentage of material passing the #4 sieve shall be no more than 10%. Fine aggregate complying with ASTM C33 shall not be used.

B. Larger aggregate sizes may increase porosity but ca n decrease workability. Avoid well graded aggregates as they may reduce porosity, and may not provide adequate void content.

WATER:

Water shall comply with ASTM C 1602.

MIXTURE PROPORTIONS:

The composition of the proposed concrete mixtures s hall be submitted to the owner’s representative for review and/or approval and shall comply with the fo llowing provisions unless an alternative compositio n is demonstrated to comply with the project requirements.

CEMENTITIOUS CONTENT:

Total cementitious content shall not be less than 6 30 lbs/cy, unless satisfactory performance with low er cementitious contents has been shown with the aggregates and cementitious material proposed for use.

SUPPLEMENTARY CEMENTITIOUS CONTENT: Fly ash: 15% maximum.

WATER / CEMENTITIOUS RATIO: Maximum 0.30 lb/lb.

AGGREGATE CONTENT:

The bulk volume of aggregate per cubic yard shall be equal to 24 cubic foot when calculated from the dry rodded density (unit weight) determined in accordance with ASTM C29 jigging procedure.

ADMIXTURES:

Admixtures shall be used in accordance with the manufacturer’s instructions and recommendations.

39-4 Execution

FOUNDATION
A. SUBGRADE:

1. Material: The subgrade shall not be chemically treated .

2. Compaction: Compact sub-grade to a minimum 90% and a maximum 95%. Compaction shall be in accordance with ASTM D1557.

3. Moisture: The subgrade moisture content shall be 1% - 3% above optimum as determined by ASTM D1557.

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B. AGGREGATE BASEROCK :

1. Material: Base material under the pervious concret e shall be 1” or ¾” maximum sized aggregate conforming to ASTM C 33, Size 5, 56, 57, 6 or 67 with a compacted void content of 30% to 40%.

2. Compaction: The aggregate base shall be compacted by proof rolling or plate compactor.

FORMWORK:

A. Form materials are permitted to be of wood or steel and shall be the depth of the pavement.

Forms shall be of sufficient strength and stability to support mechanical equipment without deformation spreading, strike-off and compaction equipment. If final compaction of the concrete is with a non-hydraulic steel pipe or plate compact or, the forms shall have a removable spacer of ½” to ¾” thickness placed above the depth of paveme nt. The spacers shall be removed following placement and vibratory strike-off to allow surface compaction.

MIXING AND HAULING:

A. PRODUCTION: Pervious concrete shall be manufactured and delivered in accordance with ASTM C 94.

B. MIXING: Concrete mixed in truck mixers shall be mi xed at the speed designated as mixing speed by the manufacturer for 75 – 100 revolutions.

C. TRANSPORTATION: The pervious concrete mixture may be transported and discharge of individual loads shall be completed within one (1) hour of the introduction of mix water to the cement. Delivery times may be extended to 90 minutes when a hydration stabilizer is used.

D. DISCHARGE: Each truckload will be visually inspected for consistency of the concrete mixture.

To replace water lost to evaporation, water additio n is permitted during discharge of the concrete to maintain the required mix consistency. A minimu m of 70 revolutions at the manufacturer’s designated mixing speed shall be required following the addition of any water to the mix.

Discharge shall be a continuous operation and shall be completed as quickly as possible.

Concrete shall be deposited as close to its final p osition as practical and such that discharged concrete is incorporated into previously placed plastic concrete.

PLACING AND FINISHING:

A. GENERAL: Pervious concrete shall be deposited over the entire width of the formed area and finished to the designed elevation. The completed pavement section shall contain at least the designed percentage of interconnected voids. Foot traffic shall be prohibited on the fresh pervious concrete during placement and prior to initial compaction.

B. PLACING METHODS: Pervious concrete shall be placed by vibratory screed, single tube hydraulic roller screed, laser screed, or slip form paver. The requirements for each method are specified below. The Contractor shall provide a me chanical vibratory form riding screed or a single tube hydraulic screed to place the concrete unless otherwise approved by the Owner or Engineer in writing. Internal vibration shall not be permitted.

1. Mechanical vibratory form riding screed. The scree d shall ride on ½” to ¾” spacers affixed to the tops of the forms. After the concrete has b een screeded, the spacers shall be removed and the surface consolidated using a roller or plat e compactor. Care shall be taken during Engineering Standard Specifications August 5, 2013 202

compaction that sufficient compactive force is achi eved without excessively working the concrete surface that might result in sealing off the surface porosity.

2. Single tube hydraulic roller. A water-filled steel tube driven by an external power source shall ride on the tops of the forms; spacers are not required but can be used at the contractor’s option. Once the concrete is screeded to the final elevation, the screed is rolled over the pervious section to complete consolidation. Care s hall be taken during installation and compaction that sufficient compactive force is appl ied without excessively working the concrete surface to the extent that the surface is sealed.

3. Laser screed. The pervious concrete shall be place d between forms and finished to the planned elevation using the laser machine’s interna l control system. After the concrete is placed, compactive effort shall be by a steel roller or a plate compactor.

4. Slip form paver. The concrete shall be placed with a spreader box the full-width of the formed section or with a full-depth asphalt paver. Compaction shall be by means of a roller screed or plate compacter.

C. The pervious concrete pavement shall be compacted t o the required cross-section and shall not deviate more than +/- 3/8 inch in 10 feet from prof ile grade. Low spots after the screeding operation shall be filled up and tamped with hand t ampers or re-rolled with compacting devices.

Placed concrete shall not be disturbed while in the plastic state. Foot traffic shall not be permitted on the uncompacted surface
D. Hand tampers shall be used to compact the concrete along the slab edges immediately adjacent to the forms. After compaction, inspection, and repai r, no further finishing shall be performed on the concrete. The surface shall be water fogged pr ior to covering with 6 mil visqueen. The surface shall be covered immediately and in no case more than 20 minutes after the concrete has come in contact with the grade.

E. The placement at the conclusion of each truck’s dis charge, the concrete shall be squared off. If the next truck is not immediately available for discharge, the concrete shall be formed and treated as a construction joint. Prior to restarting place ment, the form board shall be removed and the exposed face fogged with water prior to continuing the placement.

JOINTING:

A. Control (contraction) joints shall be installed at regular intervals not to exceed 40 feet, or two times the width of the placement. The control join ts shall be installed at 1/4 the depth (to a maximum depth of 1½”) of the thickness of the pavem ent. These joints can be installed in the plastic concrete or saw cut after the concrete has hardened.

B. Jointing plastic concrete: Joints installed in the plastic concrete shall be constructed utilizing a small roller as described in section Special Equipm ent or by hand tooling. When this option is used it shall be performed immediately after roller compaction and prior to curing.

C. Jointing hardened concrete: Saw-cuts shall be made as soon as the pavement has hardened sufficiently to prevent raveling and uncontrolled c racking. Early entry sawing occurs later with pervious concrete than with conventional concrete. For either method, the curing cover shall be removed and the surface kept misted to prevent mois ture loss. After sawing the concrete shall be thoroughly wetted before the curing cover shall be securely replaced for the remainder of the curing cycle.

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D. Transverse construction joints: Transverse construction joints shall be installed whenever placing is suspended or whenever concrete is no longer workable.

CURING:

A. Immediately after screeding, the surface shall be k ept moist and evaporation prevented. When the wind is in excess of 5 mph, the surface shall be treated with a spray applied curing compound, evaporation retarder, or water fogging prior to cov ering with a minimum of six (6) mil thick polyethylene sheet or other approved covering mater ial. The six mil polyethylene sheet or other approved curing material shall be placed over the c ompacted concrete no later than 20 minutes after the concrete has come into contact with the grade. The cover shall extend at least 8” beyond the edges of the fresh concrete and shall be secure d to prevent evaporation of water in the concrete and dislocation due to winds or adjacent traffic conditions.

1. The curing cover shall remain securely in place for a minimum of 7 days. No vehicular traffic shall be permitted on the pavement until curing is complete and no truck traffic shall be permitted for at least 14 days.

39-5 Quality Control:

A. For Public Projects the City shall employ a testing laboratory that conforms to the requirements of ASTM E329 and ASTM C1077. For Non-Public Projec ts the Contractor shall employ the testing laboratory to perform all testing. All personnel engaged in testing shall be certified by the American Concrete Institute as ACI Concrete Field Technicians or equivalent. Pervious concrete placement inspectors shall be certified by the Nati onal Ready Mixed Concrete Association as a “Pervious Concrete Technician”.

B. Traditional Portland cement pavement testing proced ures for strength and slump control are not applicable to this type of pavement material.

C. Concrete tests shall be performed for each 150 cubi c yards or fraction thereof with a minimum of one test for each day’s placement.

D. Hardened concrete shall be tested for in-place infiltration rate.

1. The infiltration rate shall be not less than 100 in ches per hour when measured using the following procedure:

The apparatus shall consist of a:
a. One gallon, minimum size, water container with a sp out. The spout shall be able to produce a stream with a circular cross-section and large enough in diameter to discharge the entire contents of the container in 20 seconds or less. b. Stopwatch capable of indicating elapsed time to the nearest second. c. Tape measure of at least 0.95 m (36 inches) that is graduated in 5 mm (1/4 inch) increments or smaller.
d. The water shall be free of suspended solids. The v olume of water shall be determined to two significant figures
e. The testing procedure is:
i. Place a pre-measured amount of water into the container. ii. Pour the water onto the pervious concrete surface. Control the discharge rate by manually adjusting the angle of the spout so that t he pooling of water on the concrete surface is between 25.4 cm to 76.2 cm (10 to 30 inches). Pour the entire contents of the container onto one spot and hold th e spout over the spot until the pool of water vanishes.
iii. Start the stopwatch when the water initially touche s the concrete surface and stop it when the pool disappears from the surface.

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iv. Measure the longest dimension of the dampened area. Measure the width of the pool perpendicular to the first measurement.
v. Repeat this procedure in a minimum of 4 separate locations. f. The calculation of the Infiltration Capacity shall be as follows:
i. The formula for SI Units is: IC= (V) (14.4X106)/ ( pi) (d1) (d2) (t) inches per hour.
ii. The formula for U.S. Standard Measures is: IC=(V)( 3,326,400)/(pi)(d1)(d2)(t) inches per hour
Where:

IC is Infiltration Capacity
V is the volume of water in gallons or liters
d1 and d2 are the dimensions that were determined in part iv. pi is about 3.14159
g. The test report shall include at a minimum:
i. The time and date of testing.
ii. The name and affiliation of the person performing the test. iii. The location of the site being tested.
iv. The location of each site tested.
v. The volume of water used at each test site.
vi. The length of the two measurements taken at each site. vii. The discharge time for the water at each location. viii. The infiltration capacity at each location.
ix. The average infiltration capacity for the site.

39-6 Measurement and Payment
Payment for Pervious Concrete Pavement and Baserock shall be made at the Contract Unit Price per square foot paid for Pervious Concrete Pavement and Baserock and shall include, but not be limited to, full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and doing all work involved in preparing the subgrade, hauling and con structing pervious concrete pavement and aggregate baserock, completed in place, in accordance with th ese Specifications and as shown on the approved Plans.

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SECTION 40 (RESERVED)

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SECTION 41 CHAIN LINK FENCE, GATES & TIMBER BARRICADES 41-1 General
This work shall consist of constructing chain link fence and gates at locations and in accordance with the details shown on the Plans and Standard Drawings, a s specified in the Specifications, and as directed by the Engineer. Concrete mowstrips for fences shall conform to Section 38, “Concrete Curbs, Sidewalks, Surface Improvements.” The work shall also consist of constructing timber barricades at the locations shown on the Plans, and in accordance with the applicable Standard Drawing and the Specifications.

41-2 Materials
All fence and gate materials shall be new, galvaniz ed ferrous materials. Imperfectly galvanized mater ial or material upon which serious abrasions of the gal vanizing occur shall not be used in the work. A certificate of compliance is required from the manufacturer of all products used in constructing chain link fence and gates, including posts, and shall be subm itted to the Engineer in conformance with Section 6 -5, “Certificates of Compliance.”

All timber shall be new and first quality and shall be redwood or pressure treated wood with a preservative may be substituted for redwood upon the approval of the Engineer.

41-2.1 Fence, Gate, Posts
Fence, gate, and post materials shall comply with the following:

A. Height: The fence shall stand at a height of 6 fee t above the grade indicated on the Plans when erected.

B. Fabric: Chain link fence and gate fabric shall conform to the specifications of ASTM Designation A392, Class 1 zinc coating. The wire used in the m anufacture of the fabric shall be 9 gauge, and woven into approximately 2 inch mesh. The fabric shall have a knuckle bottom and twisted top.

C. Posts and Braces: The base material for the manufa cture of steel pipe used for posts and braces shall conform to the specifications of ASTM Designa tion A120, standard weight, and the base material for the manufacture of other steel section s used for posts and braces shall be good commercial quality weldable steel. Posts and brace s shall be galvanized in accordance with ASTM Specification Designation A123.

Posts and braces shall conform to the following requirements:

Corner and End Posts (round pipe only):

Pipe: 2-7/8 in. outside diameter (O.D.); 5.79 lb./ft. weight

Line Posts:

Pipe: 1.90 in. O.D.; 2.72 lb./ft. weight

Gate Posts (round pipe only):

Individual
Gate Width O.D. Weight

Up thru 6 ft. 2-7/8 in. 5.79 lb./ft.

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7 ft. thru 13 ft. 4 in. 9.11 lb./ft.

14 ft. thru 18 ft. 6-5/8 in. 18.97 lb./ft.

Over 18 ft. 8-5/8 in. 24.70 lb./ft.

Braces:

Pipe: 1-5/8 in. O.D.; 2.27 lb./ft. weight

All posts shall be fitted with rainproof caps desig ned so as to fit securely over the top of the posts , and carry the top tension wire.

All line posts shall be of a total length of not less than 8.5 feet and all other posts shall be of a total length of not less than 9 feet as shown in the Standard Dr awings, except that where post caps are used which hold tension wires, the post may be shortened a suf ficient amount so that the top of the cap is at the approximate level of the fence fabric, but no lower . In no case, however, shall the post be shorter t han 8 feet-8 inches where post caps are used, nor shall t he length embedded in the concrete footing, includi ng any mowstrip, be less than 2.5 feet for line posts and 3 feet for all other posts.

Reference is made to Section 6-8, “Samples and Test s,” which is modified in this Section 41-2.1. In addition to any of the requirements of said Section 6-8, one post from each lot of posts, and one brac e from each lot of braces, to be used in the work sha ll, at the direction of the Engineer, be tested in accordance with the requirements of ASTM Designatio n A120. If that post or brace fails, 2 additional posts or braces from the same lots will be tested. If either of the 2 additional sampled posts or bra ces fails, the entire lot of posts will be rejected. The Contractor shall supply materials for testing, as required, at his own expense.

41-2.2 Extension Arms, Tension Wire, Wire Strands
A. Extension arms, stretcher bars and other required f ittings and hardware: Extension arms, stretcher bars and other required fittings and hard ware shall be steel or malleable iron or wrought iron and shall be galvanized in accordance with ASTM Specification Designation A153.

B. Tension wires: Tension wires shall be a minimum of 7 gauge coil spring steel of good commercial quality. Tie wires and hog rings shall be at least 9 gauge steel. Post clips shall be at least 6 gauge steel. Tension wires, tie wires, pos t clips, and hog rings shall be galvanized in accordance with the provisions of ASTM Specification Designation A116, Coating Class 3.

C. Wire Strands for Extensions: Wire strands for exte nsions shall be 9 gauge (3.8 mm) diameter galvanized steel of a good commercial quality. Thr ee strands shall be installed where extensions are called for on the Plans.

41-2.3 Gates
Drive gates may be single or double, and shall be o f the widths designated on the Plans and in the Contract Pay Item. Walk gates shall be 4 feet wide . Gates shall be constructed in accordance with th e Standard Drawings.

Gate frames shall be constructed of not less than 1 .90 inch inside diameter galvanized standard weight pipe conforming to ASTM Specification Designation A 120. Gate frames shall be cross trussed with 3/8 Engineering Standard Specifications August 5, 2013 208

inch diameter adjustable truss rods. The adjuster shall be provided with flat and lock washers and shall be "double-nutted" to lock the adjuster. The corners of gate frames shall be fastened together and reinf orced with a malleable iron fitting designed for the purp ose, or they may be welded and regalvanized as provided herein.

All abraded and damaged galvanized surfaces or weld ed areas shall be regalvanized or may be cleaned and painted with two coats of zinc oxide, zinc dust paint conforming to the requirements of Federal Specification MIL-P-15145, the paint to be properly compounded in a suitable vehicle in the ratio of o ne part zinc oxide to 4 parts zinc dust, by weight.

Chain link fence fabric specified for the fence sha ll be attached to the gate frame by the use of stre tcher bars and the tie wires as specified for fence const ruction, and suitable tension connectors spaced at approximately one foot intervals.

The gates shall be hung by at least two steel or ma lleable iron hinges not less than 3 inches in width , so designed as to securely clamp to the gate posts and permit the gate to be swung back against the fence.

Gates shall be provided with a combination steel or malleable iron catch and locking attachment of approved design. Stops to hold gates open and a ce nter rest with catch shall be provided for all doub le gates. Walk gates shall be provided with stops only.

41-2.4 Concrete
Concrete for post footings shall be Class 3 conform ing to the requirements of Section 50, “Portland Cement Concrete,” of these Specifications.

41-2.5 Timber
Timber for Timber Barricades shall conform to the r equirements shown on the Standard Drawing for Temporary Timber Barricade.

41-3 Clearing and Grubbing
Clearing and Grubbing shall conform to the requirements of Section 16, “Clearing and Grubbing.”

41-4 Excavation and Preparation Of Subgrade
Any required excavation or embankment construction shall be to the lines and grades shown on the Plans or established by the Engineer. Excavation, embank ment construction and preparation of subgrade shall conform to the requirements of Section 19, “Earthwo rk.” Unless otherwise indicated, minimum relative compaction of finished fence pad shall be 90 percent.

The area around each gate shall be graded to allow all gates to be swung back against the fence withou t dragging on the ground surface.

41-5 Construction
A. Chain Link Fence, Gates.

Line posts shall be spaced not farther apart than 10 feet from center to center, and unless otherwise specified, shall be set vertically. All posts shall be set in concrete footings conforming to details show on the Standard Drawings. Unless otherwise directed by the Engineer, footings shall be crowned at the top to permit water to flow away from the posts.

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End, corner and gate posts shall be braced to the nearest line post as shown on the Standard Drawings, with horizontal braces used as compression members and galvanized 3/8 inch diameter steel adjustable truss rods used as tension members. The adjuster shall be provided with flat and lock washers, and shall be "double-nutted", as directed by the Engineer, to lock the adjuster.

Where the distance between corner and/or gate posts is 1,000 feet or greater, line posts shall be braced horizontally and trussed in both directions at intervals not to exceed 1,000 feet, as shown on the Standard Drawings. The tension wires shall be interrupted at this location by cutting and attaching them to one of the braced line posts. Tension wires shall then be continued from this same line post to the next corner or gate post.

Changes in line where the deflection angle is 10 degrees or more shall be considered as corners, and corner posts with bracing specified for corners shall be installed.

Chain link fabric shall be fastened on the outside of the posts surrounding the area being fenced, unless otherwise directed by the Engineer.

The fabric shall be stretched and securely fastened to the posts, and between posts the top and bottom edges of the fabric shall be fastened to the tension wires. Tension wires shall be stretched tight and attached to corner or gate posts in a manner approved by the Engineer.

The fabric shall be fastened to end, corner and gate posts with 1/4 inch wide by 3/4 inch thick stretcher bars and not less than 1/8 inch wide by 3/4 inch thick stretcher bar bands spaced at 1 foot intervals. The fabric shall be fastened to line posts with tie wires or post clips and to tension wires with tie wires or hog rings. The wire or clip fasteners shall be spaced 14 inches apart on line posts, with a minimum of 6 per post, and 18 inches apart on tension wires.

All bolted fixtures, including gate hinge attachments, turnbuckles, or other adjusters, clamps, or any device which is bolted, shall be provided with flat washers behind bolt heads, except where stove bolts are used, and flat and lock washers behind nuts. All turnbuckles or other adjusters shall be "double-nutted" to lock the adjuster.

Where post extensions and strands of wire are specified, the wire shall be stretched tight and fastened to extension arms with tie wires or hog rings. Where the wire terminates, it shall be securely tied to the extension arm.

B. Timber Barricades.

Timber Barricades shall be constructed at the locations shown on the Plans and conforming to the details shown on the Standard Drawing for Temporary Timber Barricade. Use of the word “Temporary” shall not be confused with smaller barr icades used for traffic delineation.

Clearing and grubbing for Timber Barricades shall conform to Section 16, “Clearing and Grubbing.” Excavation and preparation of subgrade shall comply with Section 19, “Earthwork.” Excavations for posts shall be backfilled and thoroughly compacted to the satisfaction of the Engineer.

41-6 Measurement
Measurement for 6-foot chain link fence will be by the lineal foot of chain link fence installed as sh own on the Plans, to be determined by the Engineer from actual measurements, the width of gate openings being deducted.

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Measurement of gates will be per each for each type of gate installed as shown on the Plans. A gate u nit complete in place shall include one gate, or in the case of double gates, one double unit, with all necessary fittings, hardware, and gate posts with braces, lat ches, stops, and other devices required by the Stan dard Drawings, Plans or Specifications.

Measurement for Timber Barricades shall be on an a per each basis.

41-7 Payment
When the Contract does not include a pay item for c learing and grubbing, or for excavation and preparation of subgrade as above specified, and unl ess otherwise provided in the Contract Specificatio ns, full compensation for any necessary clearing and gr ubbing, and any excavation and preparation of subgrade required to prepare the fence pad to the g rades shown on the Plans or directed by the Enginee r shall be included in the costs for the various fenc e construction items of work and no separate paymen t will be made therefor.

Payment for 6 Foot Chain Link Fence shall be paid a t the unit price bid per lineal foot and shall incl ude full compensation for furnishing all labor, materials, tools, equipment and incidentals and for doing all the work involved therein as shown on the Plans and Sta ndard Plans, as set forth in the Specifications, an d as directed by the Engineer. This shall include clearing and preparing the fence pad (where no separate item is provided therefor), furnishing and installing th e fence and posts, providing samples and tests, furnishing and installing post extension arms and s trands of wire where indicated, and all incidentals required to provide a complete fence installation as specified.

Payment for each type of Gate or Double Gate shall be paid on a per each basis and shall include full compensation for furnishing all labor, materials, t ools, equipment and incidentals and for doing all t he work involved therein as shown on the Plans and Sta ndard Drawings, as set forth in the Specifications, and as directed by the Engineer. This shall includ e clearing and preparing the gate opening area (whe re no separate item is provided therefor), furnishing and installing gates, providing samples and tests, furnishing and installing post extension arms and strands of wire where indicated, and all incidentals.

Payment for Timber Barricades shall be paid on a pe r each basis shall include full compensation for al l labor, tools, materials, and incidentals required f or the complete installation as shown on the Plans and applicable Standard Drawings, and as specified in the Specifications, including paint and reflectors.

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SECTION 42 CONCRETE MASONRY WALL/FENCE (RESERVED)
SECTION 43 FIBER OPTIC FACILITIES (RESERVED)
SECTION 44 (RESERVED)

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SECTION 45 SIGNALS, LIGHTING, AND ELECTRICAL SYSTEMS
45-1 Description
Furnish and install all equipment, materials, and c omponents for traffic signals and lighting system, pursuant to the provisions of the State Standard Sp ecifications Section 86, “Electrical Systems”, the State Standard Plans, these Specifications and the Special Provisions.

Special Note: Due to the limited stock inventory o f traffic signal poles and associated equipment it is taking a significant length of time for manufact urers to fabricate and deliver signal poles and associated equipment to the job sites. The Contrac tor shall order all traffic signal poles and associated equipment immediately after the Notice t o Proceed is issued and the submittal is approved by the engineer in order to complete the w ork within the allotted construction duration noted in these specifications.

45-2 Equipment List and Drawings
The controller cabinet schematic wiring diagram and intersection sketch shall be combined into one (1) drawing so that when the cabinet door is fully open, the drawing is oriented with the intersection.

The Contractor shall furnish a maintenance manual f or all supplied controller units, auxiliary equipme nt and vehicle detector sensor units, control units, a nd amplifiers. The maintenance manual and operation manual may be combined into one (1) manual. The Mai ntenance Manual or combined Operation and Maintenance (O&M) Manual shall be submitted at the time the controllers are delivered for testing or, if ordered by the Engineer, previous to purchase. The Maintenance Manual shall include, but need not be limited to, the following items:

A. Specifications,
B. Design characteristics,
C. General operation theory,
D. Function of all controls,
E. Trouble-shooting procedure (diagnostic routine),
F. Block circuit diagram,
G. Geographical layout of components,
H. Schematic diagrams,
I. List of replaceable component parts with stock numbers.

45-3 Certificate of Compliance
The Contractor shall provide the Engineer with a “C ertificate of Compliance” from the manufacturer in accordance with the provisions of Section 6-5 “Cert ificates of Compliance” for all electrical material and equipment.

45-4 Foundations
Foundations shall conform to the provisions in Sect ion 86-2.03, “Foundations,” of the State Standard Specifications and these Specifications. Concrete shall have a minimum 28-day compressive strength 3,600 psi. Concrete must contain not less than 590 pounds of cementitious material per cubic yard. T he combined aggregate grading must comply with the 1-i nch maximum grading, the 1/2-inch maximum Engineering Standard Specifications August 5, 2013 213

grading, or the 3/8-inch maximum grading specified in Section 90-1.02C(4) of the State Standard Specifications.

No admixtures shall be used without written permiss ion from the City. All concrete shall have a surfa ce finish that is uniform texture and appearance without out bulges, depressions, or other imperfections.

The controller cabinet base shall be 8 inches higher than the surface of controller cabinet pad or sidewalk.

Controller pad shall be 0.1 foot above finished gra de if placed in unpaved area, unless elevation is s tated on plans. If the pad is located in an existing or future sidewalk area, pad shall be placed at sidewa lk elevation. The controller cabinet foundation shall be constructed to place the police panel on the ca binet facing the adjacent street. Controller cabinet bas e shall be Class 2 conforming to Section 50, “Portl and Cement Concrete,” of the Specifications.

Foundation caps for signal standard bases not in existing sidewalk area shall be as follows:

Pedestrian Push Button posts shall be 18 inch squa re or round, Type I-A shall be 24 inch square or round, and
All other foundation caps for signal standard base s shall be 30 inch square or round.

If a square foundation cap is used, the sides of th e cap shall be parallel or at right angles to road center line. Foundation caps shall be 3.5 inches in thick ness. Top of all foundation caps for signal posts and standards shall be at sidewalk elevation or as stated on plans or as directed by the City Engineer.

After installation of signal standards, anchor bolt threads shall extend three threads beyond the top of the nut.

A mortar mix shall be furnished and placed in reces ses and holes between the top of the foundation and the bottom of the base plate. The mortar shall be trowel finished with vertical sides matching the shape of the base plate. The mortar shall be composed of one part Portland Cement and two parts sand by volume.

The mortar shall contain only enough water to permit placing and packing. The sand shall be well graded and of such size that all will pass a No. 8 sieve.

The exact location of all foundations for signal eq uipment, controller and service enclosures shall be approved by the Engineer prior to the start of any excavation work.

45-5 Miscellaneous Concrete Construction and Removal
Contractor shall coordinate traffic signal and ligh ting construction with access ramp construction to minimize the amount of miscellaneous concrete construction and removal.

Removing concrete shall conform to the provisions i n Section 15, “Removing Existing Facilities,” of these Specifications and the Special Provisions.

Where no joint exists between concrete to be remove d and concrete to remain in place, the concrete sha ll be cut in a neat line to a minimum depth of sevente en-hundredths of one foot (0.17’) with a power-driv en saw before concrete is removed. Curb, gutter, and s idewalk shall conform to the provisions in Section 38, “Concrete Curbs, Sidewalks, Surface Improvements”.

45-6 Standards, Steel Pedestals, and Posts
Section 86-2.04, “Standards, Steel Pedestals, and P osts,” of the State Standard Specifications is amen ded by adding the following after paragraph seven of Section 86-2.04B(2) “Bolted Connections”:

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All galvanized nuts used on assemblies with a speci fic pre-load or torque shall be lubricated in accordance with the requirements specified for galvanized Grade DH nuts in ASTM Designation:

A563.

The sign-mounting hardware shall be installed at th e locations shown in the approved Construction Drawings. The sign panels shall be furnished by the Contractor.

Where the approved Construction Drawings refer to t he side tenon detail at the end of the signal mast arm, the applicable tip tenon detail may be substituted.

45-7 Conduit
All conduit shall be Type 3 Rigid nonmetallic PVC c onduit as specified in Section 86-2.05A “Material”, of the State Standard Specifications. All conduit shall have a #12 tracer wire installed.

Conduit shall be installed by jacking or drilling i n accordance with Section 86-2.05C “Installation” o f the State Standard Specifications. Installation of cond uit by the trenching method will only be permitted when requested by the Contractor, in writing, and a pproved by the Engineer. When used, the trenching method shall be as provided below.

Conduit runs shown in the approved Construction Dra wings to be located behind curbs may be installed in the street, within three feet (3’) of and parall el to the gutter line of the curb, by trenching as provided below. All pull boxes shall be located behind the c urb or at the location shown in the approved Construction Drawings.

After conductors have been installed, the ends of c onduits terminating in pull boxes and in service an d controller cabinets shall be sealed with an approved type of sealing compound.

At locations where conduit is to be installed by ja cking or drilling as provided in Section 86-2.05C “Installation” of the State Standard Specifications , and if delay to any vehicle will not exceed five (5) minutes, conduit may be installed by the trenching method, where approved by the Engineer, as follows:

A. Trenching Installation of Conduit:

Conduit shall be placed under existing pavement in a trench approximately two inches (2”) wider than the outside diameter of the conduit to be installed. Trench shall not exceed six inches (6”) in width. Conduit depth shall not be less than twenty-four inches (24”) in depth, except that at pull boxes the trench may be hand dug to required depth. The outline of all areas of pavement to be removed shall be cut to a minimum depth of three inches (3”) with a rock-cutting excavator specifically designed for this purpose. Cuts shall be neat and true with no shatter outside the removal area. The conduit shall be placed in the bottom of the trench, and the trench shall be backfilled with two-sack slurry cement, conforming to Section 19-3.3.C. The top of slurry mix shall be two inches (2”) below A.C. Pavement, after slurry mix has set-up, the trench shall be patched with one-half of one inch (½”) aggregate gr adation mix HMA per Section 28.

Prior to spreading HMA, paint binder shall be applied as specified in Section 28-6.3 “Tack Coat.” Spreading and compacting of HMA shall be performed by any method that will produce an HMA surfacing of uniform smoothness, texture, and density.

All excavated areas in the pavement shall be backfilled, except for the top two inches (2”), by the end of each work period.

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45-8 Pull Boxes
Pull boxes shall be of the type or model shown on t he Plans and conforming to the provisions in Sectio n 86-2.06, “Pull Boxes,” of the State Standard Specif ications and these Specifications. Pull boxes, cov ers and extensions shall be precast reinforced concrete, except as shown on plans or in the standard drawings.

Grout shall be placed in bottom of each pull box.

45-9 Conductors And Wiring
Conductors and wiring shall conform to the provisio ns in Section 86-2.08, “Conductors and Cables”, Section 86-5.01A(3), “Construction Materials”, and Section 86-2.09, “Wiring”, of the State Standard Specifications and these Specifications.

Splices shall be insulated by “Method B.”

45-10 Signal Cable
Where shown in the approved Plans, signal cable shall be installed in lieu of individual conductors.

Signal cable shall conform to the following:

A. The cable jacket shall be black polyethylene with a n inner polyester binder sheath and shall be rated for 600 volts and seventy-five degrees Fahren heit (75° F). All cables shall have clear, distinctive, and permanent markings on the outer surface throughout the entire length of the cable showing the manufacturer’s name or trademark, insul ation designation, number of conductors, conductor sizes, and the voltage rating of the jack et. Filler material, if used, shall be polyethylene material.

B. Individual conductors in the cable shall be solid c opper with Type THWN insulation and shall conform to the requirements in Section 86-2.08, “Co nductors and Cables” of the State of California Standard Specifications and ASTM Designa tion: B 286. The minimum thickness of Type THWN insulation, at any point, shall be thirte en millimeters (13 mils) for conductor sizes No. 14 and No. 12, and eighteen millimeters (18 mil s) for conductor size No. 10. The minimum thickness of the nylon jacket shall be four millimeters (4 mils) at any point.

C. Each signal cable shall be marked in each pull box showing the signal standard to which it is connected.
45-11 Service
The new service shall conform to the following:

A. The service equipment enclosure shall be fabricated from aluminum as per Section 86-2.11 of the State of California Standard Specifications. The ca binet door shall have a two thousand pound (2,000 lb.) stress rated aluminum hasp, welded to the cabinet door.

B. Service cabinets, conduits, and pull boxes shall no t be installed until the service locations have been verified by the servicing utility.

C. It shall be the Contractor’s responsibility to veri fy the location of and make arrangements for and to pay for all costs to provide the necessary conne ction for the traffic signal and safety lighting service.

D. The Contractor shall install all necessary service cabinets, conduits and pull boxes to provide electrical service as the first item of constructio n. AFTER SERVICE HAS BEEN INSPECTED AND TAGGED BY THE CITY, the Contractor shall, withi n forty-eight (48) hours, request Engineering Standard Specifications August 5, 2013 216

electrical service from Southern California Edison Company by phone and letter. A copy of the letter shall be sent to the Engineer.
45-12 Functional Testing
The functional test for each lighting system shall consist of not less than fourteen (14) days. If unsatisfactory performance of the system develops, the conditions shall be corrected and the test shal l be repeated until the fourteen (14) days of continuous, satisfactory operation is obtained.

45-13 Painting
All exposed metal signal sections, signal head moun tings, brackets and fittings, doors, visors, backpl ates, pedestrian push-button housings, and pedestrian sig nal sections shall be powder coated by a City- approved process, in lieu of painting.

The minimum requirements are as follows:

A. A 3-5 stage pretreatment consisting of:

1. Degrease

2. Rinse

3. Iron Phosphate

4. Rinse

5. Seal

Note: Items “1” and “3” can be combined thereby eli minating item “C”, making this a three-stage process.

B. A dry-off cycle for at least ten (10) minutes at th ree hundred degrees Fahrenheit (300° F) to four hundred degrees Fahrenheit (400° F).

C. Electrostatically applied powder at 75-90KV.

D. Thermal setting cycle for twenty (20) minutes at four hundred degrees Fahrenheit (400° F).

All parts shall be coated with an ultraviolet-resis tant polyester powder. The only exception is for it ems of flat black that can be coated with a self-cleaning flat black epoxy.

Contractor shall furnish manufacturer’s “Certificat e of Compliance” with City-approved powder coating process prior to installation of equipment.

45-14 Model 170E Controller Assemblies
Model 170E controller assembly or assemblies shall be furnished by the Contractor. Controllers shall b e tested and certified in accordance with Section 86- 3, “Controller Assemblies” of the State Standard Specifications and shall be warranted for a period of one (1) year from date of “turn-on.”

In addition to the provisions in Section 86-3.01A, “General” of the State Standard Specifications, the complete control system, including the Model 332 ca binet, shall conform to the State Standard Specifications and any subsequent addenda.

The above-referenced document is available from Sta te of California, Bids and Documents Section, in Sacramento for a fee.

The controller cabinet shall be fabricated from alu minum as specified in Section 86-3.04, “Controller Cabinets”, of the State Standard Specifications.

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The controller assembly shall include a pull-out sh elf with internal document storage compartment mounted below the 170E controller position.

Conflict monitor shall be Model 210-P.

The Contractor shall supply the Model 170E controll er. The controller unit shall be furnished complete with a Model 412C PROM module configured for Method No. 2, Memory Select No. 4. A full complement of EPROM chips shall be furnished for th e controller program module. The software program will be furnished by the City. Two (2) comp lete manuals and four (4) complete cabinet wiring diagrams shall be supplied in accordance with the a bove-referenced Specifications and any subsequent addenda.

The Contractor shall provide extra equipment to the City as follows:

A. One (1) extra Model 170E controller.

The Contractor shall furnish and install all other components necessary for proper operation of the tr affic signal system, including but not limited to, power supply, switch packs, and loop detector amplifiers.

The signal controller shall include a standard comm unications protocol which meets or exceeds the requirements of AB 3418 as specified by Caltrans. T his protocol shall be selectable by the user as an alternative to the normal protocol when communicati ons with a master supporting the AB 3418 protocol is desired. The AB 3418 protocol in the controller shall not substitute for or alter the operation of the normal communications protocol without the written approval of the Engineer. The normal communications protocol shall be the default protoc ol enabled on controller start up. Contractor shall certify, in writing, that the controller software complies with -AB 3418.

The protocol shall include support for uploading sy stem detector data using the optional message defin ed for that purpose.

The Contractor shall arrange to have a Signal Techn ician, qualified to work on the control equipment a nd employed by the control equipment manufacturer or h is representative, present at the time the equipmen t is turned on.

Note: Key all locks to match standard City keys. Control ler cabinet lock shall match standard City controller cabinet key. Police panel lock shall mat ch standard City police panel key. Battery backup cabinet lock shall match controller cabinet key.

45-15 Modulated Light Signal Detection System
A. A Tomar 2000 Series or better, emergency vehicle pr e-emption system shall be installed. The system shall include four (4) detectors mounted on traffic signal mast arms, cable, and any other necessary hardware and/or software to operate the s ystem. The cabinet shall include two (2), 2- channel emergency vehicle pre-emption phase selectors (discriminators) per these Specifications.

B. The modulated light signal detection system shall conform to these plans and specifications.

C. The modulated light signal detection system shall b e a Tomar 2000 Series, or approved equal.

Cable shall not be spliced between controller and d etector and shall be Model 138 or approved equal.

D. Detectors shall be mounted on traffic signal mast arms and shall be centered over the number one lane.

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E. The Contractor shall provide extra equipment to the City as follows:

1. One (1) extra optical detector head.

F. System Operation—The Contractor shall demonstrate t hat all of the components of each system are compatible and will perform satisfactorily as a system. Satisfactory performance shall be determined using the following test procedure:

1. Each system to be used for testing shall consist of an optical emitter assembly, an optical detector, at least two hundred feet (200’) of optic al detector cable, and a phase selector (discriminator) module.

2. The phase selector (discriminator) modules shall be properly installed in the cabinet.

3. Two (2) tests shall be conducted; one using a Class I signal emitter and a distance of one thousand feet (1,000’) between the emitter and the detector, the other using a Class II signal emitter and a distance of one thousand eight hundre d feet (1,800’) between the emitter and the detector. All range adjustments on the module shall be set to “Maximum” for each test.

4. Each above test shall be conducted for a period of one (1) hour, during which the emitter shall be operated for thirty (30) cycles, each cons isting of a one (1) minute “on” interval and a one minute “off” interval. During the total test period,

a. The emitter signal shall cause the proper responses from the controller unit during each “on” interval

b. There shall be no improper operation of either the controller unit or the conflict monitor during each “off” interval.

G. Certificates and Warranties – Manufacturers’ certif icates and warranties shall be presented to the City inspector before traffic signal turn-on.
45-16 Vehicle Signal Faces and Signal Heads
Signal faces, signal heads, and auxiliary equipment as shown in the approved Construction Drawings, and the installation thereof, shall conform to the prov isions in Sections 86-4.01 “Vehicle Signal Faces”, 86-

4.01E “Backplates”, and 86-4.04 “Signal Mounting As semblies” of the State Standard Specifications and these Specifications.

All vehicular signals shall be the “incandescent lo oking” light emitting diode type, similar to the Le otek Caltrans Series Incandescent Look type, or approved equal. All green and yellow sections shall be provided with a Light Emitting Diode Kit that confo rms to Section 45-17 of these Specifications. All r ed sections shall be provided with a Light Emitting Di ode Kit that conforms to Section 45-18 of these Specifications.

Visors on vehicular signals shall be “tunnel” type with open slot at bottom.

All signal heads, housings, directional louvers, vi sors, and backplates shall be metallic. All vehicle signal lenses shall be twelve inches (12”) in diameter.

45-17 Light Emitting Diode Green and Yellow Module
All twelve inch (12”) green and yellow circular sec tions and twelve inch (12”) green and yellow arrow sections shall be provided with Type 1 LED Traffic Signal Modules.

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All devices must meet the general specifications of the Transportation Electrical Equipment Specifications (TEES), Chapter 1- General Specifica tions, as well as these Specifications. In case of conflict, these Specifications shall govern over the TEES, Chapter 1 Electrical Power Consumption.

Maximum power consumption requirements are as follows:

GREEN LEDs:

Temperature 77° F 166° F
12” circular 12.0 W 12.0 W
12” arrow 13.0 W 13.0 W

YELLOW LEDs:

Temperature 77° F 166° F
12” circular 22.0 W 25.0 W
12” arrow 10.0 W 12.0 W

A. Operation Voltage:

The modules shall operate from a 60 HZ, ±3 HZ AC, line over a voltage ranging from 95 volts to 135 volts. The fluctuations of line voltage shall have no visible effect on the luminous intensity of the indications.

Operating voltage of the modules shall be 120 VAC. All parameters shall be measured at this voltage.

B. Power Factor:

The LED signal module shall have a power factor of nine-tenths (0.90) or greater.

C. Total Harmonic Distortion (THD):

Total harmonic distortion (current and voltage) induced into an AC power line by a LED signal module shall not exceed twenty percent (20%).

D. Surge Suppression:

The signal module onboard circuitry shall include voltage surge protection to withstand high repetition noise transients as stated in Section 2.1.6 of NEMA Standard TS-2, 1992.

The LED circuitry shall prevent perceptible flicker to the unaided eye over the voltage range specified above.

All wiring and terminal blocks shall meet the requirements of Section 13.02, “Equipment and Material Standards” of the ITE Publication.

The modules shall be operationally compatible with currently used controller assemblies (solid state load switches, flashers, and conflict monitors). Review TEES Chapters 3 and 6 for specifications on these devices.

The modules and associated on-board circuitry must meet Federal Communications Commission (FCC) Title 47, SubPart B, Section 15 regulations concerning the emission of electronic noise.

E. Photometric Requirements:

The minimum initial luminous intensity values for the modules shall be as defined in VTCSH Part 2, Section 4.1 at seventy-seven degrees Fahrenheit (77° F).

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The modules shall meet or exceed eighty-five percent (85%) of the standard light output values found in the ITE publication: Equipment and Material Standards, VTCSH Part 2, throughout the useful life based on normal use in a traffic signal operation over the operating temperature range.

The measured chromaticity coordinates of the modules shall conform to the chromaticity requirements of VTCSH Part 2, Section 4.2, throughout the useful life over the operating temperature range.

F. Physical and Mechanical Requirements:

LED traffic signal modules shall be designed as retrofit replacements for existing optical units of signal indications and shall not require special tools for installation. Type 1 modules shall be installed.

G. Environmental Requirements:

The LED signal module shall be rated for use in the operating temperature range of minus forty degrees Fahrenheit (-40°F) to one hundred sixty-five degrees Fahrenheit (165° F). The modules shall meet all specifications throughout this range.

The LED signal module shall be protected against dust and moisture intrusion per the requirements of NEMA Standard 250-1991 for Type 4 enclosures to protect all internal components.

H. Construction:

The LED signal module shall be a single, self-contained device, not requiring on-site assembly for installation into an existing traffic signal housing. The power supply for the module shall be integral to the unit.

The circuit board and power supply shall be contained inside the module. Circuit boards shall conform to Chapter 1, Section 6 of the “Transportat ion Electrical Equipment Specifications”.

The assembly and manufacturing process for the LED signal assembly shall be designed to assure all internal components are adequately supported to withstand mechanical shock and vibration from high winds and other sources.

I. Materials:

Material used for the lens and signal module construction shall conform to ASTM Specifications for the materials.

Enclosures containing either the power supply or electronic components of the signal module shall be made of UL94VO flame retardant materials. The lens of the signal module is excluded from this requirement.

J. Module Identification:

Each module shall have:

1. Manufacturer’s name,

2. Trademark,

3. Model number,

4. Serial number,

5. Date of manufacture (month-year), and
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6. Lot number as identification permanently marked on the back of the module.

The following operating characteristics shall be permanently marked on the back of the module:
rated voltage and rated power in Watts and Volt-Ampere.

If a specific mounting orientation is required, each module shall have prominent and permanent marking(s) for correct indexing and orientation within a signal housing. The markings shall consist of an up arrow, or the word “UP” or “TOP”.

K. Type 1 Traffic Signal Module:

The following specification requirements apply to the Type 1 module only. All general specifications apply unless specifically superseded in this section.

Type 1 modules can be manufactured under this specification for the following faces:

1. Twelve inch (12”) green circular

2. Twelve inch (12”) green arrow

L. Physical and Mechanical Requirements:

The module shall fit into existing traffic signal section housings built to the specifications detailed in ITE Publication: Equipment and Material Standards, “Vehicle Traffic Control Signal Heads”, with the reflector and lamp socket remaining in place, and without modification to the housing.

Each Type 1 module shall be designed to be installed in the door frame of a standard traffic signal housing. The Type 1 module shall be sealed in the door frame with a one-piece EPDM (ethylene propylene rubber) gasket.

The maximum weight of a Type 1 module shall be one and eight tenths kilograms (1.8kg, or four pounds).

M. Construction:

Each Type 1 module shall be a sealed unit to include all parts necessary for operation (a printed circuit board, power supply, a green lens and gasket, etc.), and shall be weather proof after installation and connection.

N. Conductors:

Two (2) secured, color coded, nine hundred fourteen millimeter (914 mm, or thirty-six inch) long, 600 V, twenty gauge (#20) minimum, jacketed wires, conforming to the National Electric Code, rated for service greater than two hundred twenty degrees Fahrenheit (220° F), are to be provided for electrical connection for each Type 1 LED signal module. Conductors for Type 1 modules shall be one meter (1m) in length, with quick disconnect terminals attached and shall conform to Section 86-4.01B, “Electrical Components” of the St ate Standard Specifications.

If specified in the purchased order, the module will be equipped with an adapter that will screw into the medium base, lamp socket. The adapter shall be able to accept the quick disconnect terminals at the end of the conductors for the module. The electrical contacts of the adapter shall be made of brass.

O. Lens:

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The lens of the Type 1 module shall be integral to the unit, shall be convex with a smooth outer surface and made of plastic or of glass.

The lens may be tinted or may use transparent film or materials with similar characteristics to enhance ON/OFF contrasts.

The use of tinting or other materials to enhance ON/OFF contrasts shall not affect chromaticity and shall be uniform across the face of the lens.

The LED signal module lens shall be UV stabilized and shall be capable of withstanding ultraviolet (direct sunlight) exposure for a minimum period of forty-eight (48) months without exhibiting evidence of deterioration. If a polymeric lens is used, a surface coating or chemical surface treatment shall be used to provide front surface abrasion resistance.

P. 12” Arrow:

The following specification requirements apply to the twelve inch (12”) arrow module only. All general specifications apply unless specifically superseded in this Section.

1. The arrow module shall meet specifications stated i n the VTCSH Section 9.00 for arrow lenses.

2. The LEDs shall be spread evenly across the illuminated portion of the arrow area.

3. Each module shall provide an average luminous inten sity of at least five thousand five hundred candelas per square meter (5,500 cd/m2) thr oughout the useful life over the operating temperature range. Arrow modules shall be tested as per California Test 3001.

Q. Quality Assurance:

The modules shall be manufactured in accordance with a manufacturer quality assurance (QA) program. The QA program shall include two (2) types of Quality Assurance:

1. Design quality assurance

2. Production quality assurance. The production qualit y assurance shall include statistically controlled routine tests to ensure minimum performa nce levels of the modules built to meet this specification, and a documented process of how problems are to be resolved.

QA process and test results documentation shall be kept on file for a minimum period of seven (7) years.

LED signal module designs not satisfying design qualification testing and the production quality assurance testing performance requirements described below shall not be labeled, advertised, or sold as conforming to this specification.

R. Production Quality Control Testing:

The following Production Quality Assurance tests shall be performed on each new module prior to shipment. Failure to meet requirements of any of these tests shall be cause for rejection. Test results shall be retained by the manufacturer for seven (7) years.

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1. Burn-in period shall consist of each signal module being energized at rated voltage for a thirty (30) minute stabilization period before the measurement is made.

2. Each module shall be tested for rated initial intensity after burn-in.

3. A single point measurement, with a correlation to t he intensity requirements of Section 1.04 of the VTCSH for circular modules, may be used.

4. The ambient temperature for this measurement shall be greater than seventy-seven degrees Fahrenheit (77° F). Each module not meeting minimum luminous intensity requirements per Table 1 of VTCSH for circular modules, eleven thous and candela per square meter (11,000 cd/m2) for arrow modules, or three thousand seven h undred fifty candela per square meter (3,750 cd/m2) for pedestrian modules shall be cause for rejection.

5. Each module shall be tested for required power factor after burn-in.

6. Each module shall be measured for current flow in a mperes after burn-in. The measured current values shall be compared against rated valu es resulting from design qualification measurements. The current flow shall not exceed the rated value.

7. Each module shall be visually inspected for any ext erior physical damage or assembly anomalies. Careful attention shall be paid to the s urface of the lens to ensure there are no scratches (abrasions), cracks, chips, discoloration , or other defects. Any such defect shall be cause for rejection.

S. Warranty:

The manufacturer shall provide a written warranty against defects in materials and workmanship for the modules for a period of sixty (60) months after acceptance of the modules. Replacement modules shall be provided promptly after receipt of modules that have failed at no cost to the City. All warranty documentation shall be given to the City prior to random sample testing.

45-18 Pedestrian Signals
A. Countdown pedestrian signals shall be used and shall be the “incandescent looking” light emitting diode (LED) type, similar to the Leotek CIL Series, or approved equal. The countdown pedestrian signals shall conform to the applicable provisions of Section 86-4.03 “Pedestrian Signal Faces” of the State Standard Specifications.

B. The installation shall not require any special tool s or the drilling of any holes in the reflector or housing.

C. The luminous intensity, quantity and color of the L EDs shall be such that the intent of the current ITE specification for Pedestrian Traffic Control Signal Indications is satisfied.

D. The unit shall have a maximum power consumption of fifteen watts (15w) at 120 VAC. The unit shall operate between 92 VAC and 125 VAC and from s eventy-seven degrees Fahrenheit (77º F) to one hundred fifty-eight degrees Fahrenheit (158º F).

E. Each assembly shall consist of a minimum of two hun dred twenty-five (225) LEDs arranged in minimum of 3 strings. The loss of a single LED shall result in a loss of only that string.

F. LED pedestrian signal face “Upraised Hand & Walking Person” module shall be designed to mount in the standard existing Type A housing. Pede strian signal face modules shall be designed to mount behind or replace the existing face plate of existing Type A housing as specified by the Engineering Standard Specifications August 5, 2013 224

requirements of the ITE Standards “Pedestrian Traff ic Control Signal Indications” and the MUTCD. The design of the modules shall require a specific mounting orientation.

45-19 Detectors
A. Vehicle detectors shall be a combination of Type D and Type E detectors as indicated in the approved Construction Drawings, and shall conform t o the applicable provisions of Section 86-5 “Detectors” of the State Standard Specifications. L oops shall be cut into pavement and installed on the same day. This shall include placement of loops and asphaltic concrete sealant.

B. Loop wire shall be Type 1.

C. Loop detector lead-in cable shall be Type C.

D. The sides of the slot shall be vertical, and the minimum radius of the slot entering and leaving the circular part of the loop shall be one and one-half inches (1½”). Slots in asphalt concrete pavement shall be filled with asphaltic concrete sealant as follows:

1. After conductors are installed in the slots cut in the pavement, sealant shall be applied in accordance with the provisions of the State Standard Specifications.

2. Temperature of sealant material during installation shall be above seventy degrees Fahrenheit (70° F). Air temperature during installation shall be above fifty degrees Fahrenheit (50° F).

Sealant placed in the slots shall be compacted by u se of an eight inch (8”) diameter by one- eighth of one inch ( ⅛”) thick steel hand roller or other tool approved b y the Engineer.

Compacted sealant shall be flush with the pavement surface. Minimum conductor coverage shall be one inch (1”). Excess sealant remaining af ter rolling shall not be reused. On completion of rolling, traffic will be permitted to travel over the sealant.

E. Conductors for each inductive loop detector shall b e continuous and unspliced from the pull box adjacent to the loop to the field terminals in the cabinet. 45-20 Pedestrian Push Buttons
Pedestrian push-button assemblies shall comply with the Architectural and Transportation Barriers Compliance Board Interim Final Ruling on the Americ ans with Disabilities Act Accessibility Guidelines and the following requirements:

A. The housing for the unit shall be made of 356 Aluminum heat treated to meet Specification T-6. It shall be of a telescoping, vandal-proof design. The color shall be black matching color #17038, #27038, or #37038 of Federal Standard #595B.

B. The plunger/actuator surface shall have a diameter of two inches (2”) or greater. It shall be made of polished stainless steel and assembled with all stainless steel components so as not to be corrosive. The actuator shall be conical in shape w ith the cone extending four hundred four thousandths of one inch (.404”) above the bezel of the switch housing in the neutral position.

C. The microswitch component shall be a dust-proof, wa ter-resistant type. It shall be a single-pole, precision, snap-acting type. It shall also be UL li sted and CSA Certified and meet the requirements for NEMA TS-1 and TS-2.

D. The complete switching unit shall have an operating force of three pounds (3 lbs.) and a minimum release force of three pounds (3 lbs.). Pre -travel shall be sixty-two thousandths of one inch (0.062”) minimum. Over-travel shall be sixty-t wo thousandths of one inch (0.062”) minimum.

Engineering Standard Specifications August 5, 2013 225

E. Units shall permit recessed mounting in existing st andard type pedestrian push-button assemblies without modification.
45-21 Safety and Street Lighting
A. Luminaires used for safety shall be GE #M2AC (200 W att) S7HGMC31 or equal. A twist-Lock photo-electrical control unit and receptacle shall be installed on each luminaire.

B. All luminaires to be mounted on horizontal mast arm s, when tested in accordance with California Test 611, shall be capable of withstanding cyclic loading in:

1. A vertical plane at a minimum peak acceleration lev el of 3.0 g’s peak-to-peak sinusoidal loading (same as 1.5 g’s peak) with the internal ba llast removed for a minimum of two million cycles without failure of any luminaire parts, and

2. A horizontal plane perpendicular to the direction o f the mast arm at a minimum peak acceleration level of 1.5 g’s peak-to-peak sinusoid al loading (same as 0.75 g’s peak) with the internal ballast installed for a minimum of two million cycles without failure of any luminaire parts.

C. No part of the slipfitter mounting brackets on the luminaires shall develop a permanent set in excess of two hundredths of one inch (0.02”) when t he four (4) three-eighths of one inch ( ⅜”) diameter cap screws used for mounting are tightened to a torque of ten foot pounds (10 ft. lbs.).

D. Ballasts shall be the lag regulator type.

E. Each light shall have a fuse protection located in the pull box next to the lighting standard. 45-22 Removing, Reinstalling, or Salvaging Electrical Equipment Salvaged traffic signal equipment and electrical ma terials shall be hauled to City of Visalia Corporat ion Yard and stockpiled, unless noted otherwise in the approved Construction Drawings.

45-23 Traffic Signal Street Name Signs
The Contractor shall furnish and install Traffic Si gnal Street Name Signs and sign mounting brackets a s shown in the approved Plans or per the City of Visalia Engineering Improvement Standards and described below. The signs and sign mounting brackets shall be manufactured in accordance with the specifications, drawings, and lists detailing information.

A. Reflective Materials:

Sheeting material, letters, and border materials shall be Diamond Grade LDP (long distance performance) manufactured by 3M Co. NO SUBSTITUTES will be permitted.

All letters and border material shall be white in color similar to 3M Co. #4090. Background color shall be green similar to 3M ElectroCut Film #1177C. All signs shall have an applied 3M #1160 or equal graffiti film. Only die-cut material shall be used for the letters and border material. No silk-screening of signs will be allowed.

Spacing of all letters shall be in accordance with sheeting manufacturer’s recommended standard so as to achieve optimum legibility and uniformity under both day and night conditions.

B. Blade Structure:

All aluminum sign blanks shall be 6061-T6 Alloy or 5052H38, eight-hundredths of one inch (0.080”) in thickness.

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Dimensions of sign blanks shall be forty-eight inches (48”) minimum to eighty-four inches (84”) maximum wide by eighteen inches (18”) high. No spli ces of sign blanks shall be permitted.

Each sign shall have a one and one-fourth inches by one and one-fourth inches by one-eighth of one inch (1¼”x1¼”x ⅛”) aluminum angle as stiffeners. One near the top a nd one near the bottom of the sign. Space between the stiffeners shall be fifteen and three-fourths inches (15¾”) outside to outside and centered on the sign. Stiffeners shall be fastened to the sign, with legs of aluminum angle pointing toward the center of the sign, using three-sixteenths of one inch (3/16”) rivets placed on six inch (6”) centers. No rivet shall be placed closer than one inch (1”) nor more than two inches (2”) from the edge of the sign. All stif feners shall be equal in length to the sign.

Stiffeners shall be installed after face material has been applied to the aluminum sign blank.

Each stiffener shall have two (2) three-eighths of one inch ( ⅜”) diameter holes spaced four and seven-eighths inches (4 ⅞”) apart. The holes shall be centered on a point on e-third ( ⅓) of the way from the right-hand edge of the sign when facing the legend. Holes shall match those in the sign mounting bracket.

C. Sign Mounting Bracket:

Material used to manufacture sign bracket shall be twelve gallons (12gal), hot-rolled sheet steel, low carbon, commercial quality, specification QQS-663, grade 1010. Bracket shall be hot-dip galvanized after fabrication per specification ASTM-A-123_68.

Tolerances shall be plus or minus one thirty-seconds of one inch (1/32”), for angles plus or minus zero degrees to thirty minutes (±0d30’00”).

Four (4) five-sixteenths of one inch (5/16”) – thir teen inches by one and one-half inches (13”x1½”) bolts with proper nuts and one (1) lock w asher per bolt shall be provided as part of the sign mounting bracket.

D. Quality of Work:

All signs fabricated shall conform to the manufacturer of sheeting, letters, and borders application methods. All signs shall be free of wrinkles, cracking, crazing, or blistering upon delivery to the City.

Satisfactory performance of reflective quality of fabricated signs shall be as follows:

1. Minimum Initial Retroreflectivity Brightness

2. Candelas per foot candle per square foot

3. (0.2 degree obs. and -4 degree entrance)

Color M.I.R.B.

White 800
Green 80

The retroreflective sheeting will be considered unsatisfactory if it has deteriorated due to natural causes to the extent that:

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1. The sign is ineffective for its intended purpose wh en viewed from a moving motor vehicle under normal day and night driving conditions; or

2. The coefficient of retroreflection is less than the minimum specified.

All signs shall be date stamped, at the time of fab rication as per manufacturer’s requirements to veri fy guarantee period. Any sign not so marked shall be replaced at the manufacturer’s expense.

Traffic signal street name signs shall be strapped to the signal poles at a height of sixteen feet (16 ’) to the bottom of the sign by the use of three-fourths of o ne inch (¾”) wide, three-tenths of one inch (0.030” ) thick, AISI Type 201 stainless steel strapping. Strapping shall be placed at the three (3) locations provided by the slots in the mounting bracket. Buckles used shall be designed for three-tenths of one inch (0.0 30”) stainless steel banding. City will supply street na me sign and mounting bracket. Contractor is to prov ide strapping and strapping hardware.

45-24 Traffic Signal Battery Back-Up System
A. General:

This specification establishes the minimum requirements for a complete emergency battery backup system for use with Light Emitting Diode (LED) Traffic Signal Modules. The battery backup system shall be a Dimensions system or approved equal. The battery backup system (BBS) shall include, but not be limited to the following:

1. Inverter/charger,

2. Power transfer relay,

3. Batteries,

4. A separate manually operated non-electronic bypass switch and

5. All necessary hardware and interconnect wiring.

The BBS shall provide reliable emergency power to a traffic signal system (Vehicle and Pedestrian Traffic) in the event of a power failure or interruption.

The BBS shall be capable of providing power for full run-time operation for an “LED-only” intersection (all colors: red, yellow, green and pedestrian heads) or flashing mode operation for an intersection using Red LED’s.

The BBS shall be designed for outdoor applications, in accordance with the Caltrans Transportation Electrical Equipment Specifications (TEES), Chapter 1, and Section 8 Requirements.

B. Operation:

The BBS shall provide a minimum two (2) hours of full run-time operation for an “LED-only” intersection (minimum 700W/1000VA active output capacity, with eighty percent (80%) minimum inverter efficiency).

The maximum transfer time allowed, from disruption of normal utility line voltage to stabilized inverter line voltage from batteries, shall be sixty-five milliseconds (65ms). The same maximum allowable transfer time shall also apply when switching from inverter line voltage to utility line voltage.

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The BBS shall provide the user with three (3) sets of normally open (NO) and normally closed (NC) single-pole double-throw (SPDT) dry relay contact closures, available on a panel-mounted terminal block, rated at a minimum 120V/1A, and labeled so as to identify each contact. For typical configuration, see Figure 3 at the end of this Section 45.

1. The first set of NO and NC contact closures shall b e energized whenever the unit switches to battery power. Contact shall be labeled or marked “ On Batt.”

2. The second set of NO and NC contact closures shall be energized whenever the battery approaches approximately forty percent (40%) of rem aining useful capacity. Contact shall be labeled or marked “Low Batt.”

3. The third set of NO and NC contact closures shall b e energized two hours after the unit switches to battery power. Contact shall be labeled or marked “Timer”

Operating temperature for the inverter/charger, power transfer relay and manual bypass switch shall be minus thirty-five degrees Fahrenheit (-35° F) to one hundred sixty-six degrees Fahrenheit (166° F).

Both the Power Transfer Relay and Manual Bypass Switch shall be rated at 240VAC/30 amps, minimum.

The BBS shall use a temperature-compensated battery charging system. The charging system shall compensate over a range of 2.5 - 4.0 mV/°C per cell.

The temperature sensor shall be external to the inverter/charger unit. The temperature sensor shall come with two meters (2m, or six feet six inches) of wire.

Batteries shall not be recharged when battery temperature exceeds one hundred twenty-two degrees Fahrenheit, plus or minus thirty-eight degrees (122° F ± 38°).

BBS shall bypass the utility line power whenever the utility line voltage is outside of the following voltage range: 100VAC to 130VAC (± 2VAC).

When utilizing battery power, the BBS output voltage shall be between 110 VAC and 125 VAC, pure sine wave output, three percent (3%) THD, 60Hz ± 3Hz.

BBS shall be compatible with Caltrans Model 332 Cabinets, Model 170 Controllers, Model 2070 Controllers and cabinet components for full time operation.

When the utility line power has been restored at above 105 VAC ± 2 VAC for more than thirty (30) seconds, the BBS shall transfer from battery backed inverter mode back to utility line mode.

BBS shall be equipped to prevent a malfunction feedback to the cabinet or from feeding back to the utility service.

In the event of inverter/charger failure, battery failure or complete battery discharge, the power transfer relay shall revert to the NC (and de-energized) state, where utility line power is connected to the cabinet.

Recharge time for the battery, from “protective low -cutoff” to eighty percent (80%) or more of full battery charge capacity, shall not exceed twenty (20) hours.

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C. Mounting / Configuration

1. General:

Inverter/Charger Unit shall be rack or shelf-mounted.

Power Transfer Relay and Manual Bypass Switch shall be mounted on the 332 Cabinet standard Electronic Industries Association (EIA) rail.

All interconnect wiring provided between Power Tran sfer Relay, Bypass Switch and Cabinet Terminal Service Block shall be no less than two me ters (2m, or six feet six inches) of ten gauge (#10) wire.

Relay contact wiring provided for each set of NO/NC relay contact closure terminals shall be two meters (2m, or six feet six inches) of eighteen gauge (#18) wire.

See Figure 4 that provides clarification as to how BBS Power Transfer Relay and Manual Bypass Switch are interconnected with Model 332A Ca binets in order to ensure interchangeability between all BBS manufacturers.

All necessary hardware for mounting (shelf angles, rack, etc.) shall be included in the bid price of the BBS. A minimum of six (6) bolts/fasten ers shall be used to secure swing-trays to the 332 Cabinet Standard EIA four hundred eighty tw o and six-tenths millimeters (482.6mm, or 19”) rack. All bolts/fasteners and washers shall meet the following requirements:

a. Screw type: Pan Head Phillips machine screw,
b. Size and Thread pitch: 10-32,
c. Material: 18-8 stainless steel (Type 316 stainless steel is acceptable as an alternate), d. Washer: Use one (1) flat washer (18-8 stainless steel) under the head of each 10-32 screw (provided that the screws are properly tightened, lock washers are unnecessary), e. Number of screws per swivel bracket, minimum: six ( 6) screws per swivel bracket.

Spaced evenly along bracket, with one (1) screw near each end.

2. Internal mounted battery option: Not allowed.

3. External battery cabinet option:

a. Inverter/Charger, Power Transfer Relay and manually operated Bypass Switch shall fit inside a typical fully equipped Caltrans Model 332 Cabinet that includes one (1) Model 170.

b. Batteries shall be housed in a NEMA 3R rated cabine t mounted to the side of the Model 332 Cabinet. This external battery cabinet shall co nform to TEES, March 29, 2002 Chapter 7, Section 2-Housings for the construction and finish of the cabinet.

c. Batteries shall be mounted on individual shelves.

d. Four (4) shelves shall be provided. There shall be a minimum of three hundred four and eight-tenths millimeters (304.8mm, or 12”) clearanc e between shelves. Each shelf shall be a minimum of two hundred twenty-eight and six te nths millimeters by six hundred Engineering Standard Specifications August 5, 2013 230

thirty five millimeters (228.6mm x 635.0mm, or 9” x 25”), and capable of supporting a minimum of fifty-seven kilograms (57kg, or 125 lbs.)

e. The external battery cabinet shall mount to the Mod el 332 Cabinet with a minimum of eight (8) bolts. (See Figure 5 at the end of this Section 45.)

f. The external battery cabinet shall be ventilated th rough the use of louvered vents, filter, and one thermostatically controlled fan as per TEES Chapter 7 Section 2-Housings.

g. External battery cabinet fan shall be AC operated f rom the same line output of the Manual Bypass Switch that supplies power to the 332 Cabinet.

h. The external battery cabinet shall have a door open ing to the entire cabinet. The door shall be attached to the cabinet through the use of a continuous stainless steel piano hinge or four (4), two-bolts per leaf, hinges as per TEES Chapter 7, Section 2. The door shall use a padlock clasp or latch and lock mechanisms as described in the TEES, in order to lock the door.

i. The BBS with external battery cabinet shall come wi th all bolts, conduits and bushings, gaskets, shelves, and hardware needed for mounting.

4. Maintenance, displays, controls, and diagnostics:

a. The BBS shall include a display and /or meter to in dicate current battery charge status and conditions.

b. The BBS shall have lightning surge protection compliant with IEEE/ANSI C.62.41.

c. The BBS shall be equipped with an integral system t o prevent battery from destructive discharge and overcharge.

d. The BBS and batteries shall be easily replaced with all needed hardware and shall not require any special tools for installation.

e. The BBS shall include a front-panel event counter display to indicate the number of times the BBS was activated and a front-panel hour meter to display the total number of hours the unit has operated on battery power. Both meters shall have push button resets.

f. Manufacturer shall include a set of equipment lists , Operation and Maintenance (O&M) Manuals, and board-level schematic and wiring diagrams of the BBS, and the battery data sheets. Manual shall conform to TEES March 29, 2002, Chapter 1, Section 1.2.4.2.

5. Battery system:

a. Individual batteries shall be 12V type, 65 amp-hour maximum, and shall be easily replaced and commercially available off the shelf.

b. Batteries used for BBS shall consist of four to eig ht (4-8) batteries with a cumulative minimum rated capacity of 240 amp-hours.

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c. Batteries shall be deep cycle, sealed prismatic lea d-calcium based AGM/VRLA (Absorbed Glass Mat/ Valve Regulated Lead Acid).

d. Batteries shall be certified by the manufacturer to operate over a temperature range of minus thirteen degrees Fahrenheit (–13° F) to one h undred sixty-six degrees Fahrenheit (166° F).

e. The batteries shall be provided with appropriate in terconnect wiring and corrosion- resistant mounting trays and/or brackets appropriat e for the cabinet into which they will be installed.

f. Batteries shall indicate maximum recharge data and recharging cycles.

g. Battery interconnect wiring shall be via modular ha rness. Batteries shall be shipped with positive and negative terminals pre-wired with red and black cabling that terminates into a typical power-pole style connector. Harness shall be equipped with mating power-pole style connectors for batteries and a single, insula ted plug-in style connection to inverter/charger unit. Harness shall allow batterie s to be quickly and easily connected in any order and shall be keyed and wired to ensure pr oper polarity and circuit configuration.

h. Battery terminals shall be covered and insulated so as to prevent accidental shorting.

6. Quality assurance:

a. Each BBS shall be manufactured in accordance with a manufacturer Quality Assurance (QA) Program. The QA program shall include two (2) Quality Assurance procedures:

i. Design QA (see 7 “Design qualifications testing” be low) and

ii. Production QA. The Production QA shall include stat istically controlled routine tests to ensure minimum performance levels of BBS units b uilt to meet this specification and a documented process of how problems are to be resolved.

b. QA process and test results documentation shall be kept on file for a minimum period of seven (7) years.

c. Battery Backup System designs not satisfying Design QA Testing and Production QA Testing requirements shall not be labeled, advertis ed, or sold as conforming to this specification.

7. Design qualifications testing:
a. The manufacturer, or an independent testing lab hir ed by the manufacturer, shall perform Design Qualification Testing on new BBS system(s) o ffered, and when any major design change has been implemented on an existing design. A major design change is defined as any modification, either material, electrical, phys ical or theoretical, that changes any performance characteristics of the system, or resul ts in a different circuit configuration.

Where a dispute arises in determining if a system is a new design or if the system has had a major design change, the State will make the final determination if Design Qualification Testing is required prior to production consideration.

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b. A quantity of two (2) units for each design shall b e submitted for Design Qualification Testing.

c. Test units shall be submitted to Caltrans TransLab, Electrical Testing Branch after the manufacturer’s testing is complete.

d. Manufacturer’s testing data shall be submitted with test units for Caltrans verification Design Qualification Testing.

8. Burn in:

a. The sample systems shall be energized for a minimum of five (5) hours, with full load of 700 watts, at temperatures of minus thirty-five deg rees Fahrenheit (–35° F) and one hundred sixty-six degrees Fahrenheit (166° F), excl uding batteries, before performing any design qualification testing.

b. Any failure of the BBS, which renders the unit non- compliant with the specification after burn in, shall be cause for rejection.

c. For Design Qualification Testing, all specification s will be measured including, but not limited to:

i. Run time while in battery backup mode, at full load.

ii. Proper operation of all relay contact closures (“On -Batt”, “Low-Batt” and “Timer”).

iii. Inverter output voltage, frequency, harmonic distor tion, and efficiency, when in battery backed inverter mode.

iv. All power transfer voltage levels. See BBS Specifications 1.8, 1.11 and 1.12.

v. Power transfer time, from loss of utility line volt age to stabilized inverter line voltage, from batteries.

vi. Back feed voltage to utility when in battery backed inverter mode.

vii. IEEE/ANSI C.62.41 compliance.

viii. Battery charging time.

ix. Event counter and runtime meter accuracy.

9. Production quality control testing:

a. Production Quality Control tests shall consist of a ll of the above listed tests and shall be performed on each new system prior to shipment. Fai lure to meet requirements of any of these tests shall be cause for rejection. The manufacturer shall retain test results for seven (7) years.

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b. Each BBS shall be given a minimum one hundred (100) hour burn in period to eliminate any premature failures.

c. Each system shall be visually inspected for any ext erior physical damage or assembly anomalies.

d. Any defects shall be cause for rejection.

Note: Key all locks to match standard City keys. Controller cabinet lock shall match standard City controller cabinet key. Police panel lock shall match standard City police panel key. Battery backup cabinet lock shall match controller cabinet key.

45-25 Traffic Signal Interconnect Conduit
Installation of all equipment, materials, pull rope , and components for traffic signal interconnect sy stem, pursuant to the provisions of the State Standard Specifications, State Standard Plans, these Specifications, Plans and Special Provisions.

All conduits shall be Type 3 rigid nonmetallic PVC conduit per section 86-2.05A of the State Standard Specifications. All conduit shall have a #12 tracer wire installed.

All conduit runs into pull boxes shall have 45° sweeps.

Installation of Type 6E pull boxes shall include th e cost of furnishing and installing each new Type 6 E pull boxes within the interconnect system as specif ied by the Plans and the Special Provisions and all work associated with installation of said pull boxes.

Grout shall be placed in bottom of standard pull bo xes. Cover markings shall be per Caltrans Standard Plan ES-8 except that the word “Caltrans” shall be omitted. Pull boxes not protected by curb shall be traffic bearing.

Protection and restoration of existing improvements shall comply with Section 5-9, “Preservation of Property” and State Standard Specification 5-1.36, “Property and Facility Preservation.”

The Contractor shall be responsible for the protect ion of public and private property adjacent to the work and shall exercise due caution to avoid damage to such property.

The Contractor shall contact USA to request marking of all utilities in the project area. The contrac tor shall determine the exact location and depth of all potentially conflicting utilities or other improve ments, prior to doing any work that could potentially interfere with or damage such facilities. This applies to any utility marked via USA, utilities shown any sheet o f the plans, or whose presence can be inferred from conditions visible or evident at the job site, incl uding markings, meters, trenches, manholes, handhol es, pedestals, structures, valves, or buildings. Where possible, the location of the conduit and pull box es shall be adjusted in the field to avoid conflicts with any utilities.

The Contractor is required to submit to the Enginee r "Drawings of Record" prints, prior to the City's accepting the installations. The prints shall indic ate in red all deviations from the contract plans s uch as location of poles, pull boxes and runs, depths of c onduit, number of conductors and other appurtenant work for future references.

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45-26 Median Lighting
Description - Install all equipment, materials, and components for traffic signals and highway safety lighting system, pursuant to the provisions of the State Specifications Section 86, “Electrical System s,” State Standard Plans, these Specifications, Plans and these Special Provisions.

Foundations - Portland cement concrete shall confor m to Section 50, "Minor Concrete," and shall be Class 2.

Safety and Street Lighting - Luminaries used for sa fety and street lighting shall be GE M2AC10S7H2GMC31 or equal. A twist-lock photo-elect rical control unit and receptacle shall be installed on each luminaire. Luminaries are to be provided by the Contractor, and installed by the Contractor.

All Luminaries to be mounted on horizontal mast arm (s), when tested in accordance with California Test 611, shall be capable of withstanding cyclic loading in:

1. A vertical plan at a minimum peak acceleration leve l of 3.0 g's peak-to-peak sinusoidal loading (same as 1.5 g's peak) with the internal ba llast removed for a minimum of 2 million cycles without failure of any luminaire parts, and

2. A horizontal plan perpendicular to the direction of the mast arm at a minimum peak acceleration level of 1.5 g's peak-to-peak sinusoid al loading (same as 0.75 g's peak) with the internal ballast installed for a minimum of 2 milli on cycles without failure of any luminaire parts.

No part of the slip fitter mounting brackets on the luminaries shall develop a permanent set in excess of

0.020-inch when the four 3/8 inch-diameter cap scre ws used for mounting are tightened to a torque of 1 0 foot pounds.

Ballast's shall be the lag regulator type.

Lamps used in safety lighting luminaries shall be as specified on the traffic signal plans.

Lamps used in street lighting shall conform to Sect ion 86-6 of the Standard Specifications and be 100 watts, 240-volt, high-pressure sodium, and operate at 9,500 lumens unless stated otherwise on the plans.

Each light shall have a fuse protection located in the pull box next to the lighting standard.

Standards used for street lighting shall be pre-str essed concrete octagonal pole equal to the Ameron 1 C1 Series. Pole length shall be 25' 9". Pole finishe s shall be blasted black and white aggregates with no protective coating. Concrete lighting poles shall be ordered as double arm as shown on the plans.

The cost to provide and install the Electric Servic e Pedestal shall be included in the various items f or double or single arm street lights.

Luminaire arm(s) shall be 8'-0" long. Material shall be of Carson-Steel sheets and strip structural q uality, ASTM Designation A750, Grade C. Arm mounted on poles shall be perpendicular to street.

Material:

Pull Boxes: Caltrans No. 5 with a 12” extension or approved equal Engineering Standard Specifications August 5, 2013 235

Light standards: Pole length 25' 9"
Arm length 8'0" (single or double mast arm)
Pole - Ameron Series 1C1 pre-stressed concrete pole

Conduit & City Pull Boxes – All conduit and pull bo xes located in the medians shall be placed in accordance with the Plans and Standard Drawings and the requirements of this section. For medians running in the north-south direction all conduit an d pull boxes shall be installed on the east side of the median. For all medians running in the west-east direction all conduit and pull boxes shall be installed on the north side of the median.

45-27 Measurement and Payment

Traffic Signal Installation and Lighting
Payment for Traffic Signal Installation and Lightin g shall be at the contract lump sum price. Full compensation for furnishing all labor, equipment, t ools, materials, incidentals and for doing all work complete and in place, including providing the elec trical service, to provide a fully functioning syst em in accordance with the State Standard Specifications a nd Plans, these Specifications and Plans, and all o ther Contract Documents shall be included in the lump su m price paid for Traffic Signal Installation and Lighting and no additional compensation will be all owed therefore. All temporary and final trench resurfacing for conduit installation and other item s shall be included in the payment for Traffic Sign al Installation and Lighting.

Note: Key all locks to match standard City keys. Control ler cabinet lock shall match standard City controller cabinet key. Police panel lock shall mat ch standard City police panel key. Battery backup cabinet lock shall match controller cabinet key.

Traffic Signal Interconnect Conduit
Payment for Traffic Signal Interconnect Conduit sha ll be at the contract unit price paid per lineal fo ot of conduit. Measurement shall be from pull box to pul l box, along the alignment of the run, as measured in the field. Full compensation for furnishing all la bor, equipment, materials, tools, and incidentals including conduits, wiring, pull boxes, sweeps, har dware, trenching, backfilling, paving, temporary an d final trench resurfacing, boring, replacement of pa vement striping and markers damaged during construction, protection of existing detector loops and leads, in accordance with the Specifications, Plans, and Contract Documents complete and in place shall be included in the unit price paid per lineal foot of conduit for Traffic Signal Interconnect Conduit and no additional compensation will be allowed therefore.

Median Lighting
Payment for Median Lights shall be at the contract unit price paid per each single or double arm stree t light pole. The contract price paid for each stree t light shall include full compensation for furnish ing all labor, materials, tools, equipment, conduits, wiring, pull boxes, foundations, poles, mast arms, luminaries, trenching, backfilling, paving, temporary and final trench resurfacing, and incidentals and for doing all the work involved for installing each single or dou ble arm street light, complete in-place, including providing the electrical service, as shown on the P lans, as specified in the Specifications, the Contr act Documents, and as directed by the Engineer and no additional compensation will be allowed therefore.

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SECTION 46 TRAFFIC STRIPES, SIGNS, AND PAVEMENT MARKINGS 46-1 General
This work shall consist of, but not be limited to, furnishing and installing traffic signs, painted tr affic stripes (traffic lines) and pavement markings inclu ding glass beads, at the locations and in accordanc e with the details shown on the Plans, as specified i n the Specifications, or as directed by the Enginee r.

This work shall also include installation, maintena nce, and removal of all temporary reflective marker s and temporary reflective tape.

For the purposes of these Standard Specifications, traffic stripes (traffic lines) are defined as long itudinal centerlines and lanelines which separate traffic la nes in the same or opposing direction of travel, an d longitudinal edgelines which mark the edge of the t raveled way or the edge of lanes, or longitudinal l ines which mark bicycle lanes. Pavement markings are de fined as transverse markings which include, but are not limited to, word and symbol markings, limit lin es (stoplines), crosswalk lines, bicycle lane marki ngs, shoulder markings, and parking stall markings.

Permanent striping and marking shall not be placed on any new pavement surfaces until the surface has been in place for a minimum of 20 working days. Th e Contractor shall install temporary reflectorized markers which shall be left in place until the perm anent striping is installed. Temporary reflective road marker tabs, approved for use by the Engineer, shal l be installed in accordance with the manufacturer’ s specifications but shall not be spaced at more than 15-foot intervals. Temporary reflective road marke r tabs shall also be placed at all stop bars that are removed and shall have a minimum of six (6) reflectors or as directed by the Engineer. The Contractor shall also install temporary reflective tape to establish obliterated pavement markings including but not limited to crosswalks, stop bars, stop markings, and t urn arrows. The temporary reflective markers and tempo rary reflective tape shall be the same color as the lane line, centerline, or pavement marking the mark ers/tape replace. The Contractor shall maintain al l temporary reflective markers and temporary reflective tape for the entire duration of the project.

The Contractor shall be responsible for cat trackin g all traffic stripes and limit lines/crosswalk lin es prior to placing permanent striping. Written approval of the temporary cat tracking shall be obtained from the Engineer prior to installing permanent striping and markings. All temporary road marker tabs and reflective tape shall be removed completely just pr ior to installation of the final striping and pavem ent marking.

46-2 Materials

46-2.1 Thermoplastic materials
Thermoplastic materials shall not be used unless shown to be required on the Plans or specified for us e in the Contract Specifications. Where thermoplastic i s required, thermoplastic material shall conform to Section 84-2.02 “Materials,” of the State Standard Specifications.

46-2.2 Paints
Paint shall be waterborne unless otherwise shown on the plans or specified in the Contract Specifications.

Traffic paint shall be Ennis Paint, EP Series water based, fast dry, Traffic and Parking Lot Paint, or Pervo Paint Company, Traffic water base, PTWB Series (Cal trans) 8000, or approved equal unless noted otherwise. All paint material shall be required to have glass beads applied to provide reflective qua lities.

All paints waterborne traffic shall be rapid dry, d esigned for traffic use and shall conform to the la test revisions of the San Joaquin Valley Unified Air Pol lution District, Control Architectural Coatings Rul e 4601 which requires that traffic paints shall not e xceed the limit of 150 grams of volatile organic Engineering Standard Specifications August 5, 2013 240

compounds (VOC’s) per liter of coating as applied, excluding water. Paint shall also comply with any applicable State air pollution regulations.

A. Waterborne Paint
Waterborne paint (rapid dry) shall comply with the following specifications:

Color White Yellow Black
Pigment, % by weight +/- 2% 60 59 58
Vehicle, % by weight 38-42 38-42 38-42
Total Solids, % by weight minimum 76 75 74
Viscosity, K.U. @ 77° F 78-92 78-92 78-92
Fineness of Grind, Hegman minimum 3.5 3.5 3.5
Dry time: 77° F without beads
ASMT D-711, minutes maximum 10 10 10
Flexibility, 8 Mils wet, 24 hours are
dry ½” Mandrel No cracking No cracking No cracking
Contrast Ratio: 15 Mils wet, min. .98 .98 .98
Weight per gallon minimum 13.50 13.0 12.50
Reflectance, minimum 85 50 N/A
VOC gms/liter, maximum 150 150 150

B. Solvent Borne Paint
Where shown on the Plans or specified by the Contract Specifications to be applied, solvent borne paint shall comply with the following specifications:

Color White Yellow Black
Pigment, % by weight 57-62 57-62 57-62
Vehicle, % by weight 38-42 38-42 38-42
Total Solids, % by weight minimum 72 72 72
Viscosity, K.U. @ 77° F 70-85 70-85 70-85
Fineness of Grind, Hegman Minimum 4 4 4
Dry time: 77° F without beads
ASMT D-711, minutes maximum 3-6 3-6 3-6
Flexibility, 8 Mils wet, 24 hours are dry ½”
Mandrel No cracking No cracking No cracking
Contrast Ratio: 15 Mils wet, min. .98 .98 .98
Reflectance, minimum 85 50 N/A
VOC gms/liter, maximum 150 150 150

46-2.3 Curb and Parking Stall Painting
Curb Painting: curbs shall be painted as shown on t he plans. Both the top of the curb and the face of the curb shall be painted. Parking stall “T-markers” a nd curbs do not require glass beads and reflective qualities.

Curbs shall be clean and dry prior to painting. Con tractor shall remove existing curb paint by scrapin g or grinding prior to application of new paint. Grindi ng shall not damage the existing concrete improvements.

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Curbs shall be painted the color as specified on th e plans. Curb paint shall be applied by spraying methods approved by the Engineer.

Curb paint shall be Ennis Paint, EP Series, water b ased, fast dry, Traffic and Parking Lot Paint, or P ervo Paint Company, Traffic water based, PTWB Series (Caltrans) 8000 Series, or approved equal.

46-2.4 Glass Beads
Glass beads (spheres) shall conform to State Specification No. 8010-004 (Type II) and meet the following requirements.

General: Glass spheres shall lend themselves readily to firm embedment when dropped on freshly placed waterborne and solvent borne traffic paint.

Appearance: A minimum of 85% of the spheres by cou nt shall be true spheres when testing in accordance with applicable ASTM Methods. They also shall be free of air inclusions, milkiness and dark spots. The spheres shall be clean and free of any foreign material.

Coatings: Spheres to be used on Waterborne Paint: The spheres shall be treated with the correct coati ngs to maximize proper embedment and adhesion in water borne paint.

Spheres to be used on Solvent Borne Paint: The sph eres shall be completely uncoated. There shall be n o moisture or adhesion coating applied to the spheres.

Gradation: The glass spheres shall conform to the following grading requirements to closely match the AASHTO Designation: M-247.

US Mesh % By Weight Passing
20 100
30 85 +/- 10%
50 15-35
100 0-5

Physical Properties. Glass spheres shall conform to the following properties:

Refractive Index, minimum 1.50

Moisture Content, maximum 0.01%

46-2.5 Traffic Signs
All traffic signs and the installation thereof shal l conform to the current Standards of the Californi a MUTCD and the following:

All traffic signs shall be 0.080 inch thick aluminum.

Stop Signs, Speed Limit Signs, and all School and P edestrian Signs shall have a 3M #4090 DG3 reflective sheeting with an applied 3M #1160 or equal Graffiti Film. School and Pedestrian Signs shall be Florescent Yellow Green in color.

Engineering Standard Specifications August 5, 2013 242

All other signs shall have 3M 4000 series “Diamond Grade” reflective sheeting with an applied 3M #1160 or equivalent Graffiti Film.

46-2.6 Sign Mounting Hardware
All mounting hardware shall be zinc coated, galvani zed, or stainless steel. Aluminum will only be allowed for rivets. Banding shall be ½ inch wide stainless steel. Hose clamps are not permitted.

Signs mounted on street light poles or traffic sign al poles shall be mounted with “Band-it Type” 3/4-i nch stainless steel strapping material.

46-2.7 Sign Posts
All posts for traffic signs shall be Telespar 2 inc h square x 14 gauge galvanized steel, with holes pu nched on all four sides for the entire length of the post.

All post anchor bases for traffic signs shall be Telespar 2-1/4 inch square x 12 gauge galvanized steel.

46-3 Removal of Existing Markings
Removal of existing striping or pavement markings s hall comply with Section 15-2.2C, “Traffic Stripes and Pavement Markings,” and the directions of the E ngineer.

46-4 Application Equipment
Application equipment for paint shall comply with S ection 84-3.02C, “Application Equipment,” of the State Standard Specifications and all equipment shall be “No Airspray Equipment”.

46-5 Application of Paint and Glass Beads
Preparation of surfaces and application of paint an d beads shall conform to the requirements of Sectio ns 84-1 & 84-3 of the State Standard Specifications, a nd as amended by these Standard Specifications.

Tolerances and appearance shall conform to the requ irements of Section 84-1.03C, “Tolerances and Appearance,” of the State Standard Specifications.

The application rates of waterborne or solvent born e paint provided in Section 84-3 of the State Stand ard Specifications and as amended by these Standard Specifications. Two coats of paint shall be applied at the rate of 100 square feet per gallon of paint at a th ickness of 15 mils wet. Glass beads shall be appli ed for both coats of paint at a rate of 5 lbs. per gallon of paint.

Word markings, letters, numerals, legends and symbo ls shall be applied utilizing suitable approved equipment together with approved stencils and templ ates. All markings shall be standard, and shall be identical with those used by the City of Visalia.

When no previously applied figures, markings, or traffic striping are available to serve as a guide, suitable layouts such as “cat-tracking” shall be spotted in advance of the permanent application. Written approval of temporary layout shall be obtained from the Engi neer prior to permanent application. The Contracto r shall mark or otherwise delineate the traffic lanes in the new roadway or portion of roadway, or detou r, before opening it to traffic.

Alignment and layout of the work by the Contractor shall conform to Sections 84-1 and 84-3 of the Stat e Standard Specifications. The Contractor shall prov ide an experienced technician to supervise the location, alignment, layout, dimensions, and application of the pavement striping and marking.

Engineering Standard Specifications August 5, 2013 243

In areas of high traffic volume, the Contractor sha ll schedule work to apply traffic lines and marking s in off-peak traffic hours, or on weekends. In all cas es, the Contractor shall use proper and sufficient directional signs, warning devices, barricades, ped estals, lights, traffic cones, flagpersons, or such other devices to protect the work, workers, and the public.

All markings and striping shall be protected from i njury and damage of any kind while the material is drying. All adjacent surfaces shall be protected f rom disfiguration by spatter, splashes, spillage, a nd dripping of material. The contractor shall clean a ny excess materials on the work site as soon practi cal after the application of the various materials. Damaged stripes or markings shall be cleaned and reapplied by the Contractor at his expense.

46-6 Traffic Sign Installation
Traffic signs shall be installed at the locations, of the type, and at the height shown on the Plans, as specified in the Specifications, as directed by the Engineer, and in conformance with the current California MUTCD.

If a sign is to be installed in existing concrete, the concrete shall be cored with a 8-inch diameter hole.

If a sign is to be placed where new concrete is to be poured, a post anchor base shall be provided in the new concrete. Solid embedment of sign posts in concrete is not permitted.

Sign posts shall be imbedded in the ground to the d epth specified in the Plans, Contract Specifications, or California MUTCD as applicable. Any voids around s ign posts passed through sleeves in concrete shall be backfilled with soil and thoroughly compacted to the satisfaction of the Engineer.

If the plans call out a new traffic sign post withi n 20’ of an existing sign post, street light pole, or traffic signal pole, the Contractor shall call it to the at tention of the Inspector. The Engineer shall determ ine if the traffic sign can be mounted on the existing pos t, street light pole, or traffic signal pole. Every effort shall be made to reduce the number of new traffic s ign posts within the project limits. Signs mounted on street light poles or traffic signal poles shall be mounted with “Band-it Type” 3/4-inch stainless ste el strapping material.

46-7 Measurement
Unless otherwise specified in the Contract Specific ations, Striping and Marking Pavement shall be measured on a lump sum basis, and shall include any required removal of existing pavement striping or markings.

Unless otherwise specified in the Contract Specific ations, traffic signs will be measured on a per eac h basis.

46-8 Payment
The lump sum price paid for Striping and Marking Pa vement shall include full compensation for furnishing all labor, materials, tools, equipment a nd incidentals and for doing all the work involved therein as shown on the Plans, as specified in the Specifications, or as directed by the Engineer.

The per each price paid for Signs shall include ful l compensation for furnishing all labor, materials, tools, equipment and incidentals and for doing all the wor k involved in installing signs as shown on the Plan s, as specified in the Specifications, or as directed by the Engineer.

Engineering Standard Specifications August 5, 2013 244

SECTION 47 RAISED PAVEMENT MARKERS
47-1 General
Raised Pavement Markers shall be as specified in Se ction 85, “Pavement Markers,” of the State Standard Specifications, except as modified in this Section 47.

Deletions:

Section 85-1.03D Pavement Recesses is hereby deleted.

Delete from all other sections any reference to pavement recesses.

Additions:

Pavement Marker Protection
In compliance with Sections 7-18, “Public Safety,” 15-2.2C, “Traffic Stripes and Pavement Markings,” and 15-2.2D, “Pavement Markers,” the Contractor sha ll provide appropriate traffic control measures to protect all newly placed raised pavement markers fr om damage, up to and including scheduling the installation during off-peak or weekend periods. A ny damaged pavement markers shall be immediately replaced at the Contractor’s expense. Where existi ng raised pavement markers are to remain, the Contractor shall take special care to protect exist ing pavement markers from damage or coating. The Contractor shall, at his expense, replace all damaged or coated markers.

Pavement Marker Removal
Removal of Pavement Markers shall comply with Secti ons 7-18, “Public Safety,” 15-2.2C, “Traffic Stripes and Pavement Markings,” and Section 15-2.2D , “Pavement Markers,” and the directions of the Engineer.

Measurement and Payment
Measurement and payment for installing Raised Pavement Markers will be made on a lump sum basis and shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals and for doing all the work involved therein as shown on the Plans, as specified in the Specifications, or as directed by the Engineer.

Engineering Standard Specifications August 5, 2013 245

SECTION 48 ENGINEERING FABRICS
Engineering fabrics shall be as specified in Sectio n 88, “Engineering Fabrics,” of the State Standard Specifications.

SECTION 49 (RESERVED)

Engineering Standard Specifications August 5, 2013 246

SECTION 50 PORTLAND CEMENT CONCRETE
Portland Cement Concrete shall be as specified in S ection 90, “Concrete,” of the State Standard Specifications, except as modified in this Section 50.

All minor concrete improvements constructed in the City of Visalia including, but not limited to, manhole bases, curbs, gutters, curb and gutter, valley gutt ers, sidewalks, curb ramps, alley approaches, drive way approaches, mow strips, fence footings, median caps , and other facilities shall be considered “Minor Concrete” in accordance with Section 90-2 of the St ate Standard Specifications, unless noted otherwise on the Plans or specified in the Contract Specifications.

The following Sections of the State Standard Specifications shall be amended as follows:

90-2.01C Submittals
For all mix designs, submit compressive strength te st results that verify the minimum required compressive strength. In addition to the submittal s listed in this section, all concrete mix design submittals shall include test history results that show the concrete compressive strength of the concr ete mix at 3 days, 7 days and 28 days. Certificates of Compliance will be required for the concrete mix design, aggregates, portland cement, any SCM used i n the mix design, and any other item as required by the Engineer.

90-2.02B Cementitious Material
In the City of Visalia the required cementitious content will be determined by Concrete Class as follows:

Class 2 Concrete shall contain not less than 590 po unds of cementitious material per cubic yard with 1 - inch maximum aggregate grading. Mix shall have a 5 inch maximum slump with a minimum 28 day compressive strength of 3,000 pounds per square inch.

Class 3 Concrete shall contain not less than 505 po unds of cementitious material per cubic yard with 1 - inch maximum aggregate gradation. Mix shall have a 5 inch maximum slump with a minimum 28 day compressive strength of 2,500 pounds per square inch.

Class 4 Concrete shall contain not less than 420 po unds of cementitious material per cubic yard with 1 - inch maximum aggregate gradation. Mix shall have a 5 inch maximum slump with a minimum 28 day compressive strength of 2,500 pounds per square inch.

Where no concrete class is specified on the Plans or Standard Drawings or in these Specifications, Class 3 Concrete shall be used.

Where other sections of these Specifications require different concrete mix properties than those shown in this section, the mix properties required in the other Sections shall take precedence.

Unless approved otherwise by the Engineer, a minimu m of 85 percent of the cementitious material used in the mix design for each Concrete Class shall be a Type II or V Portland Cement complying with the requirements of ASTM C150 and the State Standard Sp ecifications or a combination thereof. Where approved by the Engineer, up to 15 percent of the c ementitious material required in the concrete mix may be Class F Fly Ash meeting the requirements of the State Standard Specifications.

90-2.02C Aggregate
The maximum aggregate size must not be larger than 1 inch. Combined Aggregate Grading for Minor Concrete shall meet the 1-inch maximum grading requ irements of Section 90-1.02C(4)(d) “Combined Engineering Standard Specifications August 5, 2013 247

Aggregate Grading,” of the State Standard Specifica tions. The following Combined aggregate grading table is copied from the State Standard Specifications for reference:

Sieve size Percentage passing
1-1/2 inch max 1 inch max 1/2 inch max 3/8 inch max
2 inch 100 -- -- --
1-1/2 inch 90–100 100 -- --
1 inch 50–86 90–100 -- --
3/4 inch 45–75 55–100 100 --
1/2 inch -- -- 90–100 100
3/8 inch 38–55 45–75 55–86 50–100
No. 4 30–45 35–60 45–63 45–63
No. 8 23–38 27–45 35–49 35–49
No. 16 17–33 20–35 25–37 25–37
No. 30 10–22 12–25 15–25 15–25
No. 50 4–10 5–15 5–15 5–15
No. 100 1–6 1–8 1–8 1–8
No. 200 0–3 0–4 0–4 0–4

Do not change from one aggregate grading to another during the progress of the work.

Section 90-1.01C(2) will apply and the portions of Section 90-1.02C that define aggregate quality will apply to minor concrete.

90-2.04 Payment
No payment will be made for Portland Cement Concret e. Payment will be considered included in the various bid items of work to which the work relates.

Engineering Standard Specifications August 5, 2013 248

SECTION 51 PAINT
Paint shall be as specified in Section 91, “Paint,” of the State Standard Specifications.

SECTION 52 ASPHALTS
Asphalts shall be as specified in Section 92, “Asph alts,” of the State Standard Specifications.

SECTION 53 LIQUID ASPHALTS
Liquid Asphalts shall be as specified in Section 93 , “Liquid Asphalts,” of the State Standard Specifications. Section 93-1.04 “Payment” of the S tate Standard Specifications shall have the followi ng sentence added: Liquid Asphalt will be paid for un der other bid items requiring liquid asphalt unless noted otherwise in the Special Provisions.

SECTION 54 ASPHALTIC EMULSIONS
Asphaltic Emulsions shall be as specified in Sectio n 94, “Asphaltic Emulsions,” of the State Standard Specifications. Section 94-1.04 “Payment” of the St ate Standard Specifications shall have the followin g sentence added: Asphaltic Emulsions will be paid f or under other bid items requiring liquid asphalt unless noted otherwise in the Special Provisions.

SECTION 55 EPOXY
Epoxy shall be as specified in Section 95, “Epoxy,” of the State Standard Specifications.

CITY OF VISALIA

PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION

STANDARD SPECIFICATIONS

March 2008

Copies of this book may be purchased for $20.00 each
Please make check payable to:

CITY OF VISALIA

ENGINEERING DIVISION
315 EAST ACEQUIA AVENUE
VISALIA, CA 93291

CITY OF VISALIA

PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION

STANDARD SPECIFICATIONS

The City of Visalia Engineering Division has rece ntly revised and updated this set of Standard Specifications. These Standard Specifications have been used as accepted standards for subdivisions, and other building, public wo rks and parks projects. These Standard Specifications and Engineering Improvement St andards will be considered for updates as practices and materials change; and these upd ates will occur on an as needed basis and approved by the City Engineer, but at a minimu m every two (2) years; and these updates will be automatically incorporated as part of the whole Standard Specifications.

Approved by: R.C.E. 50022
Public Works Director

March 2008

CITY OF VISALIA

ENGINEERING DIVISION
315 EAST ACEQUIA AVENUE
VISALIA, CA 93291

TABLE OF CONTENTS
SECTION PAGE NO.

City of Visalia - i - Standard Specifications
1 - DEFINITIONS AND TERMS 1

1.01 - General

1.02 - Definitions and Terms
2 - PROPOSAL REQUIREMENTS 4

2.01 - General Information

2.02 - Engineer’s Estimate

2.03 - Unit Prices

2.04 - Examination of Site of Work, Plans, Specifications and Contract Form

2.05 - Form of Proposal

2.06 - Withdrawal of Proposals

2.07 - Proposal Guarantee

2.08 - Rejection of Proposals

2.09 - Disqualification of Bidders

2.10 - Subcontracting

2.11 - Guarantee of Work

2.12 - Contractor’s License
3 - AWARD AND EXECUTION OF CONTRACT 7

3.01 - Multiple Construction Units

3.02 - Award of Contract

3.03 - Execution of Contract

3.04 - Return of Guarantees

3.05 - Required Contract Securities

3.06 - Contract Documentation Samples
a - Public Contract Code Section 10162 Questionnaire
b - Public Contract Code Section 10232 Statement
c - Contract Proposal
d - Bidder’s Bond
4 - GENERAL SCOPE OF WORK AND RESPONSIBILITIES 15

4.01 - Work to Be Done

4.02 - Alterations

4.03 - Extra Work

4.04 - Public Safety and Convenience

4.05 - Public Notice

4.06 - Dust Control

4.07 - Traffic Control

4.08 - Cooperation

4.09 - Permits and Easements

4.10 - Existing Improvements

4.11 - Maintaining Drainage

4.12 - Electric and Water Services

4.13 - Right-of-Way

4.14 - Contractor’s Equipment

4.15 - Disposal of Material

4.16 - Preconstruction and Mobilization/Demobilization

TABLE OF CONTENTS
SECTION PAGE NO.

City of Visalia - ii - Standard Specifications
5 - CONTROL OF WORK 22

5.01 - Authority of the Engineer

5.02 - Plans

5.03 - Conformity with Plans and Allowable Deviation

5.04 - Coordination of Plans, Specifications and Special Provisions

5.05 - Interpretation of Plans and Specifications

5.06 - Omissions in Specifications and Drawings

5.07 - Surveying

5.08 - Inspection

5.09 - Final Inspection

5.10 - Order of Work; Schedule of Operations

5.11 - Emergency Availability

5.12 - Sanitary Regulations

5.13 - Existing Structures and Utility Facilities Shown on the Plans

5.14 - Removal of Defective and Unauthorized Work

5.15 - “As-Built” Plans
6 - CONTROL OF MATERIALS 29

6.01 - Submission of Data Where “or City Approved Equal” is Specified

6.02 - Samples and Tests

6.03 - Certificate of Compliance

6.04 - Defective Material

6.05 - Guarantee of Materials and Workmanship

6.06 - Salvage of Materials

6.07 - Pre-Job Tests

6.08 - Foreign Materials
7 - LEGAL RELATIONS AND RESPONSIBILITIES 32

7.01 - Laws to be Observed

7.02 - Noise Ordinance

7.03 - Undocumented Labor

7.04 - Hours of Labor

7.05 - Travel and Subsistence

7.06 - Prevailing Wage, Payroll

7.07 - Labor Discrimination

7.08 - Apprentices

7.09 - Registration of Contractors

7.10 - Patents

7.11 - Permits and Licenses

7.12 - Responsibility for Damage

7.13 - Preservation of Property

7.14 - Contractor’s Liability

7.15 - Worker’s Compensation Insurance

7.16 - Contractor’s Responsibility for Work

7.17 - No Personal Liability

7.18 - Responsibility of City

7.19 - Safety Provisions

TABLE OF CONTENTS
SECTION PAGE NO.

City of Visalia - iii - Standard Specifications

7.20 - Assignment of Contract

7.21 - Amendments to Contract

7.22 - Termination or Modification of Contract, Environmental Reasons

7.23 - City’s Right to Withhold Payment

7.24 - Property Rights of Materials

7.25 - Rights in Land and Improvements

7.26 - Acceptance of Contract

7.27 - Final Payment to Release the City
8 - PROGRESS AND PROSECUTION 40

8.01 - Subcontractors

8.02 - Commencement of the Work

8.03 - Progress of the Work

8.04 - Clean-Up During Construction

8.05 - Final Clean-Up

8.06 - Character of Workmen

8.07 - Temporary Suspension of Work

8.08 - Time of Completion and Liquidated Damages

8.09 - Use of Completed Portions

8.10 - Termination of Contract
9 - MEASUREMENT AND PAYMENT 44

9.01 - Cost Breakdown

9.02 - Certified Weights

9.03 - Full Compensation Included in Bid Amount

9.04 - Extra Work

9.05 - Notice of Potential Claim

9.06 - Progress Payments

9.07 - Final Payment
10 - PORTLAND CEMENT CONCRETE, CEMENT MORTAR 48

10.01 - Description

10.02 - Materials

10.03 - Ready Mixed Concrete

10.04 - Admixtures

10.05 - Amount of Water and Slump Test

10.06 - Protecting Concrete

10.07 - Forms

10.08 - Curing Concrete

10.09 - Vibrator

10.10 - Cement Mortar

10.11 - Cement Requirements

10.12 - Measurement and Payment
11 - CLEARING AND GRUBBING 54

11.01 - Description

11.02 - Protection of Existing Improvements

11.03 - Construction

TABLE OF CONTENTS
SECTION PAGE NO.

City of Visalia - iv - Standard Specifications

11.04 - Removal and Disposal of Materials

11.05 - Payment
12 - EARTHWORK 56

12.01 - Description

12.02 - Preservation of Property

12.03 - Disposal of Unsuitable and Excess Material

12.04 - Roadway Excavation

12.05 - Trench and Structure Excavation

12.06 - Trench and Structure Backfill
13 - AGGREGATE SUBBASES AND BASES 64

13.01 - Description

13.02 - Materials

13.03 - Grading

13.04 - Compaction

13.05 - Aggregate Subbase

13.06 - Aggregate Base

13.07 - Salvaging Existing Pavement

13.08 - Additional Quantities

13.09 - Measurement and Payment
14 - ASPHALT CONCRETE PAVEMENT 67

14.01 - Description

14.02 - Aggregate Material

14.03 - Asphalt Concrete

14.04 - Spreading, Laying and Compacting

14.05 - Prime Coat

14.06 - Seal Coat

14.07 - Paint Binder

14.08 - Asphalt Concrete Dikes

14.09 - Measurement and Payment
15 - RESTORATION OF SURFACES 69

15.01 - Description

15.02 - Pavement Replacement

15.03 - Temporary Pavement Replacement

15.04 - Miscellaneous Surface Restoration

15.05 - Measurement and Payment
16 - CONCRETE IMPROVEMENTS 71

16.01 - Description

16.02 - Portland Cement Concrete

16.03 - Reinforcement

16.04 - Subgrade Preparation

16.05 - Driveway and Alley Approaches, Mowstrips, Existing Curbs, Gutters, Valley Gutters and Sidewalks

16.06 - Stamped Median

TABLE OF CONTENTS
SECTION PAGE NO.

City of Visalia - v - Standard Specifications

16.07 - Concrete Block Wall

16.08 - Forms

16.09 - Weakened Plane Joints

16.10 - Improvements; Construction of Concrete Improvements

16.11 - Curing

16.12 - Rock Pockets

16.13 - Backfilling

16.14 - Measurement

16.15 - Payment
17 - SEWER AND STORM DRAIN PIPE 76

17.01 - Description

17.02 - Types of Pipe

17.03 - High Density Polyethylene Pipe (HDPE)

17.04 - Polyvinyl Chloride (PVC) Large Diameter Ribbed Pipe

17.05 - Polyvinyl Chloride (PVC) Sewer Pipe and Fittings

17.06 - Reinforced Concrete Pipe

17.07 - Cast-in-Place Concrete Pipe

17.08 - Vitrified Clay Pipe and Fittings

17.09 - Wyes (General)

17.10 - House Branches (General)

17.11 - Pipe Line Acceptance Test (Sanitary and Storm)

17.12 - Bedding

17.13 - Backfill

17.14 - Protection of Pipe

17.15 - Water/Sewer Separation

17.16 - Payment
18 - BORING AND JACKING PIPE 93

18.01 - General

18.02 - Materials

18.03 - Execution

18.04 - Excavation of Jacking and Receiving Pits

18.05 - Backfill of Jacking and Receiving Pits

18.06 - Payment
19 - SEWER AND STORM DRAIN STRUCTURES 97

19.01 - Description

19.02 - Manholes and Materials

19.03 - Storm Drain Inlets and Outlets

19.04 - Miscellaneous Structures

19.05 - Excavation

19.06 - Forms

19.07 - Backfill

19.08 - Curing

19.09 - Payment

TABLE OF CONTENTS
SECTION PAGE NO.

City of Visalia - vi - Standard Specifications
20 - SEWER PUMP STATION 103

20.01 - General

20.02 - Reinforced Concrete

20.03 - Metal Work

20.04 - Painting

20.05 - Pipework

20.06 - Mechanical Equipment

20.07 - Electrical Work
21 - SIGNALS, LIGHTING, AND ELECTRICAL SYSTEMS 120

21.01 - Description

21.02 - Equipment List and Drawings

21.03 - Foundations

21.04 - Miscellaneous Concrete Construction and Removal

21.05 - Standards, Steel Pedestals and Posts

21.06 - Conduit

21.07 - Pull Boxes

21.08 - Conductors and Wiring

21.09 - Signal Cable

21.10 - Service

21.11 - Functional Testing

21.12 - Painting

21.13 - Model 170E Controller Assemblies

21.14 - Modulated Light Signal Detection System

21.15 - Vehicle Signal Faces and Signal Heads

21.16 - Light Emitting Diode Green and Yellow Module

21.17 - Light Emitting Diode Kit Red Module

21.18 - Pedestrian Signals

21.19 - Detectors

21.20 - Pedestrian Push Buttons

21.21 - Safety and Street Lighting

21.22 - Removing, Reinstalling, or Salvaging Electrical Equipment

21.23 - Traffic Signal Street Name Signs

21.24 - Traffic Signal Battery Back-Up System

21.25 - Traffic Signal Interconnect Conduit

21.26 - Median Lighting

21.27 - Payment
22 - WATER SERVICE 149

22.01 - Materials

22.02 - Installation of Ductile Iron and Polyvinyl Chloride (PVC) Pressure Pipe and Appurtenances

22.03 - Disinfection of New Mains

22.04 - Dechlorination of Flushed Water

SECTION 1 - DEFINITIONS AND TERMS

1.01 GENERAL
Wherever in these Standard Spec ifications or the State of Calif ornia Standard Specifications and other contract documents th e abbreviations and terms, or pronouns in place of them, are used, the intent and meaning shall be interprete d as provided in Section 1 of the State of California Department of Transportation Standard Specifications, latest edition, or as modified in these Standard Specifications.

1.02 DEFINITIONS AND TERMS
The definitions and terms as used in these Stan dard Specifications and the State of California Standard Specifications shall be interpreted and understood as established in Section 1 of the State of California Standard Specifications except as modified herein:
a. Addenda: Written interpretations or revisi ons to any of the contract documents issued by the City before the bid opening.
b. Bid: The proposal submitted by the Contract or in response to the invitation to bid made by the City.
c. Bidder: Any individual, firm, partnershi p, corporation, or combination thereof, submitting a proposal for the work contemplated, acting directly through a duly authorized representative.
d. Certified Testing Laboratory: An esta blished laboratory pr operly certified and approved by the Director of Public Work s to test materials, specimen, or work involved in the contract, and as specified herein.
e. Change Order: An order approved by the Engineer and issued to the Contractor amending the contract documents.
f. City: The City of Visalia, California, as represented by the City Engineer. g. City Clerk: The legally authorized City Clerk of the City of Visalia, California. h. City Council: The City Council of the City of Visalia, California. i. City Specifications: City of Visalia, California, Department of Public Works Standard Specifications, as amended from time to time.
j. City Standard Drawings: City of Vi salia, Department of Public Works Improvement Standards, as amended from time to time.
k. Contract Documents: The Contract Documents include without limitation, the Construction Agreement, Plan, Specifica tions, Contract Bonds, Addenda to the Construction Agreement, and Change Orders.
l. Contractor: The person or persons, firm , partnership, corporation or combination thereof, private or municipal, who have en tered into a contract with the City or a City of Visalia Page 1 Standard Specifications
Section 1
Definitions and Terms

developer, as party or parties of the second part or his or their legal representative. m. Department or Department of Transportati on: The Department of Public Works, City of Visalia, California.
n. Developer: An individual or group proposing to subdivi de or improve land within the City and constructing or causing to be constructed improvements to be accepted by the City.
o. Engineer: The Engineer of the City of Vi salia, California, acting either directly or through properly authorized agents, such agents acting within the scope of the particular duties delegated to them.
p. Finished Grade: The top of the surface layer of asphalt and/or concrete upon which vehicles travel and/or park.
q. Laboratory: See “Certified Testing Laboratory”.
r. Plans: The official plans, profiles, typical cross-sections, gene ral cross-sections, elevations and details which show the locat ions, character, dimensions and details of the work to be performed.
s. Special Provisions: Specific Clauses se tting forth conditions or requirements peculiar to the work and supplementary to the City Specifications. t. Specifications: A set of documents issued for the intended work which includes the City Specifications, the Special Provi sions, Notice to Cont ractors, Proposal, and Contract Form.
u. Standard Plans: The Engineering Impr ovement Standards of the Public Works Department of the City of Visalia, California.
v. Standard Specifications: The Standard Specifications of the City of Visalia, as prepared by the Engineering Division of the City of Visalia, California. w. State of California Standard Specifications : The latest revisi on of the Standard Specifications issued by the Department of Transportation (Caltrans) of the Business, Transportation and Housing Agency of the State of California. Sections 10 through 60, inclusive, Section 73 and Sect ions 92 through 94, inclusive, of said standard specifications are hereby incorporated and included in the Standard Specifications of the City of Visalia, Califor nia, except as modified by said City of Visalia Standard Specifications. Other sect ions of the State of California Standard Specifications are included in the Standard Specifications of the City of Visalia, California, by reference either in thes e Standard Specifications, the Special Provisions; or in the Standard Specifications of the State of California. x. State: California.
y. State Standard Plans: State of Californi a, Department of Transportation Standard Plans, being the current issue in use by the State.

City of Visalia Page 2 Standard Specifications
Section 1
Definitions and Terms

z. Subgrade: The level of embankment, native material and/or import upon which the first layer of street structural section (e ither aggregate, subbase, aggregate base lime treated or cement treated base [plant mixed], or asphalt concrete is placed). aa. Working Days: Unless otherwise designa ted, working day as used in these Standard Specifications shall mean a ny day on which the Contractor is not prevented by inclement weather, or conditions resulting there, from proceeding with substantial prosecution of the wor k, excluding Saturdays, Sundays, legal holidays, and any other day the Contractor is specifically required by the Special Provisions to suspend construction operations.

City of Visalia Page 3 Standard Specifications

SECTION 2 - PROPOSAL REQUIREMENTS

2.01 GENERAL INFORMATION
The City Engineer of the City of Visalia, Califor nia, will receive at his/ her office at City Hall East, in said City, until the hour and day speci fied in the “Notice to Contractor,” sealed proposals, for furnishing material, supplies, eq uipment and labor for performing the work as specified in the approved C onstruction Drawings, these Sta ndard Specifications and the Special Provisions.

2.02 ENGINEER’S ESTIMATE
The items of work given in the Bid Proposal and in these Standard Specifications are given as a basis for comparison of bids and the City does not expressly or by implication agree that the actual amount of work will correspond therewith, and reserves the right to increase or decrease the amount of the work or to omit portions of the work as may be deemed advisable by the Engineer. All bids are to be compared on the basis of the City Engineer’s estimate of the quantities of work to be done.

2.03 UNIT PRICES
Except the items for which lump sums are called for, the unit prices inserted in the bid form by the bidder will be considered to be the bid prices for the various work performed. In case of a discrepancy between the unit price bid and the ca lculated total, the unit price will govern, and the total will be recalculated. In the event of discrepancy between numbers and written prices, the written prices will govern.

2.04 EXAMINATION OF SITE OF WORK, PLANS, SPECIFICATIONS AND

CONTRACT FORM
The Bidder is required to ex amine carefully the site of the proposed work, the proposal, approved Construction Drawings, specifica tions and contract forms for the work contemplated, and it will be assumed that the Bidder has investigated and is satisfied as to the conditions to be encountered, as to the character, quality and quantities of the work to be performed and materials to be furnished, and as to the requirements of the specifications, and the contract. The submission of a proposal shall be considered prima fa cie evidence that the Bidder has made such examination. A representa tive from the City Engineer’s office will be available to accompany prospective bidders for an inspection of the work herein contemplated.

2.05 FORM OF PROPOSAL
All proposals must be made upon blank forms to be obtained from the City Engineer. All proposals must give the unit pr ice where indicated, or lump sum where unit prices are not called for, for each of the items, and must be signed by the bidder with his address. If the proposal is made by an individual, his name a nd post office address must be shown. If made by a partnership, the name and post office address of each member of the firm or partnership must be shown. If made by a corporation, the pr oposal must show the name of the State under City of Visalia Page 4 Standard Specifications
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Proposal Requirements

the laws of which the corporation was charte red and the names, titles and business addresses of the president, secretary and treasurer.

All proposals must be submitted under sealed c over and the envelope properly marked “Bid (Insert Project Title) .”

2.06 WITHDRAWAL OF PROPOSALS
Any bid may be withdrawn at any time prior to the time fixed in the “Notice to Contractors” for the opening of bids only upon written request for the wit hdrawal of the bid filed with the City. The request shall be executed by the Bidder or his duly authorized representative. The withdrawal of a bid does not prejudice the right of the Bidder to file a new bid. A bid will not be received after the time, nor any bid withdrawn after the time fixed in the public notice for the opening of bids until either al l bids are rejected, or until the expiration of sixty (60) days set from the date set for the opening of bids, or until the contract has been executed and the required Contractor’s bonds furnished by the successful Bidder or Bidders, whichever occurs first.

2.07 PROPOSAL GUARANTEE

All proposals must be accompanied by either a cashier’s check, certified check or bidder’s bond of a corporate surety authorized to do busin ess in the State of Ca lifornia and acceptable to the City in a sum equal to at least ten percent (10%) of the total amount of the bid. Checks or bonds must be made payable to the City of Vi salia, such securities to be retained by the City as a guarantee that the Bidder, if his bid is accepted, will enter into a satisfactory contract within ten (10) calendar days, not including Sunday s and legal holidays, from the date that the “Notice of Award” is mailed to the Bidder, and will furnish a good and sufficient bond for the faithful performance thereof and for the payment of labor and material costs in accordance with the requirements of the approved Constr uction Drawings, these St andard Specifications and the Special Provisions.

2.08 REJECTION OF PROPOSALS

The City reserves the right to reject any or all proposals.

Proposals may be rejected if they show any alteration of form, add itions not called for, conditional or alternative bids, incomplete bi ds, erasures, or irregularities of any kind.

Proposals in which the prices are obviously unbalanced may be rejected.

2.09 DISQUALIFICATION OF BIDDERS
Unless alternate bids are called for, more than one (1) proposal for the same unit or units from an individual, firm, partnership, co-partnershi p, corporation, or combination thereof under the same or different names will not be considered. If there is reason for believing that collusion exists among the Bidders, none of the participants in such collusion will be considered in future proposals.

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2.10 SUBCONTRACTING
Should any Bidder propose subcon tracting any part of the work covered by these Standard Specifications, he shall submit with his bid a description of the work to be done by each subcontractor and the name and the locatio n of the place of business of each such subcontractor as a part of the “Bidder’s Prop osal”. The Contractor shall conform to the requirements of Section 8, “Prosecution and Progress” of the State of California Standard Specifications. The Contractor shall perform with his own organization contract work amounting to not less than fifty pe rcent (50%) of the original tota l contract price. Attention is directed to Section 8.01 of these Standard Specifications.

2.11 GUARANTEE OF WORK
Before any contract is awarded, the Bidder may be required to furnish a complete statement or the origin, composition, and manufacturer of any or all materials to be used in the construction of the work, together with samples, which samp les may be subject to the tests provided for in these Standard Specifications to determine their quality and fitness for the work.

The Bidder may also be required to furnish a wr itten guarantee covering certain items of work for varying periods of time from the date of acceptance of the contract. When such guarantee is required, the form and the time limit of the guarantee will be specified in these Standard Specifications or in the Special Provisions. Said guarantee shall be signed and delivered to the Engineer before acceptance of the contract . The Labor and Materials bond shall not be reduced until the expiration of the time required by Section 3249 of the Civil Code.

2.12 CONTRACTOR’S LICENSE
Unless stated otherwise in the “Notice to Cont ractors,” all prospective Bidders must possess, or be able to obtain within thirty (30) days after the bid date, a Class “A” Contractor’s License issued by the State of California. All Contractors and/or subc ontractors shall be required to obtain a City of Visalia business license. No payment will be made to any Contractor until such license is obtained.

City of Visalia Page 6 Standard Specifications

SECTION 3 - AWARD AND EXECUTION OF CONTRACT

3.01 MULTIPLE CONSTRUCTION UNITS
If there are two (2) or more units in the cons truction project and the “Notice to Contractors” has called for separate proposals for each unit, the City reserves the right to award the contract for one (1) unit or for more than one (1) unit to one (1) Bidder, while awarding a contract or contracts to other Bidders for other units or combinations of units.

3.02 AWARD OF CONTRACT
The award of the contract , if it is awarded, will be to th e lowest responsible Bidder whose proposal complies with all the requirements described. Such award, if made, will be made within thirty (30) days after the opening of the proposals. If the lo west responsible Bidder refuses or fails to execute the contract, the City may award the contract to the second lowest responsible bidder. Such award, if made, will be made within forty-five (45) days after the opening of the proposals. If the second lowest re sponsible Bidder refuses or fails to execute the contract, the Owner may award the contract to the third lowest responsible Bidder. Such award, if made, will be made w ithin sixty (60) days after the opening of the proposals. The periods of time specified above, within which th e award of contract may be made, shall be subject to extension for such further periods as may be agreed upon in writing between the Owner and Bidder concerned.

All bids will be compared on th e basis of the Engineer’s estimat e of quantities of work to be done.

3.03 EXECUTION OF CONTRACT
The contract shall be signed by the successful Bi dder and returned together with the contract bonds within ten (10) calendar da ys, not including Sundays and le gal holidays, from the date that the “Notice of Award” has been mailed. No proposal shall be considered binding upon the City until execution of the contract.

Failure to execute a contract and file accepta ble bonds as provided herein within ten (10) calendar days, after the Bidder has received notice that the contract has been awarded, shall be just cause for the annulment of the award and the forfeiture of the proposal guarantee as liquidated damages.

3.04 RETURN OF GUARANTEES
All proposal guarantees will be held until ten (1 0) days after the cont ract has been awarded, after which the guarantees accompanying proposals no longer considered in making the award will be returned to the Bidder whose proposal they accompanies. Retained proposal guarantees will be held until the contract has been executed, after which all guarantees, except those forfeited, will be returned.

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3.05 REQUIRED CONTRACT SECURITIES
The Bidder to whom the contract has been awar ded will be required to furnish a labor and material bond in an amount equal to fifty percent (50%) of the contract price, and a faithful performance bond in an amount equal to one hundr ed percent (100%) of the contract price; said bonds shall be secured from a surety company satisfactory to the City.

Note: Projects funded by State and/or Federal Agencies may require labor and material bond to be equal to one hundred percent (100%) of the contract price.

3.06 CONTRACT DOCUMENTATION SAMPLES
The following contract documents are included in these Standard Specifications as samples only and shall not be considered as originals.
a. Public Contract Code Section 10162 Questionnaire (1 page) b. Public Contract Code Section 10232 Statement (1 page) c. Contract Proposal (2 pages)
d. Bidder’s Bond (2 pages)
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PUBLIC CONTRACT CODE SECTION 10162 QUESTIONNAIRE

In accordance with Public Contract Code Section 10162, the Bidder hereby completes, under penalty of perjury, the following questionnaire:

Has the Bidder, or any office of the Bidder, or any employee who has a proprietary interest in the Bidder, ever been disqualified, remove d, or otherwise prevented from bidding on, or completing a federal, state, or local government project because of a violation of law or a safety regulation?

Yes______ No______

If the answer is yes, explain the circumstances in the following space:

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PUBLIC CONTRACT CODE SECTION 10232 STATEMENT

In accordance with Public Cont ract Code Section 10232, the Contractor, hereby states under penalty of perjury, that no more than one (1) fi nal unappealable finding of contempt of court by a federal court has been issued against th e Contractor within the immediately preceding two (2) year period because of the Contractor’s failure to comply with an order of a federal court which orders the Contract or to comply with an order of the National Labor Relations Board.

Note: The above Questionnaire and Statement ar e a part of the Proposal. Signing this Proposal on the signature porti on thereof shall also constitu te signature, under penalty of perjury, of this Questionnaire and Statement.

Bidders are cautioned that making a false certifi cation may subject the certifier to criminal prosecution.

To the City of Visalia, State of California

NON COLLUSION AFFIDAVIT
(Title 23 United States Code Section 112 and Public Contract Code Section 7106)

In accordance with Title 23 United States Code Section 112 and Public Contract Code 7106 the Bidder declares that bid is not made in the interest of, or on behalf of, any undisclosed person, partnership, company, association, organization, or corporation; that the bid is genuine and not collusive or sham; the Bidder has not dire ctly or indirectly induced or solicited any other Bidder to put in a false or sham bid, a nd has not directly or indirectly colluded, conspired, connived, or agreed w ith any Bidder or anyone else to put in a sham bid, or that anyone shall refrain from bidding; that the Bidder has not in any manner, directly or indirectly, sought by agreement, communication, or conferen ce with anyone to fix the bid price of the Bidder or any other Bidder, or to fix any overhead, profit, or cost element of the bid price, or of that of any other Bidder, or to secure any advantage ag ainst the public body awarding the contract of anyone interested in the proposed contract; that all statements contained in the bid are true; and, further, that the Bidder has not, directly or indirectly, submitted his or her bid price or any breakdown thereof, or the contents thereof, or divulged information or data relative thereto, or paid, and will not pay, any fee to any corporation, partnership, company association, organization, bid de pository, or to any member or agent thereof to effectuate a collusive or sham bid.

__________________________________________ ________________________ Signature Date

Note: The above Non-collusion Affidavit is part of the Proposal . Signing this Proposal on the signature portion thereof shall also constitute signature of this Non-collusion Affidavit.

Bidders are cautioned that making a false certifi cation may subject the certifier to criminal prosecution.

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CONTRACT PROPOSAL

Accompanying this proposal is $___ _____________________ cash, cashier’s check, certified check, or bidder’s bond in the amount equal to at least ten percent (10%) of the total bid.

The name of all persons interested in the foregoing proposal as principals are as follows:

IMPORTANT NOTICE: If Bidder or other interested person is a corporation, state legal name of corporation, also names of th e president, secretary, treasurer, and manager thereof; if a co- partnership, state true name of firm, also names of all individual copartners composing firm; if Bidder or other interested person is an individual, state first and last name in full.

___________________________________________________________________________

___________________________________________________________________________

___________________________________________________________________________

Licensed in accordance with an act providing for the registra tion of Contractors, License No.______________________, Class of License(s) _____________________________, License Expiration Date _____________________________________.

The representations made herein are made under penalty of perjury. Any bid not containing this information, or a bid containing informati on which is subsequently proven false, shall be considered non-responsive and shall be rejected by the City of Visalia.

Signature of Authorized Person(s)

___________________________________________________________________________

___________________________________________________________________________

NOTE: If Bidder is a corporation, the legal name of the corporation shall be set forth above together with the signature of the officer or o fficers authorized to sign contracts on behalf of the corporation; if Bidder is a co-partnership , the true name of the partner or partners authorized to sign contracts on be half of the co-partnership; and if Bidder is an individual, his signature shall be placed above. If signature is by an agent, other than an officer of a corporation or a member of a partnership, a Powe r of Attorney must be on file with the City Clerk prior to opening bids or submitted with the bid; otherwise, the bid will be disregarded as irregular and unauthorized.

BusinessAddress______________________________________________________________

Place of Residence _______________________________________Dated: _______________ City of Visalia Page 11 Standard Specifications
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SUBCONTRACTORS

In accordance with the provisions of Section 8.01 of the Standard Specifications, each Bidder shall list below the name and location of pl ace of business of each subcontractor who will perform a portion of the contract work in an amount in excess of one-half of one percent (0.50%) of the total contract price. In each instan ce, the nature and extent of the work to be sublet shall be described.

The General Contractor to whom the contract is awarded will not be permitted, without the written consent of the Engineer, to substitute any person as subcontr actor in place of the subcontractor designated in the original bid, or to permit any subcontract to be assigned or transferred, or to allow it to be performed by anyone other than the original subcontractor. The Engineer may consent to the substitution of a nother person as subcontractor, if the original subcontractor, after having reasonable opportunity to do so, shall fail or refuse to execute, when said written contract is based upon the c onditions of the general contract and complies with the subcontractor’s written bid.

The failure of the Contractor to specify a subcontractor for any portion of the contract work in excess of one-half of one per cent (0.50%) of th e total contract price shall be deemed to indicate that the Contractor intends to pe rform such portion himself. The subletting or subcontracting of work for which is in excess of one-half of one percent (0.50%) of the total contract price, will be allowed only with the written consent of the Engineer.

Name of Subcontractor,
License Number Class of
License(s)
Street Address of Office,
Mill or Shop
Description of work to be
performed (also show Bid
Schedule Item No.)

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BIDDER’S BOND

TO ACCOMPANY CONTRACT PROPOSAL

Known all men by these presents:

That we, _______________________________________________ as principal, and ________________________________________ as surety, are held and firmly bound unto the City of Visalia in the sum of ten percent (10%) of the total amou nt of the bid of the principal, to be paid to the said City or it s certain attorney, its su ccessors and assigns, for which payment well and truly to be made, we bind ourselves, our heirs, executors, and administrators, successors, or assigns, jointly and severally, firmly by these presented.

In no case shall the liability of the surety here under exceed the sum of $____________________.

THE CONDITION OF THIS OBLIGATION IS SUCH, that whereas the principal has submitted the above mentioned bid to the City of Visalia for certain c onstruction specifically described as follows, for which bi ds are to be opened at ________________________ on ______________________________ for ________________________________________– (Project Number ___________________________).

NOW THEREFORE, if the aforesaid principa l is awarded the contract, and within the time and manner required under th e specifications, after the pres cribed form in accordance with the bid, and files the two (2) bonds with th e City of Visalia, one to guarantee faithful performance and the other to guarantee payment of labor and materials, as required by law, then this obligation shall be null and void, otherwise it shall be and remain in full force and virtue.

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BIDDER’S BOND

In the event suit is brought upon this bond by the obligee and judgment is recovered, the surety shall pay all costs incurred by the obligee in such suit, including a reasonable attorney’s fee to be fixed by the court.

IN WITNESS WHEREOF, we have here unto set our hands and seals on this _____________________ day of _____________________________A.DL, 20_____.

_______________________________________(Seal)

_______________________________________(Seal)

_______________________________________(Seal)

_______________________________________(Seal)

_______________________________________(Seal)

_______________________________________(Seal)

Surety

_____________________________________________
Address

_____________________________________________
City and Zip Code

NOTE: Signatures of those executing for the surety must be properly acknowledged.

City of Visalia Page 14 Standard Specifications

SECTION 4 - GENERAL SCOPE OF WORK AND RESPONSIBILITIES

4.01 WORK TO BE DONE
The work to be performed under this contract c onsists of furnishing all materials, equipment, supplies, labor and transportation, and performing all work as required by the contract in strict accordance with the specifications, schedules a nd drawings, all of which are made a part hereof. The work shall be complete, and all wo rk, material and servi ces not expressly called for in the specifications or not shown on the dr awings which may be necessary for completion and proper construction to carry out the contract in good faith and leave the site of the work in a neat condition shall be performed, furnished and installed by the Contractor at no increase in cost to the City.

4.02 ALTERATIONS
By mutual consent in writing of the parties signato ry to the contract, alterations or deviations, increases or decreases, additi ons or omissions, in the approv ed Construction Drawings, these Standard Specifications and the Special Provisions, may be made and the same shall in no way affect or make void the contract.

The City reserves the right to increase or decr ease the quantity of any item or portion of the work, or to omit portions of the work as ma y be deemed necessary or expedient by the Engineer.

4.03 EXTRA WORK
New and unforeseen work will be classed as extra work when such work cannot be covered by any of the various items or combination of items for which there is a bid price.

No extra work shall be done by the Contractor except upon written order from the Engineer.

Extra work, when ordered and accepted, shall be paid for under written work order in accordance with the terms therein provided. Payment for extra work will be made at the unit price or lump sum previously agreed upon by th e Contractor and the Engineer, and approved by the City.

4.04 PUBLIC SAFETY AND CONVENIENCE
The Contractor shall so conduct his operations as to cause the least possible obstruction and inconvenience to public traffic. Unless other ex isting streets are stipul ated in the Special Provisions to be used as detours, all traffic shall be permitted to pass through the work.

Residents along the road or street shall be provided passage as far as practicable. Pedestrian access to all properties along the line of work shall be provided and maintained in good condition. Not more than one crossing or intersecti ng street or road shall be closed at any one time without the approval of the Engineer.

The Contractor shall provide such flagmen, and furnish, erect, and maintain such fences, barriers, lights, and signs as ar e necessary to give adequate wa rning to the public at all times City of Visalia Page 15 Standard Specifications
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that the road, street, or underground utility is under constr uction and of any dangerous conditions to be encountered as a result thereof, and he shall also erect and maintain such warning and directional signs as may be furnished by the City.

4.05 PUBLIC NOTICE
The Contractor shall inform in writing all reside nces along the construction length of the start date for the project at least one (1) week prior to start of work. The Contractor shall inform in writing residences of work that will effect ingress and egress fr om their property at least two (2) days prior but no more than six (6) days prior to the effect taking place.

The Contractor shall be responsib le for media notification five (5 ) days prior to installing an approved traffic control plan when deemed by th e City Engineer. Notification shall include a vicinity map with alternate routes available an d be approved by the City Engineer. Traffic control shall coordinate with the order of work and schedule of operatio ns in accordance with Section 5.10 in these Standard Specifications.

Any written notification must be approved by the Project Engineer prior to distribution. All notifications shall include contact information for the City and the Contractor.

Full compensation for conforming to this Section shall be considered to be included in the contract price paid for the various items of work and therefore, no additional compensation shall be allowed.

4.06 DUST CONTROL

The Contractor shall maintain dust control about the site of the work, including any haul roads to or from the site, by whatever means are nece ssary, such as watering, sweeping or oiling, so as to cause the least possible dust nuisance to the public. Any dust control measure ordered by the Engineer shall be promptly and immediately carried out.

Water for dust control purposes will be furnished as specified in the Special Provisions of these Standard Specifications. The Contractor shall furnish his own equipment for transporting and applying water. Such equipment shall meet the approval of the Engineer. The Contractor shall provide, at all times, an approved back flow prevention device between the public water supply and his equipment for applying or transpor ting water or when the Engineer determines that a backflow condition could be caused by th e method or equipment used to draw water from the public supply.

If the Contractor fails to provide dust control measures so ordered within a reasonable time period as determined by the Engineer, the Contra ctor or Developer shall pay to the City a penalty of fifteen dollars ($15.00) for each one-half of one (½) hour, or portion thereof, that elapses from the time the penalty is ordered into effect by the Engineer, until dust control measures ordered by the Engineer are completely carried out and the dust nuisance eliminated or prevented.

Such penalty shall be deducted from any monies owed the Contractor or levied as a fine against the Developer. In addition to the penalty as specified above, if conditions warrant, the Engineer may order City forces to eliminate or prevent the dust nuisance. The full cost thereof, City of Visalia Page 16 Standard Specifications
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in addition to the penalty as herein provided, shall be deducted from any monies owed the Contractor or shall be levied as a fine against the Developer.

Full compensation for dust control shall be included in the amount bid for the various items of work and no separate payment will be made th erefore, unless otherwise specified in the Special Provisions.

4.07 TRAFFIC CONTROL
All traffic and detour patterns shall be as indica ted in the Special Provisi ons or as specified in the permit issued for the work by the City. Any deviations proposed by the Contractor shall have the approval of the Engineer.

The Contractor shall comply with all of the requirements of the State of California Department of Transportation (Caltrans) “Manual of Tra ffic Controls for Construction and Maintenance Work Zones”.

Compliance with the requirements of said manual shall be considered as a minimum requirement and it shall be the responsibility of the Contractor to provide additional safety devices when necessary to maintain a safe condition.

It shall be totally the responsibility of the Cont ractor to provide and maintain adequate traffic safety devices and warning signs. If the Engine er or the Inspector of the City, notes some deficiency in said devices, the situation shall be corrected immediately by the Contractor.

All traffic signs used within the City of Visalia shall be minimum eight-hundredths of one inch (.080”) thickness sign-grade aluminum with 3M™ Diamond Grade™ 3 (Diamond Grade Cubed) Series 4000 Reflective Sheeting or approved equal with 3M™ Series 1160 Anti- Graffiti coating or approved equal. Signs and in stallation shall conform to Caltrans’ latest MUTCD Standards or as directed by the City Engineer
.

Full compensation for all costs involved in maintaining traffic control in the vicinity of the work in accordance with the requirements specifi ed shall be included in the lump sum price bid for traffic control. If no bid item is provided for traffic control, the cost therefore shall be included in the various bid items of work.

4.08 COOPERATION

The Contractor shall cooperate in all respects with all public and private agencies, including, but not limited to, the Kaweah Irrigation District, Southern California Gas Company, Comcast, California Water Serv ice, Southern California Ed ison, AT&T Telephone Company, and the Fire and Police Departments. Should co nstruction be underway by other forces or by other Contractors within or adjacent to the project area, or should work of any other nature be underway by other forces within or adjacent to said project area, the Contractor shall cooperate with all such other C ontractors or forces to the end that any delay or hindrance to their work will be avoided.

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4.09 PERMITS AND EASEMENTS
The Contractor shall obtain any necessary permits from the County of Tulare, City of Visalia, California Department of Transportation, Californ ia Division of Industrial Safety as required by Section 6424 of the California Labor Code, any Railroad or Utility Company, Special District, or Agency affected by the work.

Satisfactory evidence of obtaining the required permits shall be submitted to the Engineer prior to, and as a condition of, issuance of the “Notice to Proceed”. The Contractor shall abide by the conditions of said permits and perf orm all work governed by said permits in conformance therewith and as di rected by the Engineer. The Contractor shall procure at no cost to the City all temporar y construction easements not shown in the approved Construction Drawings, which he may deem necessary to carr y out the work to be done under the contract.

Should the Contractor desire to make preliminary soil investigations in public street right of way, he shall secure the required permits from the appropriate department of the City and abide by the provisions of said permits.

4.10 EXISTING IMPROVEMENTS
The Contractor shall preserve all curbs, gutters, sidewalks, and other existing improvements in the vicinity of the work. Any curbs, gutters , sidewalks and other existing improvements damaged by the Contractor’s operation shall be replaced at the Contractor’s expense.

The Contractor shall be respons ible for the protection, restorat ion or replacement in kind of any improvements such as, but not limited to, la wn, trees, shrubs, hedg es, fences, mail boxes, signs, poles, sprinkler systems, walls, sidewalks, driveways, curb and gutter and pavement existing at the start of the work. Replacement a nd restoration of said improvements shall meet the approval of the Engineer and shall be made immediately upon notification by the Engineer. At locations where work occurs behi nd curb lines and/or within landscaped areas, all external structure patching, final backfilling, final sprinkl er system repairing and lawn reseeding and mulching behind the curb lines shall be completed within fifteen (15) calendar days of beginning of the work.

Irrigation and sprinkler system lines behind th e curb disturbed by the construction shall be repaired as follows:
a. Sprinkler or irrigation lines disturbed by structure construction shall be temporarily capped when first disturbed.
b. Sprinkler or irrigation lines and facilities disturbed shall be re placed to original condition using similar material as remove d. (Galvanized pipe to be replaced with galvanized pipe, brand name heads repl aced with same brand name and model.) Sprinkler lines shall be re aligned around structures in order to duplicate original irrigation coverage.
c. Sprinkler systems disturbed and repaired sh all be water-tested by the Contractor in the presence of the Engineer before acceptance of the repair.

Existing land subdivision monuments and stakes shall be fully protected from damage or City of Visalia Page 18 Standard Specifications
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displacement and they shall not be disturbed unless directed by the Engineer.

All costs involved in the protec tion, restoration and replacement of existing improvements as specified herein shall be considered as being in cluded in the bid prices of the various items of work, and no separate payment shall be made therefore, unless otherwise specified in the Special Provisions.

4.11 MAINTAINING DRAINAGE
Reference is made to Section 12.05.d of these St andard Specifications. The Contractor shall also provide and maintain drainage to the existing street sections with no separate compensation therefore.

During and following storm conditions, the Contract or shall cooperate with the Engineer in providing for temporary use, for drainage pur poses, of completed or partially completed drainage facilities. Temporary provisions for drainage of any area during construction where existing facilities have been damaged or altere d by the Contractor durin g his operations shall be made by the Contractor and as directed by the Engineer.

No separate payment shall be made for ma intaining of drainage, and full compensation therefore, shall be included in the prices bid for the various items of work.

The Contractor shall be responsible for all da mages to public or private property incurred due to the following: failure to provide adequate drainage within the construction area; blockage of existing drainage facilities upstream from the area of work in excess of the capacity of the existing upstream drainage facilities.

4.12 ELECTRIC AND WATER SERVICES
The Contractor shall provide and pay for electric service for all purposes of power and lighting required for the construction of the work of the contract and shall maintain such service until the completion of the contract.

The Contractor shall contact the California Wa ter Service concerning the use of water for the work done under the contract. Al l water so used shall be paid for by the Contractor as specified in the Special Provisions.

4.13 RIGHT-OF-WAY
The right of way for the work to be constructed will be provided for, but the Contractor shall make his own arrangements and pay all expens es for additional area required by him outside of the limits of the right of way as shown on the approved Construction Drawings, unless otherwise provided in the Special Provisions. Said additional right of way shall be brought, to the satisfaction of the E ngineer, to a condition at least equal to that existing prior to its use by the Contractor.

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4.14 CONTRACTOR’S EQUIPMENT
The Contractor shall provide adequate and suit able equipment and means of construction to meet all the requirements of the work. When or dered to do so by the En gineer, the Contractor shall remove unsuitable equipment from th e work and discontinue the operation of unsatisfactory equipment. The use of any means of construction which is obsolete as to type, in bad condition, or worn out will not be permit ted on the work. The Cont ractor shall, at his expense, provide off-street storage for equipment not used for that day’s work.

4.15 DISPOSAL OF MATERIAL
The Contractor shall make his own arrangements for disposing of materials and he shall pay all costs involved.

All material shall be disposed in accordance with Section 7-1.13 of the State of California Standard Specifications.

When any material is to be disposed of on private property, the Contract or shall first obtain a written permit from the property Owner of whose property the disposal is to be made, and he shall file with the Engineer said permit or a certified copy thereof if such proof is requested by the Engineer.

Unless otherwise provided in the Special Provi sions, full compensation for all costs involved in disposing of materials as sp ecified, including all costs of hauling, shall be considered as included in the price paid for the contract item of work involving such materials, and therefore no additional compensation will be allowed.

4.16 PRECONSTRUCTION AND MOBILIZATION/DEMOBILIZATION

Prior to the start of construction, a meeting will be called by the City with the Contractor, Engineer, and all others concerned, including utility companies, to coordinate and schedule the proposed work in order to avoid all possible de lays due to conflicts of operation. At this meeting, the Contractor shall submit for City re view/approval a construction schedule in bar chart form indicating all critical path operations.

Mobilization shall consist of pr eparatory work and operations, including, but not limited to, those necessary for the movement of personnel, equipment, supplies, and incidentals to the project site; for the establishment of all offices , buildings, staging yards, and other facilities necessary for the work on the project; and for all other work and operations which must be performed or costs incurred prior to beginning work on the various contract items on the project site, including, but not limited to bond premiums and insurance premiums.

Demobilization shall consist of all closing wo rk and operations, includi ng, but not limited to, those necessary for the movement of personnel, equipment, supplies, and incidentals off the Project Site, and for all other work and operations which must be performed to complete the project, including clean-up.

The contract lump sum price paid for Mobilization and Demobilization shall include full City of Visalia Page 20 Standard Specifications
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General Scope of Work and Responsibilities

compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work involved in mobilization and demobilization.

City of Visalia Page 21 Standard Specifications

SECTION 5 - CONTROL OF WORK

5.01 AUTHORITY OF THE ENGINEER
The Engineer shall decide all questions which may arise as to the quality of acceptability of materials furnished and work performed and as to the manner of performance and rate of progress of the work, all questions which may ar ise as to the interpretation of the approved Construction Drawings, these Standard Specifications and the Special Provisions, all questions as to the acceptable fulfillment of the contract on the part of the Contractor, and all questions as to compensation. His decision shall be final and he shall have authority to enforce and make effective such decisions and orders which the Contractor fails to carry out promptly.

5.02 PLANS

Working drawings or plans fo r any structure not included in the a pproved Construction Drawings furnished by the Engineer shall be approved by the Engineer before any work involving these plans shall be performed, un less approval is waived in writing by the Engineer.

It is mutually agreed, however, that the approval by the Engin eer of the Contractor’s working plan does not relieve the Contractor of any responsibility for accuracy of dimensions and details, and that the Contractor shall be re sponsible for agreement and conformity of his working plans with the approved Construction Drawings, these Standard Specifications and the Special Provisions.

5.03 CONFORMITY WITH PLANS AND ALLOWABLE DEVIATION
Finished surfaces in all cases shall conform with the lines, grades, cross-sections, and dimensions shown in the approved Construction Drawings. Deviations from the approved Construction Drawings, as may be required by the exigencies of c onstruction, will be determined in all cases by the Engineer and authorized in writing by him.

5.04 COORDINATION OF PLANS, SPECIFICATIONS AND SPECIAL PROVISIONS

The approved Construction Drawings, these Sta ndard Specifications, the Special Provisions, and all supplementary documents are essentia l parts of the contract, and a requirement occurring in one, is as binding as though occurring in all. They are intended to be cooperative, to describe, and to provide for complete wo rk. The approved Construction Drawings, shall govern over specifications; Spec ial Provisions shall govern over both specifications and the approved Construction Drawings,. These Standard Specifications shal l govern over the State of California Standard Specifications.

5.05 INTERPRETATION OF PLANS AND SPECIFICATIONS
Should it appear that the work to be done, or a ny matter relative theret o, is not sufficiently detailed or explained in the approved Constr uction Drawings, these Standard Specifications and the Special Provisions, the Contractor sha ll apply to the Engineer for such further City of Visalia Page 22 Standard Specifications
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explanations as may be necessar y, and shall conform to such e xplanation or interpretation as part of the contract, so far as may be consistent with the intent of the original specifications. In the event of doubt or question relative to the tr ue meaning of these Standard Specifications, reference shall be made to the City Engineer, whose decision thereon shall be final.

Lists, rules and regulations referred to are recognized printed standards and shall be considered as one and part of these Standard Specifications within the limits specified.

Catalog numbers shall be likewise so considered.

In the event of any discrepancy between any drawings and the figures written therein, the figures shall be taken as correct.

5.06 OMISSIONS IN SPECIFICATIONS AND DRAWINGS
Any material or work mentioned in these Standard Specifications and not shown on the drawings or shown on the drawings and not men tioned in these Standard Specifications shall be of the same effect as if shown or mentioned in both.

Omissions from the drawings or these Standard Specifications of the materials or details of work which are manifestly or obviously necessary to carry out the intent of the drawings and specifications, or which are customarily furn ished or performed, shall not relieve the Contractor of his responsibility for furnishing such omitted materials or performing such omitted work; but shall be furnished or performed as if fully shown or described in the drawings or specifications.

5.07 SURVEYING

a. Permanent Survey Markers: The Contractor shall not disturb permanent survey monuments or benchmarks without the cons ent of the Engineer and shall bear the expense of replacing any that may be disturbed without permission. Any such monument disturbed without permission sh all be replaced at the expense of the Contractor.

When a change is made in the finished elevation of the pavement of any roadway in which a permanent survey monument is located, the Contractor shall adjust the monument cover to the new grade, unless otherwise specified. b. Lot Stakes:

The Contractor shall preserve prope rty line and corner survey markers except where their destruction is unavoidabl e, and the Contractor is proceeding in accordance with accepted practice. Markers that otherwise are lost or disturbed by his operations, shall be replaced at the C ontractor’s expense by a Registered Civil Engineer or Licensed Land Surveyor.
c. Survey Service: Surveying for construction will be done by the Engineer except for private contracts. The extent that survey stakes will be provided shall be as set forth in the Special Provisions. The Contr actor shall be responsible for preserving construction survey stakes and marks for the duration of their usefulness. If any construction survey stakes are lost or disturbed and need to be replaced, such City of Visalia Page 23 Standard Specifications
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replacement shall be by the Engineer at the expense of the Contractor.

The Contractor shall notify the Engineer in writing at least two (2) working days before he will require survey services in connection with layi ng out of any portion of the work. The Contractor shall, upon request from the E ngineer, clear the construction area prior to the setting of any stakes at no additional cost to the City. d. Private Engineer: Surveying by Private Engineers for work under control of the City shall conform to the quality a nd practice required by the Engineer. The Engineer shall be notified before the stak es are set. Private Engineers are required to furnish cut sheets to the Engineer immediately upon setting of the grades. On work where staking is done by other than the Engineer, the Engineer will check any staking that is in question. The Engineer shall be the authority to reset grades if a discrepancy exists or order the work corrected by the Engineer responsible for the staking work. No other work shall continue until the stakes ordered to be corrected have been reset to their proper alignment or grade or both. e. Line and Grade:

All work upon completion shall conform to th e lines, elevations, and grades shown in the approved Construction Drawings,.

Three (3) consecutive points set on the same slope shall be used together so that any variation from a straight grade can be detected. Any such variation shall be reported to the Engineer. In the absence of such report, the C ontractor shall be responsible for any error in the grade of the finished work.

Grades for underground conduits will be set at the surface of the ground. The Contractor shall transfer them to the bottom of the trench.

5.08 INSPECTION

The Engineer and the Inspector shall at all times have access to the work during construction, and shall be furnished with every reasonabl e facility for ascertaining full knowledge respecting the progress, workma nship, and character of materi als used and employed in the work.

Whenever the Contractor varies the period during which work is carried out each day, he shall give due notice to the Engineer , or Inspector, so th at proper inspection may be provided. Any work done in the absence of the Engineer or Inspector will be subject to rejection.

The inspection of the work shall not relieve the Contractor or any of his obligations to fulfill the contract as prescribed. Defective work sh all be made good, and unsuitable materials may be rejected, notwithstanding the fact that such defective work and unsuitable materials have been previously overlooked by the Engineer and Inspector and accepted or estimated for payment.

Projects financed in whole or in part with State and/or Federal funds shall be subject to inspection at all times by the designated Engineer of the Agency involved or their agent.

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5.09 FINAL INSPECTION
Whenever the work provided and contemplated by the contract shall ha ve been satisfactorily completed and the final cleani ng up performed, the Engineer a nd the Public Works Inspector will make the final inspection.

5.10 ORDER OF WORK; SCHEDULE OF OPERATIONS
The Contractor shall follow the sequence of ope rations for a successful completion as rapidly as possible. The Contractor sh all submit a proposed schedule of operations with the executed contracts or with requested encroachment permits and construction traffic control submittals for work.

The Engineer shall also have the power to di rect the order and sequence of work, which in general shall be to coordinate the construction of seve ral parts of the contract to a successful completion as rapidly as possible.

If at any time appliances used or to be used appear to the Engineer as insufficient or improper for securing the quality of work required, or the required progre ss, he may order the Contractor to increase efficiency or to improve their appliance results and the Contractor shall conform to such order but the failure of th e Engineer to demand any increase of such efficiency or any improvement shall not release the Contractor from his obligation to secure the quality of work or the rate of progress specified.

Full compensation for conforming with such requirements will be considered as included in the prices paid for the various contract items of work, and therefore no additional compensation will be allowed.

5.11 EMERGENCY AVAILABILITY

The Contractor shall furnish to the City, prior to the issuance of the “Notice to Proceed,” a list of the persons, together with their addre sses and home and cellula r telephone numbers, who are authorized to act on the behalf of the Contra ctor in an emergency arising out of conditions at the work site after normal working hours.

5.12 SANITARY REGULATIONS

Necessary housing accommodations shall be provided for the workmen for changing clothes and for protection during inclement weather. To ilet accommodations shall also be maintained for the use of employees on the work site. The accommodations shall be in approved locations property screened from public observation and shall be maintain ed in a strictly sanitary manner. The Contractor shall obey and enforce al l other sanitary regulations and orders, and shall take precautions against infectious diseases, and the spread of same, and shall maintain at all times satisfactory sanitary conditions around all shanties, tool and supply houses, and on all other parts of the work.

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5.13 EXISTING STRUCTURES AND UTILITY FACILITIES SHOWN ON THE PLANS a. Location: Where underground and surface structures of uti lities are shown on the approved Construction Drawings, the loca tions, depth and dimensions of such structures or utilities are believed to be reasonably correct, but are not guaranteed.

Such structures or utilities are shown fo r the information of the Contractor, but information so given is not to be construe d as a representation that such structures or utilities will, in all cases, be found or encountered just where shown, or that they represent all the structures or utilities which may be encountered.

The Contractor shall be responsible fo r precisely locating and preserving said underground or surface structures and utilit y lines and shall, prior to placing or constructing the proposed facilities, expose and/or verify the locations of said utilities and structures. If the Contractor discovers utilities or structures not identified on the approved Construction Drawings, he shall immediately notify the Engineer and the utility or structure Owner in writing.

At least three (3) working days before en tering on the work, the Contractor shall request all Utility Owners havi ng a possible interest in th e work area to mark or otherwise indicate the location of their substructure. It shall be the Contractor’s responsibility to determine the true location and depth of all utilities and service connections. He shall also familiarize hi mself with the type, material age and condition of any utility which may be affected by the work.

The cost of verifying the locations of said utility facili ties indicated on the approved Construction Drawings, including exposing them prio r to construction, shall be considered as being included in the various bid items of work and therefore no separate payment will be made.
b. Relocation:

Whenever it is shown on the approved Construction Drawings or the Special Provisions that, sewer or other facili ties or structures are to be relocated, such work shall be done by the Contractor in cooperation with other such utilities.

In such a case, the Contractor shall c ooperate fully in comp leting the relocation.

Unless otherwise specified, the cost for re location of the utilities shall be included in the various bid items of work, and therefore no additional payment shall be made.

Should the Contractor desire to have any re location made of any utility facility, or other improvement, for his convenience in order to facilitate his construction operations, which relocation is in addition to or different from the relocations indicated on the approved Construction Draw ings or in the Special Provisions, he shall make whatever arrangements are neces sary with the Owners of such utility for such relocation and bear all expenses in connection therewith. c. Care of Existing Structures and Utilities: The Contractor shall be liable for all damage done to any structure or util ity arising through his negligence and carelessness. He shall take care of and ma intain all sewers, drains and culverts encountered in the performance of said work, together with the house services. The Contractor shall take care of all pipes fo r water, sewer, steam or gas and all wire conduits as well as the underground struct ures crossing said work, whether shown City of Visalia Page 26 Standard Specifications
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on the approved Construction Drawings or not.

The Contractor shall repair in accordance with the requirements of the Owner of the utility or structure, all damage done to any structure or utility thr ough his acts or neglect and shall keep them in repair du ring the life of his cont ract. He shall, in all cases, leave them in as good condi tion as they were previous to the commencement of the work.

Care shall be taken not to move, without the consent of the Engineer, any sewers, drains, culverts, water, gas or other pipes, poles or other structures; and in crossing or running parallel with su ch structures, they shall be securely hung, braced and supported in place until the work is completed.

The full cost of protection, repair, or repl acement of utilities sh all be included in the various bid items or work and therefore no additional compensation will be paid.
d. Utility Facilities Not Shown on the Plans; Mains and Trunklines:

The Contractor
will be compensated for the cost of locating, repairing damage not due to his failure to exercise reasonable care, a nd for removing or relocating main or trunkline utility facilities not indicated in the appr oved Construction Drawings, theses Standard Specifications and the Special Provisions with reasonable accuracy. Said compensation will be paid for as “extra work,” in accordance with Sections 4.03 and 9.04 of these Standa rd Specifications. Compensation shall include the cost of equipment on the project necessarily idled during such work.

In lieu of relocating an underground utility not shown in the approved Construction Drawings, as indicated above, the Engi neer may direct that the proposed underground facility be shif ted in location or elevati on. In such a case, the additional work resulting therefrom shall be classed as extra work and the increase in compensation will be paid for as specifi ed above, except for shifts in depth or alignment less than one (1) foot, in which case no additional compensation will be paid.
e. Limitation of Liability:

City: Except for the assumption of liability as may be required by statute and such liabilities assumed in accordance with Section 5.13.d of these Standard Specificati ons, the City assumes no responsibility or liability in respect to the sufficiency or accuracy of the information or investigation of the location of structures or utility facilities made by it, or in respect to the actual or apparent location of all known structures or utility facilities as indicated in the approved Construction Drawings, or in respect to unlooked for developments which may occur as to the location of such structures or utility facilities which may be encountered at places different from that indicated.

5.14 REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK

All work which is defective in its construction or deficient in any of the requirements of these Standard Specifications shall be remedied, or removed and replaced by the Contractor in an acceptable manner, and no compensation will be allowed for correction.

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Control of Work

Upon failure on the part of the C ontractor to comply forthwith w ith any order of the Engineer made under the provisions of this article, the Engineer shall have authorit y to cause defective work to be remedied, or removed and replaced, and unauthorized work to be removed, and to deduct the costs thereof from any monies due or to become due the Contractor.

5.15 “AS-BUILT” PLANS
The Contractor shall prepare and submit to th e City a complete set of “As-Built” Plans documenting all changes and deviations from the approved Construction Drawings. The “As-Built” Plans must be submitted to the City and approved by same prior to the request for final payment.

Payment for the “As-Built” Plans and all related co sts shall be considered as included in the total Contract price paid for the various it ems of work and no additional compensation provided.

City of Visalia Page 28 Standard Specifications

SECTION 6 - CONTROL OF MATERIALS

6.01 SUBMISSION OF DATA WHERE “OR CITY APPROVED EQUAL” IS SPECIFIED Wherever an article or any class of materials is specified by the trade name or by the name of any particular patentee, manufact urer, or dealer, or by reference to the catalog of any such manufacturer or dealer, it shall be taken as intending to mean and specify the article of material described or any other equal thereto in quality, finish, and durability and equally as serviceable for the purpose for which it is, or they are, intended. The intent of the approved Construction Drawings and these Standard Specifications is to specify high grade standard equipment, and it is not the intent of the approved Construction Dr awings and Standard Specifications to exclude or omit the products of any responsible manufacturer if such products are equal in every respect to those mentioned herein.

Whenever the material or article to be furnished is described in these Standard Specifications by trade name, brand name, or other reference is made to specific manufacturers or supplies, “or City approved equal,” the person to whom th e contract is awarded shall have thirty (30) days after the award of the cont ract to submit to the Engineer data substantiating a request for the substitution of a “City approved equal” item. The Engineer together with the Public Works Department of the City will make a decision as to whether the product proposed to be furnished is of equal quality and performance and equally suited for the City’s purposes.

6.02 SAMPLES AND TESTS

At the option of the Engineer, the source of s upply of each of the mate rials shall be approved by the Engineer before delivery is started and before such material is used in the work.

Representative preliminary samples of the character and quality prescribed shall be submitted by the Contractor or producer of all materials to be used in the work, for testing or examination as desired by the Engineer.

The cost of testing shall be borne by the City for work performed under contract by the City.

The cost for repeat testing shal l be borne by the Contractor. A ll other tests required for work in City streets and not under c ontract with the City shall be borne by the Contractor or Developer.

All tests shall be made under the direction of the Engineer by a certified testing laboratory, whether the cost therefore is bor ne by the City, the Contractor or Developer, and all results shall be furnished to the Engineer when said results are available.

The Contractor shall provide adequate notice to the Engineer when he desires the required testing. A City Engineering Repr esentative shall coordinate with the testing agency to be present on site for all testing.

Any test of materials furnished by the Cont ractor shall be made in accordance with the commonly recognized standards of national organizations, and such special methods and tests as are prescribed in these Standard Specifications.

The Contractor shall furnish su ch samples of materials as are requested by the Engineer without charge. No material shall be used until it has been approved by the Engineer. Samples will be secured and tested whenever necessary to determine the quality of materials by such City of Visalia Page 29 Standard Specifications
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Control of Materials

laboratories as authorized by the Engineer.

6.03 CERTIFICATE OF COMPLIANCE
A “Certificate of Compliance” stating that the materials to be used in the work, comply in all respects with the requirements of the appr oved Construction Drawings, these Standard Specifications and the Special Provisions shall be supplied to the Engineer upon request. The Certificate shall be signed by the manufacturer of the material or the manufacturer of assembled material delivered to the work, and the lot so certified must be clearly identified in the Certificate.

All materials used on the basis of a “Certificate of Compliance” may be tested and sampled at any time. The fact that the material is used on the basis of a “Certificate of Compliance” shall not relieve the Contractor of responsibility for incorporating material in the work which conforms to the requirements of the approv ed Construction Drawings, these Standard Specifications and the Special Provisions, and any such material not conforming to such requirements will be subject to rejection whether in place or not.

The City reserves the right to refuse to permit the use of material on the basis of a “Certificate of Compliance”.

The form of the “Certificate of Compliance” a nd its disposition shall be as directed by the Engineer.

6.04 DEFECTIVE MATERIAL

All materials not conforming to the requirements of these Standard Specifications shall be considered as defective, and all such materials, whether in place or not, shall be rejected and shall be removed immediately from the site of the work unless otherwise permitted by the Engineer. No rejected material, the defects of which have subs equently been corrected, shall be used until approved by the Engineer.

Upon failure on the part of the Contractor to comply with any order of the Engineer made under the provisions of this article, the Engineer shall have au thority to remove and replace defective material and to deduc t the cost of removal and replacement from any monies due or to become due the Contractor.

6.05 GUARANTEE OF MATERIALS AND WORKMANSHIP
The Contractor shall guarantee all materials, equipment and workmanship of the installation.

Should any material or appliance or any work develop any defect or weakness due, in the opinion of the Engineer, to the use of imperf ect materials, equipment or workmanship, or failure to follow the approved Construction Draw ings, these Standard Specifications or the Special Provisions, the Contractor shall be notified at once, and he shall immediately, at his own expense, make the necessary repairs or repl acements to make the defective item or items suitable and satisfactory. Should the exigencies be such as to necessitate the repairs before the Contractor could be notified, the City shall have the right to make the necessary repairs or City of Visalia Page 30 Standard Specifications
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replacements at the expense of the Contractor , preserving as far as possible all available evidence of the cause of the failure.

This guarantee is not intended to include the damage by the acti ons of individuals other than the Contractor’s forces, or by damages due to the activities of other Contractors working in the area, either during the time this work is under construction or af ter its acceptance. Attention is directed to Sections 7.11 and 7.15 of these Standard Specifications.

6.06 SALVAGE OF MATERIALS
Where indicated on the approved Construction Dr awings, materials to be salvaged shall remain the property of the City and shall be de livered and deposited by the Contractor at the location specified by the Engineer. No separate payment will be made for such salvaging and delivering of material, and the cost thereof shall be included in the various bid items of work.

6.07 PRE-JOB TESTS
In accordance with Section 2.04 of these Standard Specifications, the Contractor shall conduct at his expense, prior to bidding any project, any tests he may deem necessary to satisfy himself as to any existing oil or undergr ound conditions that may exist at the work site. Attention is directed to Section 17.05 of these Standard Specifications. Submissi on of a bid shall be deemed conclusive evidence that the Contractor has conducted such tests.

6.08 FOREIGN MATERIALS
All foreign material shall be in accordance with the State of California Standard Specifications as noted in Section 6-1.08.

City of Visalia Page 31 Standard Specifications

SECTION 7 - LEGAL RELATIONS AND RESPONSIBILITIES

7.01 LAWS TO BE OBSERVED
The Contractor shall keep himself fully inform ed of all existing Stat e and National laws and all municipal ordinances and regulations of the City which in any manner affect those engaged or which in any way affect the conduct of the work, and of a ll such orders and decrees of bodies of tribunals having any jurisdiction or authority over the same.

7.02 NOISE ORDINANCE
The Contractor’s work shall conform to all m unicipal ordinances pertinent to noise, including but not limited to, the City of Visalia’s Municipal Code Chapter 8.

7.03 UNDOCUMENTED LABOR
The Contractor shall forfeit as a penalty to the City, twenty -five dollars ($25.00) for each undocumented knowingly employed in the execution of the contract, by him or by any subcontractor under him, on any of the work herein mentioned, for each calendar day, or portion thereof, during which such undocumented labor is permitted or required to labor in violation of the provisions of the California Labor Code and in particular, Sections 1850 to 1854 thereof, inclusive.

7.04 HOURS OF LABOR

Eight (8) hours constitutes a lega l day’s work. The Contractor shall forfeit, as a penalty to the City, twenty-five dollars ($25.00) for each worker employed in the execution of the contract by the Contractor or any subcontractor under him for each calendar day during which such worker is required or permitted to work more than eight (8) hours in any one (1) calendar day and forty (40) hours in any one (1) calendar w eek in violation of the provisions of the California Labor Code, and in particular, Se ctions 1810 and 1815 thereo f, inclusive, except that work performed by employees of Contr actors in excess of eight (8) hours per day, and forty (40) hours during any one (1) week, sh all be permitted upon compensation for all hours worked in excess of eight (8) hours per day at not less than one and one-half (1½) times the basic rate of pay, as provided in said Section 1815 of the California Labor Code.

7.05 TRAVEL AND SUBSISTENCE
The Contractor, and each subcontractor under him, shall pay travel and subsistence payments to each workman needed to execute the work, as such travel and subsistence payment are defined in the applicable coll ective bargaining agreements filed in accordance with Section 1773.8 of the California Labor Code.

7.06 PREVAILING WAGE, PAYROLL

Pursuant to Resolution 83-02, adopted by the C ity of Visalia City C ouncil on January 3, 1983 a prevailing wage rate is not established or required for all projects. When a project requires City of Visalia Page 32 Standard Specifications
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Legal Relations and Responsibilities

prevailing wage rate, the following shall dictate.
a. The Contractor shall forfeit as penalty to the City twenty-fiv e dollars ($25.00) for each calendar day or portion thereof for each worker paid less than the stipulated prevailing rates for any work done under the contract by him or by any subcontractor under him in violation of the provisions of the California Labor Code, and the Contractor shall comply in particular with the provisions of Section 1775 thereof.
b. The City will not recognize any claim fo r additional compensation because of the payment by the Contractor of any wage rate in excess of the prevailing wage rate.

The possibility of wage increases in one of the elements to be considered by the Contractor in determining his bid will not, under any circumstances, be considered as the basis of a claim against the City.
c. In accordance with the provisions of S ection 1770 of the California Labor Code, copies of the prevailing rate of per diem wages as determined by the Director of the Department of Industrial Relations are on file in the office of the City Engineer and will be made available to any interested party on request. The successful Bidder shall post a copy of such determination at each job site. d. If specified in the Special Provisions, or if requested by the Engineer, certified copies of payrolls shall be submitted with in ten (10) calendar days following the close of the normal pay period or periods. If certified copies of the Contractor’s payrolls are requested by the Engineer or specified to be furnished in the Special Provisions, payment for furnishing said ce rtified copies of payrolls shall be considered as included in the various c ontract items of work and no additional payment will be made therefore.

7.07 LABOR DISCRIMINATION

No discrimination shall be made in the employm ent of persons within Public Works because of race, color, or religion of such persons and every Contractor for Public Works violating this section is subject to the penaltie s imposed for a violation of Chap ter 1 of Part VII, Division 2 of the California Labor Code, in accordance with the provisions of Section 1735 of said Code.

7.08 APPRENTICES
In accordance with the provisions of Section 1777.5 of the California Labor Code, and in accordance with regulations of the California Apprenticeship Council, properly indentured apprentices shall be employed in the prosecution of the work. Information relative to number of apprentices, identification, wages, hours of employment and standards of working conditions shall be obtained from the Director of the Department of Industrial Relations of the State of California.

The Contractor herein is here by designated as the “Prime Contractor” and as such is responsible for the compliance with Section 1777.5 of the Calif ornia Labor Code relating to apprentices, craftsmen or tradesmen, and shall ho ld the City harmless in all respects from any City of Visalia Page 33 Standard Specifications
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failure to do so.

7.09 REGISTRATION OF CONTRACTORS
No contract will be awarded to a Contractor who has not been licensed in accordance with the provisions in Chapter 791, Statutes of 1929, as amended.

7.10 PATENTS

The Contractor shall assume a ll responsibilities and costs aris ing from the us e of patented materials, equipment, devices, or processes us ed on or incorporated in the work, and shall indemnify and hold harmless the Engineer, Cit y, and their duly authorized representatives from all suits at law or actions or every nature for or on the account of the use of any patented materials, equipment, devices, or processes used on or incorporated in the work.

7.11 PERMITS AND LICENSES
The Contractor shall procure all permits and lic enses, pay all charges and fees, and give all notice necessary and incidental to the due and lawful prosecution of the work.

7.12 RESPONSIBILITY FOR DAMAGE

The City, the City Council, the County of Tulare , the State of California, the United States of America or the Engineer shall not be answerab le or accountable in any manner for any loss or damage that may happen to the work or any part thereof, or any material or equipment used in performing the work, or for injury or damage to any person or persons, either worker or public, or for damage to adjoining property from any cause whatsoever during the progress of the work or at any time before final acceptance.

The Contractor shall indemnify and hold harmle ss the City, the City Council, the County of Tulare, the State of California, the United Stat es of America and the Engineer from any suits, claims or actions brought by any person or person s or on account of any injuries or damages sustained or arising in the c onstruction of the work or in consequence thereof. The City Council may retain so much of the money due the Contractor as shall be considered necessary, until disposition has been made of such suit or claims for damages as aforesaid.

The provisions of this section requiring indemnification of the County of Tulare and the United States of America shall apply only if Federal funding administered through the County of Tulare is funding any portion of the work to which these Standard Specifications apply.

7.13 PRESERVATION OF PROPERTY

Due care shall be exercised to avoid injury to existing highway improvements or facilities, utility facilities, adjacent property, and roadside trees and shrubbery that are not to be removed and pole lines, fences, signs, survey mark ers and monuments, building and structures, conduits, pipe lines under or above ground, sewer and water lines, all highway facilities, and City of Visalia Page 34 Standard Specifications
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any other improvements of facilities within or ad jacent to the highway shall be protected from injury or damage, and if ordered by the Engineer, the Contractor sh all provide and install suitable safeguards, approved by the Engineer, to protect such objects from injury or damage.

If such objects are injured or damaged by reason of the Contractor’s operations, they shall be replaced or restored to a condition as good as when the Contractor entered upon the work, or as good as required by these Standard Specificati ons being performed under the contract. The Engineer may make or cause to be made such te mporary repairs as are necessary to restore to service any damaged highway facility and utility facilities. The cost of such repairs shall be borne by the Contractor and may be deducted from any monies due or to become due to the Contractor under the contract.

7.14 CONTRACTOR’S LIABILITY

The Contractor shall provide liability insura nce in accordance with the provisions of the agreement pertaining to the specific project.

7.15 WORKER’S COMPENSATION INSURANCE

The Contractor shall secure the payment of Worker’s Compensation Insurance in compliance with the provision of the California Labor Code and during the performance of the work will continue so to comply with said provisions of said code. Contra ctor shall supply the City with certificates of insurance evidencing that Work er’s Compensation Insurance is in effect and providing that the City will receive ten (10) days notice of ca ncellation. If the Contractor self- insures Worker’s Compensation, Certificate of Consent of Self-Insure shall be provided to the City.

7.16 CONTRACTOR’S RESPONSIBILITY FOR WORK
Except as provided in these Standard Specifications, until the formal acceptance of the work by the City Council, the Contract or shall have the charge and the care thereof and shall bear the risk of injury or damage to any part thereof by the action of the elements or from any other cause, whether arising from execution or from the non-execution of the work. The Contractor shall rebuild, repair, restore, and make good all injuries or damages to any portion of the work occasioned by any of the above causes before final acceptance and shall bear the expense thereof, except such injuries or damages occasioned by acts of the Federal Government or the public enemy.

The Contractor shall check with the utility co mpanies for the exact location of all existing underground installations. The lines as shown on the approved Construction Drawings may not conform to the exact location in the field and the Contractor shall protect all existing lines and shall replace or repair any damage at his expense and no additional compensation will be charge against the City.

Attention is directed to Sections 6.05 and 7.11 of these Standard Specifications.

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7.17 NO PERSONAL LIABILITY
Neither the City Council, the Engineer, nor any ot her officer or authoriz ed assistant or agent shall be personally responsible for any liability arising under the contract.

7.18 RESPONSIBILITY OF CITY
The City shall not be held responsible for the car e or protection of any material or parts of the work prior to final acceptance except as expressly provided in these Standard Specifications.

7.19 SAFETY PROVISIONS
The Contractor shall conform to the rules and re gulations pertaining to safety established by the California Division of Industrial Safety. All regulations included in the California Occupational Safety and Health Act of 1973 shall be complied with. a. Job Safety and Special Worker Protect ion from Toxic or Explosive Gases: The Contractor shall comply with the provisi ons of the Construction Safety Orders, Tunnel Safety Orders and General Safety Or ders issued by the State Division of Industrial Safety, as well as all other applicable laws, ordinances and regulations.

In conformance with said Safety Orders, the Contractor shall protect workers from toxic or explosive gases by providing whatever testing equipment and other special equipment that may be needed to detect the presence of and to remove such toxic or explosive gases found to exist in a ny underground facilities involved in the work, whether these facilities are newly constructed or existing.

The above requirements of the State Divi sion of Industrial Safety are minimum requirements. In addition, the Contractor sh all provide, for the life of the contract, similar protection for any person, including th e Engineer or any of his authorized representatives, subcontractors, or any other person author ized or required to enter such underground facilities for inspection, repairs, or any other reason.

Full compensation for all costs involved in providing such job safety and special worker protection, except those pertaining to the hazards of caving ground in excavation, shall be included in the amounts bid for the various items of work, and no separate payment will be made therefore.
b. Worker Protection at Excavations:

The Contractor shall comply with the provisions
of the Construction Safety Orders, Tunne l Safety Orders, and General Safety Orders issued by the State Division of I ndustrial Safety, as well as all other applicable laws, ordinances and regulations , as they pertain to the protection of workers from the hazard of caving ground.

In addition, in compliance with the pr ovisions of Section 6705 of the California Labor Code, the Contractor shall obt ain the approval and acceptance of the Engineer in advance of the excavation of any trench or trenches, jacking or City of Visalia Page 36 Standard Specifications
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receiving pits, or sump pump pits, five feet (5’) or more in depth, of the detailed approved Construction Drawings showing the design of shoring, bracing, sloping, or other provisions to be made by the C ontractor for worker protection from the hazard of caving ground during the excavation of such trenches or pits, and during any other period that workers may be exposed to such hazard. If such plan varies from the shoring system standards estab lished by the Division of Industrial Safety, the plan shall be prepared by a Registered Civil or Structural Engineer.

The requirements as above set forth by the State Division of I ndustrial Safety for the provision of work protection from the hazard of caving ground are minimum requirements. In addition, the Contractor sh all provide, for the life of the contract, the same protection for any person, including the Engineer or any of his authorized representatives, subcontractors, or any ot her person required to be exposed to such hazard in the performance of the work, inspection of the work, or any other reason.

The Contractor’s attention is also dire cted to Section 12.05 of these Standard Specifications as it applies to excavation.

Payment for work protection from caving ground in excavations during construction shall be made at the lump sum price, and no additional compensation will be made therefore. Payment shall include all materials, labor and equipment necessary to adequately brace, shore, shie ld or slope all excavations and trenches required by the California Labor Code Section 6705. Also included are any costs incurred by the Contractor in prepari ng a detailed plan showing the design of shoring, bracing, sloping, or other provisions to be made for worker protection from the hazard of caving ground during excavation of the trenches.

7.20 ASSIGNMENT OF CONTRACT

The Contractor shall not assign this contract, or any part thereof, without the approval of the City, not without the cons ent of surety unless the surety ha s waived its rights to notice of assignment. All assignments of funds are subject to the prior lien for services rendered or materials supplied for the performa nce of the work called for in favor of all persons, forms or corporations rendering such services or supplying materials.

7.21 AMENDMENTS TO CONTRACT
Each and every provisions of la w and clause required by law to be inserted in this contract shall be deemed to be inserted herein and this contract shall be read and enforced as though it were included herein, and if th rough mere mistake, or otherwis e, any such provision is not inserted, or is not correctly in serted, then upon the applicati on of either party hereto, the contract shall forthwith be physically amended to make such insertion.

7.22 TERMINATION OR MODIFICATION OF CONTRACT, ENVIRONMENTAL

REASONS
City may terminate, amend or modify the cont ract for environmental considerations. In the event of such termination, modi fications or amendment, the not ification to the Contractor City of Visalia Page 37 Standard Specifications
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thereof will include a statement of the comp ensation payable, if any, by reason of such termination, modification or amendment. The provisions of Section 9.05 of these Standard Specifications shall apply to the filing and determ ination of any claim or claims of Contractor in connection with such termina tion, modification or amendment. In the event of termination, the thirty (30) day period therein referred to shall commence to run from the date of the notification of termination.

7.23 CITY’S RIGHT TO WITHHOLD PAYMENT
The City may withhold or nullify the whole or any part of any partial or final payment to such extent as may reasonably be necessary to protect the City from loss on account of:
a. Defective work not remedied, irrespective of when any such work be defective. b. Claims or liens filed or reasonable eviden ce indicating probable filing of claims or liens.
c. Failure of the Contractor to make payments properly for labor, material, equipment, or other facilities, or to subcontractors.
d. A reasonable doubt that the work can be completed for the balance unearned.

Whenever the City shall, in accordance herewith, withhold any monies otherwise due the Contractor, written notice of th e amount withheld and the reason therefore shall be given to the Contractor. When the Contractor shall re move the grounds for such withholding, the City shall promptly pay to the Contractor the amount withheld.

7.24 PROPERTY RIGHTS OF MATERIALS
Nothing in the contract shall be construed as ve sting in the Contractor any right of property in the materials used after they have been attached or affixed to the work or the soil, or after payment has been made for ninety percent (90%) of the value of materials delivered to the site of the work, or stored subject to or under the control of the City. All such materials shall become the property of the City upon so being attached or affi xed or upon payment of ninety percent (90%) of the value of the materials deliver ed to the site of the work or stored subject to or under the control of the City.

7.25 RIGHTS IN LAND AND IMPROVEMENTS

Nothing in these Standard Specifications sha ll be construed as allo wing the Contractor to make any arrangements with any person to permit occupancy or use of any land, structure, or building within the limits of the contract for any purpose whatsoever, either with or without compensation, in conflict with any agreement be tween the City and Owner, former Owner, or tenant of such land, structure or building.

The Contractor shall not occupy property outside the right of way as shown in the approved Construction Drawings or maps unless he enters into a rental agreement with the Owner. The agreement will be based on the fair rental values.

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7.26 ACCEPTANCE OF CONTRACT
When the Engineer has made the final inspection and determines that the contract has been completed in all respects in accordance with the approved Construction Drawings, these Standard Specifications and the Special Provisions, the City Council, through the City Clerk, will issue a “Notice of Completion” of the co ntract, and immediately upon and after issuance of said “Notice of Completion”, unless othe rwise provided in the Special Provisions, the Contractor will be relieved of the duty of maintaining and protecting the work as a whole, will not be required to perform any further work ther eon, and will be relieved of his responsibility for injury to persons or property or damage to the work which occurs after the formal acceptance by the City Council.

7.27 FINAL PAYMENT TO RELEASE THE CITY

The acceptance by the Contractor of the final payment shall be and shall operate as a release to the City of all claims and all liability, to the C ontractor for all things done or performed for or relating to the work, and for every act and neglect of the City and others relating to or arising out of the work, excepting only his claims, if any, for amounts withheld by the City, upon final payment. No payment, however final or otherwis e, shall operate to rele ase the Contractor nor his Sureties from any obligation upon or under this contract of the Contractor’s bond.

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SECTION 8 - PROGRESS AND PROSECUTION

8.01 SUBCONTRACTORS
The Contractor shall indicate on the proposal form if provision is made thereon, or as soon as practicable after the signature of the contract, notify the Engineer in writing of, the names of subcontractors proposed for the work and shall not employ any that the Engineer may, within a reasonable time object to, as incompetent or unfit. Any substitution of subcontractors shall be submitted in writing to the City Engineer for his review and approval.

The Contractor agrees that he is fully responsib le to the City for the acts and omissions of his subcontractors and of persons eith er directly or indirectly employed by them, as he is for the acts and omissions of persons directly employed by him.

Nothing contained in the Contract Document shall create any contractual relation between any subcontractor and the City.

The purchase of concrete, liqui d asphalt, paving asphalt, pipeli nes, valves, fire hydrants, casing, or any other materials produced at and supplied from esta blished and recognized commercial plants together with delivery of such materials to the site of the work by means of vehicles owned or operated by such plants, or by recognized commercial hauling companies, shall not be considered as subcontracting under these Standard Specifications.

8.02 COMMENCEMENT OF THE WORK

Unless otherwise provided in the Special Provis ions for a project, the Contractor shall commence work under the contract within fifteen (15) calendar days after issuance of the “Notice to Proceed” and shall diligently prosec ute the same to completion within the time limit provided in the Special Pr ovisions. Should the Contractor begin work in advance of receiving the “Notice to Proceed”, as above provided, any work performed by him in advance of said date of approval shall be considered as having been done by him at his own risk and as a volunteer unless said contract is approved.

8.03 PROGRESS OF THE WORK
The Contractor shall notify the Engineer forty- eight (48) hours prior to beginning any work and in accordance with Section 5.10 of these St andard Specifications the Contractor shall submit for the Engineer’s approval a schedule of operations at the time notification of commencement of work is given.

8.04 CLEAN-UP DURING CONSTRUCTION
Clean-up during construction shall include, but not be limited to, the removal of all excess soil and other materials or debris from the constr uction area, and sweeping and cleaning affected streets, and shall be accomplished as soon as practicable and as public necessity and convenience require, as determined by the Engineer.

Failure to comply with the time requirements set forth by the Engineer shall be sufficient City of Visalia Page 40 Standard Specifications
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cause for the Engineer to temporarily suspe nd any portion of the wo rk, or all work, until deficiencies are corrected, in accordance with Section 8.07 of these Standard Specifications.

Haul roads to and from excavation sites shall be cleaned and swept periodically during hauling operations. The Engineer may specify, whenever conditions warrant, the intervals at which cleaning and sweeping shall occur. Such prescribed intervals may vary between daily cleaning to weekly cleaning, as conditions may warrant.

No separate payment for clean-up during cons truction shall be made, and full compensation therefore shall be considered to be included in the various contract bid items of work.

8.05 FINAL CLEAN-UP
The Contractor shall clean-up and dispose of all excess materials and other debris in any right of way or ground occupied by him, and shall re store utilities and improvements on public or private property which have been damaged by his operations except for such items as have been specifically excepted in these Standard Specifications. The paved or oiled roadway in the work area shall be swept clean of dirt and debris upon completion of the work.

Should the Engineer determine that the Contra ctor or a Developer’s Contractor is not diligently carrying out the required clean-up opera tions, the Engineer shall, in writing, notify the Contractor or Developer of the determina tion. The notification shall state the final date upon which the clean-up shall be co mpleted and if the clean-up is not complete, the Engineer shall have the authority to order the work done by City forces and the cost thereof shall be deducted from any monies owed by Contractor or shall be le vied as a fine against the Contractor.

Full compensation for final clean-up shall be incl uded in the price bid for the various items of work, and no separate payment will be made therefore unless otherwise specified in the Special Provisions.

8.06 CHARACTER OF WORKMEN
If any subcontractor or person employed by the Cont ractor shall fail or refuse to carry out the directions of the Engineer or shall appear to the Engineer to be inco mpetent or to act in a disorderly or improper manner, he shall be di scharged immediately on the requisition of the Engineer, and such person shall not again be employed on the work.

8.07 TEMPORARY SUSPENSION OF WORK

The Engineer shall have the authority to suspend the work wholly or in part, for such period as he may deem necessary, due to unsuitable weather, or to such other conditions as are considered unfavorable for the suitable prosecu tion of the work, or for such time as he may deem necessary, due to the failure on the part of the Contractor to carry out orders given, or to perform any provisions of the wo rk. The Contractor shall immedi ately obey such order of the Engineer and shall not resume the work until the conditions are favorable and methods are corrected, as ordered or approved in writing by the Engineer.

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Should the Contractor continue working after re ceiving a written order from the Engineer to suspend such work, no payment will be made to the Contractor for that portion of the work performed during such suspension.

Should the Contractor temporarily suspend work for any reason for a period of twenty-four (24) hours or more, exclusive of Saturdays, Sunda ys or Holidays, he shall notify the Engineer twenty-four (24) hours in advance of reinstituting any construction activity.

8.08 TIME OF COMPLETION AND LIQUIDATED DAMAGES
It is agreed by the partie s to the contract that in case all the work called for under the contract is not completed before or upon expiration of th e limit as set forth in the Special Provisions, damage will be sustained by the City, and that it is and will be impracticable to determine the actual damage which the City will sustain in the event of and by reason of such delay; and it is therefore agreed that the Contractor will pay to the City the sum of five hundred dollars ($500.00) per day for each and every day delaye d beyond the time prescribed to complete the work; and the Contractor agrees to pay such liquidated damages as herein provided, and in case the same are not paid, ag rees that the City may deduc t the amount thereof from any money due or that may become due the Contractor under the contract. It is further agreed that in case the work called for under the contract is not finished and completed in all parts and requirements within the specified time, the City shall have the right to extend the time for completion or not, as may seem best to serve the in terest of the City; and if the City decides to extend the time limit for the completion of the cont ract; the City shall further have the right to charge the Contractor, his heirs, assigns or su reties, and to deduct from the final payment for the work, all or in any part, as the City may de em proper, of the actual cost of engineering, inspection, superintending, and any overhead expe nse which are directly chargeable to the contract, and which accrue during the period of su ch extension, except that the cost of final surveys and preparation of final estimate shall not be included in such charges.

The Contractor shall not be assessed with liquidated damages nor the cost of engineering and inspection during any delay in the completion of the work caused by an act of God or of the public enemy, acts of the City, fire, floods, epidem ics, quarantine restrictions, strikes, freight embargoes, and unusually severe weather or delays of subcontractors due to such causes; provided, that the Contractor sh all, within ten (10) days fr om the beginning of such delay notify the Engineer in writing of the causes of the delay, and his finding of the facts thereon shall be final and conclusive.

8.09 USE OF COMPLETED PORTIONS

The City shall have the right to take possession of, use, or maintain and protect any completed portions of the work, however, taking possession, use, or maintenance and protection shall not be deemed an acceptance of any work not completed in accordance with the contract documents.

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8.10 TERMINATION OF CONTRACT
If the Contractor should be adj udged as bankrupt, or if he makes a general assignment for the benefit of his creditors, or if a receiver should be appointed on account of his insolvency, or if he or any of his subcontractor s should persistently violate a ny of the provisions of the contract, or if he should persistently or repeat edly refuse or should fail, except in cases for which extension of time is provided, to supply enough skilled workmen or proper materials, or if he should fail to make prompt payment to th e subcontractors or for materials or labor, or persistently disregard laws, ordi nances or the instructions of the Engineer, then the City may, upon certificate of the Engineer when sufficient cause exists to jus tify such action, serve written notice upon the Contractor and his surety of its intention to terminate the contract, and unless within five (5) days afte r the serving of such notice, su ch violations shall cease and terminate.

In the event of such termination, the City sh all immediately serve writ ten notice thereof upon the surety and the Contractor, a nd the surety shall have the right to take over and perform the contract, provided, however, that if the surety within ten (10) days after the serving of the notice of termination does not give the City wri tten notice of its intention to take over and perform the contract or does not commence perf ormance thereof within the ten (10) days stated above from the date of serving of such notice, the C ity may take over the work and prosecute the same to completion by contract or by any other method it may deem advisable, for the account and at the expense of the Contractor, and the Contractor and the surety shall be liable to the City for any excess cost occasioned the City there by, and in such event the City may, without liability for so doing, take possession of and utilize in completing the work such materials, appliances, plant and other property belonging to the Contractor as may be on the site of the work and necessary therefore, In su ch case the Contractor sh all not be entitled to receive any further payment until the work is fi nished. If the unpaid balance of the contract price shall exceed the expenses of finishing the work, including compensation for additional managerial and administration services, such exce ss shall be paid to the Contractor. If such expense shall exceed such unpaid balance, the C ontractor shall pay the difference to the City.

The expense incurred by the City, as herein provided, and damage incurred through the Contractor’s default, shall be certified by the Engineer.

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SECTION 9 - MEASUREMENT AND PAYMENT

9.01 COST BREAKDOWN
Upon request of the Engineer, the Contractor shall submit in a form acceptable to the Engineer, a schedule showing th e subdivision of his contract into its various parts, stating quantities and prices for each item, to be made a basis for checking or computing monthly estimates, if such payments are specified. The pr ices shall include all costs of each item. No payment will be made to the Contractor unt il such schedule has been submitted to and approved by the Engineer, if required by him.

9.02 CERTIFIED WEIGHTS
When payment is to be made on the basis of weight, the weighing sha ll be done on certified platform scales or, when approved by the Engineer, on a completely automated weighing and recording system and in accordance with Sec tion 9 of the State of California Standard Specifications.

The Contractor shall furnish the Engineer with duplicate licensed weighmaster’s certificates showing the actual weights. The City will accept the certificates as evidence of the weights delivered.

9.03 FULL COMPENSATION INCLUDED IN BID AMOUNT
The lump sums and/or unit prices shown in the proposal shall include full compensation for all work and expenses appurtenant to the accomp lishment of the project described in these Standard Specifications in the manner indicated herein includ ing, but not limited to, all items delineated in these contract documents for wh ich specific bid items are not set up in the Proposal.

9.04 EXTRA WORK

Extra work, when ordered and accepted, shall be paid for under a written work order in accordance with the terms therein provided. Payment for extra work will be made at the unit price or lump sum price previously agreed upon by the Contractor and the Engineer and approved by the City.

When extra work is to be paid for on a force account basis, the Contractor shall receive actual cost of all materials furnishe d by him as shown by his paid vouchers, plus fifteen percent (15%), and for all labor for the said extra work he shall receive the actual wages paid in the accomplishment of said work, the rates for which shall have been previously determined and agreed to in writing by the Engineer and by the Contractor plus fifteen percent (15%). The price paid for labor by the Contractor shall include all payments imposed by State and Federal laws. The Contractor will be paid for the use of equipment at the rental rates listed for such equipment in the Department of Transportation publication entitled “Labor Surcharge and Equipment Rental Rates”: which is in effect on the date upon which work is accomplished regardless of ownership of such equipment and any rental or other ag reement, if such may exist, for use of such equipment entered into by the Contractor. Said publication is hereby City of Visalia Page 44 Standard Specifications
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made a part of these Standard Specifications. If it is deemed necessary by the Engineer to use equipment unlisted in the said publication, a suit able rental rate for such equipment will be established by the Engineer. The Contractor may furnish any cost data which might assist the Engineer in the establishment of such rental ra te. The rental rates paid as above provided shall include the cost of fuel, oil, lubrication s upplies and small tools, necessary attachments, repairs and maintenance of any kind, depreciation, storage, insurance, and all incidentals. To the equipment rental rate thus established shall be added the amount of fifteen percent (15%).

The Contractor shall maintain his records in su ch a manner as to provide a clear distinction between the direct costs of extra work paid for on a force account basis and the costs of other operations.

The Contractor shall furnish the Engineer repor t sheets in duplicate of each day’s extra work paid for on a force account basis no later than the working day following the performance of said work. The daily report sheets shall itemize the materials used, and shall cover the direct cost of labor and the charges for equipment rental, whether furnis hed by the Contractor, subcontractor, or other forces. The daily report sheet shall pr ovide names or identifications and classifications of workmen, the hourly rate of pay and hours worked, and also the size, type and identification number of equipment and hours operated.

Material charges shall be substantiated by va lid copies of vendor’s invoices. Such invoices shall be submitted with the daily report sheets, if available. Said daily report sheets shall be signed by the Contractor or his authorized agent.

The Engineer will compare his records with the daily report sheets furnished by the Contractor, make any necessary adjustment, and compile the costs of work to be paid for on a force account basis. The Compilation, when agreed upon and signed by both parties, shall become the basis of payment for the work performed.

Payment as provided above shall constitute full compensation for the Contractor for performance of work paid for on a force account basis, and no additional compensation will be allowed therefore.

9.05 NOTICE OF POTENTIAL CLAIM
The Contractor shall not be entitled to the pa yment of any additional compensation for any act or failure to act by the Engineer including failure or refusal to is sue a change order, or for the happening of any event, thing, occurrence, or other cause unl ess he shall have given the Engineer due written notice of potential claim as hereinafter specified.

The written notice of potential claim shall set forth the reasons for which the Contractor believes additional compensation will or may be due, the nature of costs involved, and, in so far as possible, the amount of the potential clai m. The said notice as above required must have been given to the Engineer prior to the time that the Contractor shall have performed the work giving rise to the potential claim for additional compensation.

It is the intention of this Section, that diffe rences between the part ies arising under and by virtue of the contract, be brought to the attention of th e Engineer at the ea rliest possible time in order that such matters may be settled, if possible, or other appr opriate action promptly City of Visalia Page 45 Standard Specifications
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taken. The Contractor hereby agrees that he sh all have no right to additional compensation for claim that may be based on any such act, failure to act, event, thing, or occurrence, for which no written notice of potential claim as herein required was filed.

9.06 PROGRESS PAYMENTS
The Contractor shall, once each month, cause an estimate in writing to be made of the total amount of the work done and acceptable material furnished and delivered by the Contractor on the ground and not used, or acceptable materials furnished and stored for use on the contract, if such storage is within the limits of the projec t, and is subject to or under the control of the City at the time of such estimate, and the value thereof. Such estimate shall be submitted to the Engineer for his review ten (10) days in advance of the date of the City Council meeting at which payment will be authorized. The Engineer shall have the authority to adjust the items as submitted on the estimate in accordance with his judgement of the amount of work performed or materials on hand.

The City shall retain ten percent (10%) of the va lue of the materials so estimated to have been furnished and delivered and unused or furnished and stored as afore-mentioned as part security for the fulfillment of the contract by the Contr actor. The City shall also retain ten percent (10%) of the value of all work done from each monthly payment. In accordance with the provisions of California Government Code S ection 4590, substitution of securities may be made for any monies withheld by the City to insure performance under this contract. At the request and expense of the Cont ractor, securities equivalent to the amount withheld pursuant to this Section shall be deposited with the City or with a State or Federally chartered bank as the escrow agent, who shall pay such monies to the Contractor upon satisfactory completion of the contract and the expiration of the specified time following recordation of the “Notice of Completion” as set forth in these Standard Specifications or the Special Provisions during which said amounts are subject to lien by labor and materials suppliers. Securities eligible for investment under this Section shall include those listed in Californi a Government Code Section 16430, or bank or savings and loan certifi cates of deposit. The Contractor shall be the beneficial Owner of any secur ities substituted for monies w ithheld and shall receive the interest thereon.

The City shall pay monthly to the Contractor while carrying on the work the balance not retained, as aforesaid, after deducting there from all previous payments and all sums to be kept or retained under the provisions of the contract. No such estimate or payment shall be required to be made when, in the judgment of the Engin eer, the work is not proceeding in accordance with the provisions of the contract, or when, in his judgment, the total value of the work done since the last estimate amounts to less than three hundred dollars ($300.00).

No such estimate or payment shall be considered to be an acceptance of any defective work or improper materials.

The Contractor shall request such payment on a form approved by the Engineer which shall be properly completed and executed.

The estimated value of the work shall in no case exceed the price for the contract item of work in which the material is to be incorporated.

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9.07 FINAL PAYMENT
The Engineer shall, after the completion of the contract, make a final estimate of the amount of work done there under, and the value of such work, and the City shall pay the entire sum so found to be due after deducting there from ten percent (10%) of the final estimate to be retained following final acceptan ce of the work. The final retained payment shall not be due and payable until the expiration of thirty-five (35) days from the date of recordation of the “Notice of Completion”.

It is mutually agreed between the parties to th e contract that no certifi cate given or payments made under the contract, except th e final certificate or final payment, shall be conclusive evidence of the performance of the contract, either wholly or in part, and no payment shall be construed to be an acceptance of any defective work or improper materials.

And the Contractor further agrees that the payment of the final amount due under the contract, and the adjustment and payment for any work d one in accordance with any alterations of the same, shall release the City, th e City Council, and the Engineer from any and all claims or liability on account of work performed under the contract or any alteration therefore.

City of Visalia Page 47 Standard Specifications

SECTION 10 - PORTLAND CEMENT CONCRETE, CEMENT MORTAR

10.01 DESCRIPTION
Portland Cement Concrete shall be composed of Portland Cement, fine aggregate, coarse aggregate and water, portioned and mixed as specified a combination of “Type II Modified” Portland Cement and mineral and mixture in S ection 90, of the State of California Standard Specifications.
a. Class 2: Concrete shall contain five hundred ninety pounds ( 590 lbs, or 6 sacks) of Portland Cement per cubic yard with one inch (1”) aggregate. Five inch (5”) maximum slump. Three thousand pounds per square inch (3,000 psi) at twenty- eight (28) days for design purpose only.
b. Class 3: Concrete shall contain five hundred five pounds (505 lbs, or 5 sacks) of Portland Cement per cubic yard with one inch (1”) aggregate. Five inch (5”) maximum slump. Two thousand five hundred pounds per square inch (2,500 psi) at twenty-eight (28) days for design purpose only.
c. Class 4: Concrete shall contain four hundred twenty pounds (420 lbs, or 4 sacks) of Portland Cement per cubic yard with one inch (1”) aggregate. Five inch (5”) maximum slump. Two thousand five hundred pounds per square inch (2,500 psi) at twenty-eight (28) days for design purpose only.

The Class and minimum compressive strength of concrete shall be Class 3 or as required in these Standard Specifications for the items of work requiring Portland Cement Concrete.

10.02 MATERIALS
The materials for manufacturing Portland Cement Concrete shall conform to the following requirements:
a. Portland Cement, including Portland Ceme nt used in precas t products, shall be Type II cement conforming to the Speci fications of ASTM Designation: C150, unless otherwise specified.

The Contractor shall make arrangements with the manufacturer of read y mixed concrete, or precast products to provide adequate facilities to assure that cement meeting the requirements specified herein will be kept separate from ot her cement in order to prevent any but specified cement from entering the work.

All cement not conforming to these Standard Specifications and all cement contaminated shall be removed immediately and not used in the work.

Water for washing aggregates and for mixing with concrete shall be free from oil or other impurities in sufficient amount to cause a significant change in the true setting, reduction in the compressive strength, discoloration of the concrete, or etching of the surface.

Coarse aggregate shall consist of gravel, crushed gravel, crushed rock, or combination thereof.

It shall be free from deleterious coatings, root s, barks, sticks, rags and other extraneous City of Visalia Page 48 Standard Specifications
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materials.

Regardless of source, all coarse aggregate shall be thor oughly and uniformly washed before delivery to the work.

Coarse aggregate, when sampled at the batching bin, shall have a cleanness value of not less than eighty-two (82) when subjected to the cleanness test performed in accordance with Test Method No. California 227.

Coarse aggregates shall be furnished in the following sizes determined in accordance with ASTM Designation: C136, as follows:

Percentage of Aggregate Passing Through Sieve

Aggregate Size
Sieve Size 1-1/2” to #4 1” to #4 3/4” to #4
2” 100
1 - 1/2” 90 – 100 100
1” 20 – 55 90 - 100 100
3/4” 0 – 15 60 - 95 90 - 100
3/8” 10 – 30 15 - 40 20 - 55
#4 0 – 5 0 - 10 0 - 10

The maximum size of coarse aggregate shall be as required in these Standard Specifications for the items of work requiring Portland Cement Concrete.

Coarse aggregate, when tested for soundness by the sodium sulphate test, ASTM Designation:

C88, shall lose not more than ten percent (10%) by weight after five (5) cycles.

Fine aggregate shall be natural sand, or a co mbination of natural and manufactured sand. The aggregate shall be of such character that makes possible the production of a workable concrete within the limits of water content provided in Section 10.05 of these Standard Specifications.

It shall be free from deleterious coatings, root s, barks, sticks, rags, and other extraneous material.

When testing in accordance with the test met hod of ASTM Designation: C40, fine aggregate shall not indicate a color darker than the reference standard color solution unless it is determined by the Engineer that a darker color is acceptable.

The fine aggregate shall contain not more than three percent (3%) by weight of materials passing the two hundred (200) mesh screen when te sted in accordance with the test method of ASTM Designation: C136.

Fine aggregate shall be well graded and shall range in size uniformly within the following limits when tested in accordance with ASTM Test Method Designation: C136.

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Portland Cement Concrete, Cement Mortar

Sieve Size Percentage Passing Sieves
3/8” 100
#4 90 - 100
8 65 - 90
16 45 - 75
30 20 - 45
50 10 - 20
100 0 - 8

10.03 READY MIXED CONCRETE
Ready mixed concrete shall be delivered to the job site of the work and discharge shall be completed within one and one-half (1½) hours after the addition of the cement to the aggregates or before the drum has been revolved two hundred fifty (250) revolutions, whichever comes first. In hot weather or under conditions contributing to quick stiffening of the concrete, the time between the introduction of the cement to the aggregates and discharge shall be less than one and one-half (1½) hours, as directed by the Engineer, except that concrete shall not be discharged once the temper ature of the concrete has reached eighty-five degrees Fahrenheit (85° F).

Should water be added at the job site, the drum shall be revolved a minimum of twenty-five (25) revolutions after the introduction of such water.

The maximum size of coarse aggregate shall be as required in these Standard Specifications for the items of work requiring Portland Cement Concrete.

10.04 ADMIXTURES
No admixture shall be used without written pe rmission from the Engineer or unless elsewhere provided for in these Standard Specifications or in the Special Provisions. a. Calcium Chloride: When the use of calcium chloride is permitted or is specified in the Special Provisions, the calcium chloride shall conform to the specifications of ASTM Designation: D98.
b. Air-Entraining Agent: When the use of an air-entraining agent is permitted, or is specified in the Special Provisions, it sha ll be added at the rate designated by the Engineer to result in an air content of from three percent to six percent (3%-6%) by volume in the freshly mixed concrete.

10.05 AMOUNT OF WATER AND SLUMP TEST
The amount of water required for the proper cons istency of concrete shall be determined by means of the Slump Test made in accordance w ith the Standard Method of Slump Test for City of Visalia Page 50 Standard Specifications
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Consistency of Portland Cement Concrete of the AASHO Serial Designation: T-1 19-42 with subsequent amendments.

The amount of slump shall be twelve inches (12”) minus the height after subsidence. The allowance for slump shall be as follows:
a. Cast-in-place pipe and concrete paving - not more than three inches (3”). b. All concrete structures - not more than three inches (3”). c. Concrete curbs, gutters and sidewalks - not more than five inches (5”).

The amount of water used shall not exceed si x and one-half gallons (6½ gal.) including moisture in the aggregate, per sack of cement for Class 2 conc rete, and seven gallons (7gal.) per sack of cement for Class 3 concrete.

10.06 PROTECTING CONCRETE
Concrete for structures shall not be placed on frozen ground nor shall it be mixed or placed while the atmospheric temperature is below th irty-five degrees Fahrenheit (35° F), unless adequate means are employed to heat the aggregates and water, and satisfactory provisions have been made for protecting the work. Provisions satisfactory to the Engineer shall be taken to protect concrete about to be poured when there is danger of temperature dropping below thirty-five degrees Fahrenheit ( 35° F) within the next twen ty-four (24) hours. Concrete damaged by frost action shall be replaced by the C ontractor at his expense. Concrete shall not be placed when the atmospheric temperature in the shade in the vicinity of the work exceeds ninety-five degrees Fahrenheit (95° F), or when the temperature of the concrete exceeds eight- five degrees Fahrenheit (85° F).

All surfaces against which concrete is to be pl aced shall be free from standing water, mud, debris, and shall be firm enough to prevent cont amination of the concre te by earth or other foreign material.

Absorptive surfaces against which concrete is to be placed shall be moistened thoroughly so that moisture will not be drawn from the freshly placed concrete.

10.07 FORMS

Forms shall be smooth, mortar right, true to th e required lines and gr ades, and of sufficient strength to resist springing out of shape durin g the placing of the conc rete. All dirt, chips, sawdust, nails, and other foreign matter shall be completely removed from the forms before any concrete is deposited therein. Forms previously used shall be thoroughly cleaned of all dirt, mortar, and foreign matter before being reus ed. Before concrete is placed in forms, all surfaces against which the concrete will be placed shall be thoroughly coated with form oil.

Prior to placing concrete, the Contractor shal l have all forms checked by the Engineer for alignment and grade. Forms, reinforcing steel, or earth surfaces to rece ive concrete shall be wet prior to concrete placement.

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10.08 CURING CONCRETE
When maximum daytime temperature exceeds fi fty degrees Fahrenheit (50° F) all newly placed concrete shall be sprayed uniformly with a curing compound. Curing compound shall be applied at a nominal rate of one gallon pe r one hundred fifty square feet (1 gal/150 ft²), unless otherwise specified. Immediately after fini shing, the exposed exte rior surfaces of the concrete shall be cured by either the water method, pigm ented curing compound method, or the waterproof membrane method, in accordance with Section 90-7, “Curing Concrete” of the State of California Standard Specifications, except that for cast-in-place concrete pipe only the waterproof membrane method shall be used as provided in Section 17.05.i of these Standard Specifications.

10.09 VIBRATOR
Whenever a structure requiring reinforcement is to be constructed, the Contractor shall provide one (1) or more portable vibrating machines to be used on such structures as directed by the Engineer. Full compensation for providing vibrating machines shall be considered as being included in the various bid items of work and no additional payment will be made therefore.

10.10 CEMENT MORTAR

Cement mortar shall be composed of one (1) pa rt Portland Cement and two (2) parts of clean, well-graded sand of such a size that it will pass a number eight (#8) sieve. An admixture of hydrated lime, fire clay or diatomaceous earth may be used in the mortar to facilitate workability, and the amount of such material us ed will be limited as ordered by the Engineer.

Quick setting cement may be used when necessary to facilitate the early backfilling of trench.

No mortar shall be used in which water has b een added to the dry ingredients for a period of over thirty (30) minutes.

The consistency of mortar shall be such as to ad here to the ends of the pipe while being laid and be easily squeezed out of the joint when the pipe sections are squeezed together. Jointing and banding mortar shall be of such consistency th at it will readily adhere to the pipe and/or structure.

10.11 CEMENT REQUIREMENTS
Concrete compressive strength requirements shall be the minimum strength at the age of twenty-eight (28) days as required in these Standard Specifications for the items of work requiring Portland Cement Concrete. The compressive strength of concrete will be determined from test cylinders which have been fabricated from concrete sampled and made in accordance with these Standard Specifications and with ASTM Designation: C3 1. Cylinders shall be tested in accordance with ASTM Desi gnation: C39. Should the concrete used in the work fail to meet the minimum strength requireme nts as specified for the items of work, the Contractor shall, at his expense, make corrective changes in the material mix proportions or in City of Visalia Page 52 Standard Specifications
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the concrete fabrication procedures, before placing additional concrete.

In addition to the aforementioned requirements, all such concrete represented by test cylinders which indicate a strength of less than the specified strength for the item of work will be rejected in accordance with th e provisions of Section 6.04, “D efective Materials” of these Standard Specifications. Such rejection shall pr evail unless the Contra ctor, at his expense, obtains and submits evidence of a type acceptable to the Engineer that the strength and quality of the concrete placed in the work are acceptable, or undertakes remedial action to correct the deficiency in a manner acceptable to the Engineer.

10.12 MEASUREMENT AND PAYMENT

Portland Cement Concrete will be measured a nd paid for in accordance with the provisions specified in the various sections of these St andard Specifications or the Special Provisions covering construction requiring concrete. Full compensation for cement mortar shall be considered as included in the bid items of work requiring the use therefore.

City of Visalia Page 53 Standard Specifications

SECTION 11 - CLEARING AND GRUBBING

11.01 DESCRIPTION
This work shall consist of rem oving all objectionable material from within the street or alley right of way, along the site of pipeline construction or fence construction, and such other areas as may be designated in the approved Constructi on Drawings or the Special Provisions to be cleared and grubbed. Clearing an d grubbing operations shall be performed in advance of construction operations and in accordance with these Standard Specifications and with the appropriate sections of the State of California Standard Specifications.

11.02 PROTECTION OF EXISTING IMPROVEMENTS
The Contractor’s attention is directed to Se ction 7.13, “Preservation of Property” of these Standard Specifications. Only t hose items or areas designated or marked shall be removed or cleared.

11.03 CONSTRUCTION

Clearing and grubbing shall conform to the provisions in Section 16 of the State of California Standard Specifications and these Standards Specifications.

Unless otherwise specified, the entire area within the project limits shall be cleared and grubbed. No payment will be made to the Contra ctor for clearing and grubbing outside these limits, unless such work is authorized by the Engineer.

All of the work shown in the approved Construc tion Drawings and included in these Standard Specifications and the Special Provisions that is located in the public streets in the City of Visalia, shall be done in accord ance with City Ordinances regulating the use of public streets within the City, except as ot herwise provided herein. (See Title 10, Chapter 8, City of Visalia, California Municipal Code.)
The Contractor shall inform himself as to a ll regulations and require ments of the City of Visalia and shall conduct his operations in compliance therewith.

The Contractor shall remove and dispose of all pavement, vegetation gr owth, such as brush, trees, stumps, roots, grass, and all rubbish, debris, or structures from the work site or other areas designated to be cleared and grubbed. No such material will be allowed in or under backfill material or embankments. Trees and other vegetation not to be removed shall be protected from damage in accordance with Section 7.12 of these Standard Specifications.

Within the limits of clearing, all stumps, large roots, buried logs, and all other organic material shall be removed three feet (3’) below the existing ground surface or six feet (6’) below finished grade, whichever is deeper.

Concrete removal shall conform to the provisions in Section 15 of the State of California Standard Specifications and these Standard Sp ecifications. Where a portion of an existing concrete facility is to be removed, it shall be cut to a minimum depth of one and one-half inches (1½”) with an abra sive type saw at the first scoring line at, or outside, the planed joint City of Visalia Page 54 Standard Specifications
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and removed without damage to any portion that is to remain in place. If curbs and gutters cannot be cut off square and neat, the entire cu rb and gutter shall be removed to the nearest weakened plane or expansion joint. No patching at expansion joints will be permitted.

All concrete (Portland or Asphalt) and oil dirt within the right of way shall be removed by the Contractor unless designated to remain on the approved Construction Drawings. Existing drain wells, drainage structure, irrigation lines, structures and headwalls to be abandoned shall be removed to at least two feet (2’) belo w the surface and backfilled. Manholes to be abandoned shall be abandoned as specified in Section 19.02.e of these Standard Specifications.

Where existing house foundations and floor slabs overlap into the project area, the whole foundation will be removed. Th e portion beyond and outside th e project area will be considered within the project area and included in the bid price of removing concrete.

Tree branches extending over the roadway which in terfere with the work shall be trimmed by the City at the request of the Contractor upon forty-eight (48) hours prior notice to the time such removal is required.

11.04 REMOVAL AND DISPOSAL OF MATERIALS
Disposal of removed material shall be done in accordance with th e State of California Standard Specifications, Section 7-1.13 and the Special Provisions.

Compensation for all costs involved in disposing of materials as specified including all costs of hauling shall be included in the payment for clearing and grubbing as stated herein or in the Special Provisions and no additional payment will be made therefore.

11.05 PAYMENT

Where a contract item is provided, clearing and grubbing will be paid for on a lump sum basis.

Where no contract item is provided, the cost fo r clearing and grubbing shall be included in the various bid items requiring clearing and grubbing or as set forth in the Special Provisions and no additional payment will be made therefore.

The lump sum price paid, or the price paid wh en included with other items, for clearing and grubbing shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all the work i nvolved in clearing and grubbing as shown on the approved Construction Drawings, as specified in these Standard Specifications, or the Special Provisions, and as directed by the Engineer, including the rem oval and disposal of all the resulting materials.

City of Visalia Page 55 Standard Specifications

SECTION 12 - EARTHWORK

12.01 DESCRIPTION
This work shall consist of performing all excav ation and/or placing compacted fill to prepare the roadway prism and area adjacent thereto for the placement of improvements as shown in the approved Construction Drawings. The work shall also include any excavation and backfilling required to install structures, sewer pipelines, storm drain pipelines, water lines, and other underground conduits, and their appurtenances at the lo cations and to the lines and grades as shown in the approved Constructi on Drawings, as shown in the Engineering Improvement Standards, and as specified in these Standard Specifications, the Special Provisions, in conformance with Section 19 of th e State of California St andard Specifications and as directed by the Engineer.

12.02 PRESERVATION OF PROPERTY
The Contractor’s attention is directed to Section 7.13 of these Standard Specifications regarding preservation of existing improvements and utilities.

Prior to starting excavation and subgrade preparation, the Contr actor shall lower all existing manholes and water valve casings and lids to a depth of six in ches (6”) below the finish elevation of the subgrade.

All frames and lids for manholes and water valv es shall be inspected by the Engineer and judged as to their suitab ility for reuse on the job. If they are found unsuitable, they shall be salvaged in accordance with Section 6.06 of these Standard Specifications. New lids and frames will be supplied by the City. No additiona l payment will be made to the Contractor for salvaging the unsuitable frames and lids and utilizing those supplied by the City.

The existing frame and lid for manholes, if in acceptable c ondition, may be temporarily mortared to the existing manhole cone or the C ontractor shall supply a temporary metal lid to cover the opening of the manhole and store the existing manhole frame and lid for use later to raise the manhole to grade.

Water valve casings shall be lowered to six in ches (6”) below the finish elevation for the subgrade and covered, if in acceptable condition, with the existing valve cover or covered with some other means acceptable to the Engineer.

Prior to covering up any manholes or water valv es that have been lo wered, the Contractor shall reference their locations so as to facilitate the raise of the manholes or water valves to grade at a later date.

The Contractor shall return after the final street paving has been placed and raise to grade, in accordance with Sections 13, 14, 19, and 20 of these Standard Specifications, all manholes and water valves lowered as a result of roadway excavation.

Payment for lowering, protecting and returning to raise to grade manholes and water valves shall be made on the unit price bid per each a nd shall include full compensation for furnishing all labor, materials, tools, equipments, an d incidentals, and doing all work involved in lowering, protecting, covering, and returning to raise to grade all manhole and water valves as City of Visalia Page 56 Standard Specifications
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shown in the approved Construction Drawings , on the Engineering Improvement Standards, and as specified in these Standard Specifications, the Special Provisions, and as directed by the Engineer.

12.03 DISPOSAL OF UNSUITABLE AND EXCESS MATERIAL
All excess and unsuitable material shall be re moved and disposed of in accordance with Section 7-1.13 of the State of California Standard Specifications.

12.04 ROADWAY EXCAVATION
a. Description: Roadway excavation shall consist of all excavation involved in the grading and construction of roadway im provements, including paving, concrete curbs and gutters, sidewalks, alley appr oaches, driveway approaches, and valley gutters. All work shall conform to Section 19-2 of the State of California Standard Specifications and these Standard Specifications.
b. Compaction: Relative compaction within the public right of way shall be determined by Test Method California No. 216.

Compactive effort shall be applied to all areas where pavement or concrete improvements are to be placed or constructed. The relative compaction under paving areas and under curb and gutter shal l be ninety five percent (95%) and under sidewalks shall be ninety percent (90%) to a depth of six inches (6”) below the finish grade of the subgrade in ex cavation. The relative compaction of all embankment material shall be ninety percent (90%).

The cost of compaction under paving areas shall be included in the cost of roadway excavation.

The cost of compaction under concrete improvements shall be included in the various bid items for concrete improvements.

No compaction tests of subgrade shall be made until such time as the subgrade is finished to within one-tenth of one foot (0.1’) of finished subgrade and the Engineer has been notified of the time that such compaction tests will be made.

The Engineer shall specify the locations where compaction tests are to be made.

Compaction testing shall be provided in accordance with Section 6.02 of these Standard Specifications.
c. Imported Borrow:

All imported borrow shall have a minimum “R” value of fifty (50) unless the approved C onstruction Drawings or the Special Provisions indicate otherwise. Testing to determine the “R ” value of the imported borrow shall be made in accordance with Test Method California No. 301 of the State of California Standard Specifications and shall be at the expense of the Contractor. d. Subgrade:

The preparation of subgrade for all paved areas shall conform to the City of Visalia Page 57 Standard Specifications
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provisions of Section 19 of the State of California Standard Specifications and these Standard Specifications. Relative co mpaction of the subgrade shall be ninety percent (90%) as previously specified.

The subgrade shall be accura tely graded and compacted to proper profile and cross-section and at elevations which will result in the proper final grades when the specified thicknesses of aggregate subbase, base, and/or paving have been applied.

The finished subgrade shall not vary from the planned grade by more than five hundredths of one foot (0.05’) at any point . The Contractor sh all not place any aggregate subbase or base material or asphalt paving until the subgrade is in a condition satisfactory to the Engineer.
e. Miscellaneous Highway Facilities: The removing, reconstr ucting, adjusting, remodeling, and salvaging of the various highway facilities sh all conform to the provisions in Section 15 of the State of California Standard Specifications and these Standard Specifications.

All miscellaneous highway facilities within the highway right of way noted on the approved Construction Drawings to be rem oved, shall be removed and disposed of by the Contractor.
f. Payment: Quantities of roadway excavation shall be paid at the contract unit price per cubic yard and shall include full compensation for furnishing all labor, materials, tools, equipment, and incide ntals required to excavate, grade, and compact the subgrade and to remove, replace, adjust, remodel, and salvage any existing highway improvements designated in the Special Provi sions in order to perform the required work on the subgrade and no additional payment will be made therefore.

12.05 TRENCH AND STRUCTURE EXCAVATION

a. Description: Trench and structure excavation shall consist of performing all excavation required to properly install or construct the va rious types of pipelines, conduits, and their appurtenant structures. All excavations shall be made in accordance with the Trench Construction Safety Orders issued by the Division of Industrial Safety of the Department of Industrial Relations of the State of California and these Standard Specifications.
b. Permits:

The Contractor shall obtain permits fr om the State Division of Industrial Safety or any other permit that may be re quired by the work or as required by law, prior to commencing any excavation w ithin the street, with no additional compensation therefore.
c. Trench and Structure Excavation: Excavations shall be made to the depths and widths required to accomm odate construction of pipe lines and structures to specified dimensions, and to the lines and grades indicated in the approved Construction Drawings and, in the case of sewer and water house branches, in accordance with the Engineering Improveme nt Standards. Storm drain laterals, (pipelines that connect the storm drain inlet to the ma in storm drain) shall be City of Visalia Page 58 Standard Specifications
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installed at the depth and grade specified by the Engineer after exposing of existing intersecting utilities by the Contractor.

The location of subsurface utilities or ot her obstructions may necessitate a change in location or depth of the main pipeline, house service or lateral, which depth or surface location shall be dete rmined in the field by the Engineer. Changes in main line pipe alignment either horizontally or vertically shall be paid as specified in Section 5.13.d of these Standard Specifications.

The Contractor, however, shall allow in hi s bid price for the various house service or lateral pipe installation quantities full compensation for any increase or decrease in anticipated depth of trench because of the location of intersecting utilities, shown on the approved Construction Drawings or not.

When a trench or structure site is to be located in an existing paved area, the existing paving to be removed shall be cut by methods approved by the Engineer along neat lines on each side of the tren ch or around the structure site. Existing paving at any location shall be removed fr om proposed trench areas or structure sites no sooner than forty-eight (48) hours prior to excavation at that location. No paving shall be removed on Friday unles s excavation and follow-up work will occur the same day.

Existing paving, when removed, shall be kept separated from the material which is to be returned to th e excavation. Failure to comply w ith this requirement shall be grounds for rejection of the material for use as backfill.

Structures and pipes shall be constructed or placed as soon as practicable after excavation, but in no case shall a trench be excavated more than sixteen (16) hours before pipe construction. No trench shall be excavated on Friday that is not to receive pipe on the same day.

Not more than six hundred linear feet (600 ’) of trench shall be open ahead of any storm drain, sewer water pipeline, or any c onduit in any street or alley, except that upon written permission of the City Engin eer such trenches may be opened for a distance of not more than one thousand two hundred li near feet (1,200’) where public traffic will not be seriously inconvenienced.

Trenches for pre-cast pipe shall be grad ed and prepared to provide a firm and uniform bearing throughout the entire length of the pipe.

Trenches for cast-in-place pipe shall be gr aded and prepared to provide full, firm and uniform support by undisturbed earth or compacted fill throughout the bottom two hundred twenty degrees (220°) of the pipe periphery.

For pre-cast pipe trenches, if rock, har dpan or like materials are encountered, it shall be removed to a depth of six inches (6”) below the grade of the bottom of the pipe. The space shall be backfilled with suitable material containing sufficient moisture to produce maximum compaction, and shall be free from lumps or other unsuitable material. The imported earth shal l be compacted to the satisfaction of the Engineer, and finish graded to the orig inal lines and grades as provided above City of Visalia Page 59 Standard Specifications
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for pre-cast and cast-in-place pipe. No a dditional payment will be made for such excavation or backfill.

In all trenches or structure sites where a firm foundation is not encountered, such as soft, spongy, or otherwise, unsuitable materi al, the material shall be removed to a minimum of twelve inches ( 12”), or to a depth determined by the Engineer, below the bottom of the pipe or stru cture, and the space backfilled with suitable material containing sufficient moisture to pr oduce maximum compaction. The backfill material shall be free from lumps or other unsuitable ma terial, and when compacted to the satisfaction of the Engine er shall be finish graded as provided above for precast and cast-in-place pipe , or as required by the Engineer for structures. No additional payment will be made for such additional excavation or backfill.

All existing gas pipes, water pipes, c onduits, sewers, drains, fire hydrants, and other structures which are not, in the opi nion of the Engineer, required to be changed in location shall be carefully supported and protected from injury by the Contractor, and in case of injury, shall be restored by him, without additional compensation, to as good a c ondition as that in which they were found and to the satisfaction of the Owner and the Engi neer, in accordance with Section 7.12 of these Standard Specifications.
d. Maintaining Drainage Within Trenches and Structures:

Reference is made to
Section 4.11 of these Standard Specifications. The Contractor shall keep trench and structure excavations as dry as prac ticable throughout the construction period, subject to the requirements of these Sta ndard Specifications S ection 10, “Portland Cement Concrete, Cement Mortar”. Paym ent for cost or repair of trenches damaged because of failure to provide temporary drainage control shall be included in the various bid items of work and no additional compensation will be paid therefore.
e. Disposal of Excess Materials:

The Contractor shall acquire a suitable site for the
disposal of excess material, includi ng existing paving removed for trenching operations, in accordance with Section 7- 1.13 of the State of California Standard Specifications.

Full compensation for acquiring the site a nd disposing of excess material shall be included in the prices paid for the various items of work requiring excavation. f. Payment: Trench excavation and structure excavation will be paid for in accordance with the provisions specified in the various sections of these Standard Specifications covering construction requiring trench or structure excavation.

12.06 TRENCH AND STRUCTURE BACKFILL
a. Description: Trench and structure backfill shall consist of the proper backfilling of trenches and around structures after the placement or c onstruction of the various types of pipelines, conduits and their appurtenant structures. All work shall be done in accordance with these Standard Specifications.

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b. Material for Trench and Structure Backfill: Unless otherwise specified, shall be native material free from debris, lumps, hardpan chunks, paving material, organic matter or other deleterious or unsuitable substances. Backfill material shall be approved by the Engineer before being used in the work. c. Trench Backfill (Pre-Cast Pipe): Backfill for trenches in which pre-cast pipe has been installed shall be placed in two phases, classified as Initial Backfill and Final Backfill.

Initial backfill for pipes up to and including fifteen inches (15”) in inside diameter, shall consist of placing and firmly compac ting by hand tamping, in six inch (6”) lifts, select native material at optimum moisture under the haunches, on each side, and on the top of the pipe to an elevation of six inches (6”) above the top of the pipe.

Initial backfill for pipes of inside diameter greater than fifteen inches (15”) shall consist of placing and firmly compacting backfill material under the haunches of the pipe, as directed by the Engineer, so as to form a firm bedding for the pipe. The material shall be placed and compacted to a depth sufficient to prevent movement of the pipe during jointing operations or during final backfill and compaction operations.

Final backfill shall consist of placing backfill material into the remaining trench cavity following completion of initial backfi ll. Backfill material shall be returned to the trench in lifts not to exceed nine inches (9”) in depth. Each lift shall be jetted to the bottom of the lift prior to placement of the next lift of backfill material. In no case shall backfill material be allowed to free-fall directly onto the pipe. Final backfill shall be accomplished as soon as practicable, except that for mortar joint concrete pipe final backfill shall not be placed until, in the opinion of the Engineer, the cement in the joints has acquired a suitable degree of hardness. In no case, however, shall final backfill follow initial backfill by more than twenty-four (24) hours, not initial excavation by more than forty-eight (48) hours.

At locations where traffic, safety, or ot her considerations warrant, the Engineer may order the immediate backfill of trenches, regardless if the pipe was installed or not. Where pipe was not installed, the tr ench shall not be re-excavated until provisions are made to prevent the conditions which caused the backfill to be ordered. No additional compensation will be paid for backfill and re-excavation. d. Trench Backfill (Cast-in-Place Concrete Pipe):

Backfill for trenches in which cast-
in-place concrete pipe has been constr ucted shall consist of placing backfill material into the remaining trench cavity. Backfill shall be accomplished as soon as practicable and shall follow pipe constr uction by no more than two (2) working days, provided that in no case shall backfill material be placed over the pipe sooner than twenty-four (24) hours following cons truction of the pipe. Backfill material shall be returned to the trench in lifts not to exceed nine feet (9’) in depth. Each lift shall be jetted prior to placement of the ne xt lift of backfill material. In no case shall backfill material be allowed to free-fall directly onto the pipe.

Compaction of backfill shall conform to the requirements of Section 12.06.g of City of Visalia Page 61 Standard Specifications
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these Standard Specifications.
e. Structure Backfill: Structure backfill shall consis t of placing and compacting backfill material around structures to the lines designated in the approved Construction Drawings or directed by the Engineer.

Compaction shall conform to the requirements of Section 12.06.g of these Standard Specifications.
f. Backfilling (General): Where as excavation or trench crosses a street or alley intersection, the excavation and backfilling shall be completed within twenty-four (24) hours, or bridging capable of supporting vehicular traffic shall be provided for access across said excavation or trench.

An excavation within a street or alley for the purpose of boring or jacking pits or for the installation of structures shall be properly barricaded and protected and may be left open for a period of seven (7) days and then must be backfilled, unless an extension of time is approved by the Engineer in writing.

Within twenty-four (24) hours after the tr ench has been backfilled, all street crossing shall be surfaced with temporary surfacing of two inches (2”) of cold mix surfacing which shall be placed and mainta ined as specified in Section 15.03 of these Standard Specifications. Nothing here in shall be construed to mean that permanent surfacing cannot immediately be placed provided subgrade, subbase, and base compaction requirements are satisfied.

All trenches under existing curb and gutter or other City structures shall require a slurry cement backfill of not less than one hundred eighty-eight pounds (188 lbs) of cement per cubic yard of material produced.
g. Compaction:

Trench and structure backfill shall be placed and compacted in uniform layers and shall be brought up uniformly on all sides of the structure, facility, or pipe utilizin g approved compaction equipment. The thickness of each layer of backfill shall not exceed sixty-seven hundredths of one foot (0.67’) before compaction except that when compaction by ponding or jetting is permitted, said thickness shall not exceed four feet (4’) . Compaction of trench and structure backfill may be accomplished by jetting only with prior approval of the Engineer.

Such jetting, if approved, shall be supplemented by approved compaction equipment. Relative compaction of trench and structure backfill shall be determined by the laboratory standard of test procedure Test Method California No. 216. Trench or structure backfill shall have a relative compaction of not less than ninety percent (90%) to within twen ty-four inches (24”) of the surface, and the remaining top twenty-four inches (24” ) shall have a relative compaction of not less than ninety-five percent (95%), ex cept that base material shall have a minimum relative compaction of ninety-five percent (95%).

The Contractor shall contact the Department of Public Works concerning the use of water from the City’s water system for any construction activities.

Compaction for trenches in which pre-ca st pipe has been placed may proceed City of Visalia Page 62 Standard Specifications
Section 12
Earthwork

immediately following placement of final backfill.

Compaction for trenches in which cast-in-place pipe has been placed or excavation sites in which structures have been constructed shall proceed according to the following requirements. Jetting may proceed no sooner than forty-eight (48) hours after construction of the pipe or struct ure; follow-up compac tion using equipment which imparts load on the pipe or struct ure shall not proceed for a minimum of seven (7) days following placement of the pipe or structure, unless this requirement is specifically waived by the Engineer, or is otherwise specified.

Compaction testing shall be provided as specified in Section 6.02 of these Standard Specifications.
h. Measurement and Payment:

Trench and Structure backfi ll and compaction will be
paid for in accordance with the provisions specified in the various sections of these Standard Specifications covering construction requiring trench or structure backfill.

City of Visalia Page 63 Standard Specifications

SECTION 13 - AGGREGATE SUBBASES AND BASES

13.01 DESCRIPTION
This work shall consist of furnishing, spr eading, and compacting aggregate subbases and bases as specified in Sections 25 and 26 of the State of California Standard Specifications and these Standard Specifications.

13.02 MATERIALS
Aggregate for subbases and bases shall be clean from vegetabl e matter and other deleterious substances, and shall be of su ch nature that it can be r eadily compacted under watering and rolling to form a firm, stable base.

13.03 GRADING

Aggregate subbase or base shall not be placed until the subgrade has been finished to a condition satisfactory to the Engineer and when placed, shall be accurately graded and compacted to proper profile and cross-section and at elevations which will result in the proper final grades when the specified thickness of pa ving has been applied and shall not vary from the planned grade by five hundred ths of one foot ( 0.05’) at any point for aggregate subbase and five hundredths of one foot (0.05’) for aggregate base.

Placing of the aggregate subbase or base shall conform to the requireme nts of Sections 25-

1.04 and 26-1.04 respectively of the State of California Standard Specifications except that use of a motor grader will be permitted.

13.04 COMPACTION

The relative compaction of each layer of compact ed aggregate subbase material shall not be less than ninety percent (95%) a nd each layer of aggregate base shall be not less than ninety- five percent (95%) as determined by Test Method California No. 216. Compaction testing shall be provided as specified in Section 6.02 of these Standard Specifications.

13.05 AGGREGATE SUBBASE
Aggregate subbase shall conf orm to Section 25 of the State of California Standard Specifications. The class of aggregate subbase shall be as specified in the Special Provisions.

13.06 AGGREGATE BASE
Aggregate base shall be Class 2 and shall conform to the provisi ons in Section 26 of the State of California Standard Sp ecifications. The gradation of the Cl ass 2 aggregate base shall be as specified for three-quarters of one inch (¾”) maximum aggregate.

City of Visalia Page 64 Standard Specifications
Section 13
Aggregate Subbases and Bases

13.07 SALVAGING EXISTING PAVEMENT
Where allowed, aggregate subbase or base may be composed of salvaged oiled earth and asphalt concrete (A.C.) from the existing roadway, supplemented with imported aggregate base material. The Engineer may require a thicker base section in order to compensate for a decreased “R” value of salvaged pavement. Un less otherwise specified, the Contractor shall pay for testing of “R” values for salvaged materi als. When this system is used, the salvaged oiled earth material to be used by the Contract or shall be pulverized to a maximum diameter of two inches (2”). This pulveri zed, salvaged material shall be spread and compacted evenly over the entire subgrade area to the depth specified in the Special Provisions. The imported aggregate base is then to be spread and co mpacted evenly over the top of the compacted, pulverized, salvaged material to provide the required depth of base.

Where salvaging existing oil or A.C. for base is allowed, this salvaged material will not be allowed in the top two inches (2”) of the base section; a minimum of two inches (2”) of imported aggregate base will be required to insure a smooth, uniform surface on which to place pavement. Any surplus oil or pavement cr eated because of this requirement shall be removed and disposed of by the Contractor as specified in Section 7-1.13 of the State of California Standard Specifications and no additional payment will be made therefore.

13.08 ADDITIONAL QUANTITIES
In the event that soil conditions are encountered such that a satisfactory subgrade, subbase or base for pavement may not be obtained, the material lying below the subgrade shall be removed and the additional subbase or untreated base material, as directed by the Engineer, shall be placed in accordance with the provi sions of this section. All additional roadway excavation will be paid on a cubic yard basis. The additional volume of work shall be calculated by the “Average End Area” method.

Additional aggregate subbase or base shall be paid on the basis of bid item specified.

13.09 MEASUREMENT AND PAYMENT
a. Aggregate Subbase: Aggregate subbase shall be paid by the cubic yard. Quantities shall be calculated by the “Average End Area” method on the basis of the dimensions shown in the approved Construction Drawings, adjusted by the amount of any change ordered by the Engineer. Payment for aggregate subbase shall be made at the contract unit price per cubi c yard for the class specified and shall include full compensation for furnishing all labor, materials (or processing selected materials), tools, equipment, and inci dentals, and doing a ll work involved in hauling and constructing aggregate s ubbase, including pulverizing existing surfacing if required, completed, in place, as shown in the approved Construction Drawings, as specified in these Standard Specifications and the Special Provisions, and as directed by the Engineer.
b. Aggregate Base:

Aggregate base shall be paid by the ton. Quantities shall be measured in accordance with the provisions of Section 9.02 of these Standard City of Visalia Page 65 Standard Specifications
Section 13
Aggregate Subbases and Bases

Specifications.

Payment for the weight of material w ill be determined by deducting from the weight of material delivered to the work, the weight of water in the material at the time of delivery to the job, as determ ined by Test Method California No. 226, in excess of one percentage (1%) point more than the optimum moisture content as determined by Test Method California No. 216. Payment for the weight of water deducted as provided herein shall not be made. Tests or dered by the City Engineer shall be made at the expense of the City. Payment for aggregate base shall be made at the contract unit price per ton and shall include full compensation for furnishing all labor, materials, (including water in th e material at the time the material is delivered to the job as previously provided ), tools, equipment, and incidentals, and for doing all work involved in hauling and constructing aggregate base, (including pulverizing existing surfacing), complete, in place, as shown in the approved Construction Drawings, and as specified in these Standard Specifications and the Special Provisions, and as directed by the Engineer.

City of Visalia Page 66 Standard Specifications

SECTION 14 - ASPHALT CONCRETE PAVEMENT

14.01 DESCRIPTION
Asphalt concrete pavement shall consist of furnishing and mixing aggregate and asphalt binder at a central mixing plant and spreading and compacting the mixture and applying prime coat, paint binder, and seal coat to or with th e mixture, in accordance with Section 39 of the State of California Standard Specifications and these Standard Specifications.

14.02 AGGREGATE MATERIAL
All aggregates shall be clean and free from d ecomposed materials, organic materials, and other deleterious substances and conform to Se ction 39 of the State of California Standard Specifications. Gradation of the aggregate shall conform to the grading requirements for three- fourths of one inch (¾”) maximum aggregat e (medium) and one-half of one inch (½”) maximum aggregate (medium).

14.03 ASPHALT CONCRETE
Asphalt concrete shall be Type B and shall conf orm to the provisions of Section 39 of the State of California Standard Specifications. Th e asphalt binder shall be steam refined paving asphalt classified as PG 64-10 in accordance with Section 92 of th e State of California Standard Specifications.

14.04 SPREADING, LAYING AND COMPACTING

Spreading and laying operations shall conform to the requirements of Sections 39-5 and 39-6 of the State of California Standard Specificat ions. Where the total depth of paving exceeds two-tenths of one foot (0.20’), the top layer of asphalt concrete shall not exceed two-tenths of one foot (0.20’) in compacted thickness. The aggregate for this layer and all lower layers shall be three-fourths of one inch (¾”) maximum aggregate (medium). The next lower layer shall not exceed twenty-five hundredths of one foot (0.25’) in compacted thickness. Any lower layers shall not exceed twenty-five hundredths of one foot (0.25’) in compacted thickness.

No asphalt concrete paving shall be placed when the atmospheric temperature is below fifty degrees Fahrenheit (50º F) and at the discretion of the E ngineer. Compaction operations shall conform to the requirements of Section 39 -6.03 of the State of California Standard Specifications.

14.05 PRIME COAT
Prime coat shall be applied as specified in the Special Provisions.

14.06 SEAL COAT
Seal coat shall be applied as specified in the Special Provisions.

City of Visalia Page 67 Standard Specifications
Section 14
Asphalt Concrete Pavement

14.07 PAINT BINDER
Paint binder shall be furnished and applied in accordance with the provisions in Section 94, “Asphaltic Emulsions,” of the State of California Standard Specifications, and shall be applied to all vertical surfaces of existing pavement, curbs, gutte rs, and construction joints in the surfacing against which additional ma terial is to be pl aced, to a pavement to be surfaced, and to other surfaces designated by the Engineer.

The rate of application of the paint binder shal l be five hundredths of one gallon per square yard (0.05gal/yd²) of surface covered. Full compensation for furnishing and applying the paint binder shall be included in the price bid for items requiring its application and no additional payment will be made therefore.

14.08 ASPHALT CONCRETE DIKES
Asphalt concrete dikes shall be constructed as shown in the approved Construction Drawings and in accordance with the Special Provisions. Only equipment specifically designed to install dikes shall be used for such installation. Payment for the specified asphalt concrete dike shall be as specified in the Special Provisions.

14.09 MEASUREMENT AND PAYMENT
Asphalt concrete pavement shall be measured by weight of the mixture complete, as specified in Section 9.02 of these Standa rd Specifications. Payment fo r the installation of asphalt concrete pavement shall be made at the cont ract unit price per ton and shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, including furnishing and applying asphalt paint binder, a nd for doing all work involved in constructing and placing asphalt concrete paving complete , as shown in the approved Construction Drawings, as specified in these Standard Speci fications and the Special Provisions, and as directed by the Engineer.

City of Visalia Page 68 Standard Specifications

SECTION 15 - RESTORATION OF SURFACES

15.01 DESCRIPTION
Restoration of surfaces shall cons ist of restoring the surfaces of all trenches, surfaces at or around structure sites, or any other surfaces damaged or disturbed by the work, to the condition existing prior to commencement of the work, or to such condition specified by any encroachment permit issued by the City for the work, or as specified in the Special Provisions.

Surfaces shall include, but not be limited to, pave ment of any kind, grass, shrubbery or other landscaping, gravel, treated or untreated soil. A ll work shall be done in accordance with these Standard Specifications.

15.02 PAVEMENT REPLACEMENT
Replacement of pavement shall conform to the minimum requirements specified herein, and to the requirements of Sections 13 and 14 of thes e Standard Specifications and the Engineering Improvement Standards, unless modified by the Special Provisions or encroachment permit issued by the City. Deviation from these requirements, unless approved by the Engineer shall be cause for rejection of the work.

If aggregate base material is removed, it may be allowed to be replaced with nine inches (9”) minimum depth with new aggregate base in acc ordance with Section 13 of these Standard Specifications provided the same gravel equivale nt thickness of base and paving as shown on the Standard Plan sections is maintained as determined by the Engineer.

Replacement of pavement shall be one inch (1 ”) thicker than existing (3” minimum) and performed in a manner consistent with good construction practices and methods, shall be approved by the Engineer, and which, when completed, shall leave all areas requiring replacement of pavement with as neat an appearance as possible. When pavement replacement is within less than eight (8) year s old pavement it shal l be required to have seamless joints with the existing pavement by using a heater–remix process.

Pavement replacement shall be accomplished as soon as possible and practicable, and within the time limits specified in the Special Provisions.

Areas to receive pavement replacement shall be completely cleaned of all debris, rubbish, dirt, temporary paving, or any other deleterious material which might affect the quality of the work in any way. Cleaning shall be accomplished to a mi nimum of six feet (6’) outside the edges of trenches or other areas to receive pavement replacement. This distance may be increased by the Engineer as necessary to prevent contamination of the new work.

Where saw-cutting of existing pavement edges is specified, the cut shall be made on a straight line along both sides of trenches , and to neat lines around st ructures or other locations requiring pavement replacement. The cut shall be made a minimum of three inches (3”) in depth, or such other depth as may be specified in the Specia l Provisions, and shall encompass all pavement damaged by the work or specified to be removed or replaced.

All edges of existing pavement, whether trimmed or saw-cut, sh all be protected from damage.

Any edges damaged from any cause prior to or dur ing paving operations, shall be re-cut or re- trimmed as directed by the Engineer, and no additional payment will be made therefore.

City of Visalia Page 69 Standard Specifications
Section 15
Restoration of Surfaces

A paint binder of asphaltic emulsion shall be furnished and applied in conformance with Section 14.07 of these Standard Specifications to all vertical surfaces of existing pavement, curbs, gutters, or other surfaces against which asphalt concrete pavement is to be placed. Paint binder shall also be applied to the top surface of the initial layer of asphalt concrete if the pavement is to be replaced in lifts.

When replacing pavement in areas where saw cu tting of existing pavement is specified, the new pavement material shall overl ap the existing pavement edge as directed by the Engineer to a maximum of six inches (6”) and “feat hered” to match the existing paving. When compacted, the surface shall be smooth and without humps or depressions.

15.03 TEMPORARY PAVEMENT REPLACEMENT

Unless otherwise specified or unless otherwise required by an encroachment permit for the work, temporary replacement of existing pavement , where specified or directed to be placed by the Engineer, shall consist of a minimum thickness of two inches (2”) of cut-back or “cold mix” asphalt concrete. The temporary paveme nt shall be diligently maintained by the Contractor until permanent pavement is installed.

15.04 MISCELLANEOUS SURFACE RESTORATION
Restoration of miscellaneous surfaces shall cons ist of replacing or restoring in-kind of any surface damaged or disturbed by the work, includ ing, but not limited to, grass, landscaping of any kind, gravel, oiled dirt, concrete, or soil.

The surfaces of all trenches, excavations or other areas damaged or disturbed by the work, upon completion of miscellaneous surface restorat ion, shall conform to the elevations and character of the areas which existed before work commenced. Excess trench or excavation material shall not be spread over any part of the project site, unless authorized by the Engineer, and shall be disposed of in accordance with Section 7-1.13 of the State of California Standard Specifications.

15.05 MEASUREMENT AND PAYMENT
Pavement replacement will be paid for at the pri ce bid per lineal foot or per square foot, as specified in the Special Provisions, and shal l include full compensation for furnishing all labor, materials, tools and equipment, and doing all the work, including saw cutting or trimming of edges, involved in replacing pavement in place as specified in these Standard Specifications and the Special Provisions, and as directed by the Engineer.

Temporary pavement replacement and miscellaneous surface restoration shall be included in the various bid items of work, with no additional payment ma de therefore unless otherwise specified in the Special Provisions.

City of Visalia Page 70 Standard Specifications

SECTION 16 - CONCRETE IMPROVEMENTS

16.01 DESCRIPTION
Concrete improvements shall consist of the c onstruction of Portland cement concrete curb, gutters, sidewalks, driveway approaches, hand icap ramps, valley gutters, and mowstrips in place and complete in accordan ce with these Standard Sp ecifications, the Engineering Improvement Standards, and Sections 52 a nd 73 of the State of California Standard Specifications.

16.02 PORTLAND CEMENT CONCRETE
Portland cement concrete shall be Class 3 (five sack) concrete that meets the requirements of Section 10 of these Standard Specifications.

16.03 REINFORCEMENT

Reinforcement bar shall conform to the provisi ons of Section 52 of the State of California Standard Specifications.

16.04 SUBGRADE PREPARATION

The subgrade beneath concrete improvements sh all be prepared true to grade and cross- section. It shall be compacted to a minimum of ninety-five percent (95%) relative compaction to a depth of six inches (6”) beneath curbs and gutters, valley gutters, median and landscape curbs, and commercial driveway approaches. Sidewalks, ramps and single family residential drive approaches shall be compacted to a mi nimum of ninety-five percent (95%) relative compaction to a depth of six inches (6”). Re lative compaction shall be determined by Test Method No. California 216.

All soft and spongy material shall be removed to a depth of not less than six inches (6”) below subgrade elevation for all concrete improveme nts except sidewalks a nd three inches (3”) below for sidewalks, and the resulting space fill ed with earth, sand or gravel then compacted to form a firm and solid foundation. The forms and subgrade shall be wet immediately prior to placing concrete.

Compaction testing shall be provided as sp ecified in Section 6.0 2 of these Standard Specifications.

16.05 DRIVEWAY AND ALLEY APPROACHES, MOWSTRIPS, EXISTING CURBS,

GUTTERS, VALLEY GUTTERS AND SIDEWALKS
Where the approved Construction Drawings provid e for the reconstructi on of a portion of an existing curb, gutter, valley gutter, sidewalk or mowstrips, the existing section shall be cut to a minimum depth of one and one half inches (1½”) with an abrasive type saw at the line shown in the approved Construction Dr awings or as determined by the Engineer, and the entire section to be reconstructed sha ll be removed. Saw cuts shall also be of sufficient depth to leave an even, straight line. The new curb, gutter, valley gutter, sidewalk or mowstrip shall City of Visalia Page 71 Standard Specifications
Section 16
Concrete Improvements

join the original at this line with a two in ch by two inch (2” x 2”) shovel footing under the existing concrete structure or doweled as dire cted by the City Engineer. Full compensation for the removal and disposal of existing concrete improvements shall be included in price bid for the various items of work requiring the removal or as specified in the Special Provisions.

16.06 STAMPED MEDIAN
a. Base prep: Two inch (2”) minimum sand base over compacted subsoil. Sand base should be moist prior to concrete placement.
b. Concrete mix & placement: Concrete mix should be five (5) sack, two thousand five hundred pounds per square inch (2,500 psi) minimum with large aggregate mixes (¾ inch minimum) or six (6) sack if pea gravel mix used. Concrete should be placed at four inch (4”) slump. Pl acement of concrete should be flush or slightly higher than adjacent curbs with a 2% crown to the center of the median.

All curbs and street paving should be prot ected with two mill plastic to protect staining.

Concrete should be colored by us e of QC PRODUCT COLOR HARDNER- BRICK RED D.P. This color can be substituted with DAVIS PRODUCT-BRICK RED INTEGRAL COLORING at four pounds (4 lbs) per sack of cement with City of Visalia’s Engineering approval.

Broadcast color hardener shortly after bleed water dissipates from surface. Float color into surface by means of wood floa t. A second pass of color should be broadcast and floated shortly after first. A third pass of color maybe required if surface is not completely covered in red color.

Liquid release solvent agent shall be applie d evenly to the troweled surface just prior to imprinting. A powder release agent will not be accepted.

BASKET WEAVE USED BRICK PATTERN sha ll be used to imprint plastic surface timed to leave a consistent pattern across surface.

Cure and seal, or approved equal, shall be applied in accordance with the manufacture’s recommendations immedi ately after completing the imprinting process.

Jointing of fresh concrete should be every eight feet to ten f eet (8’-10’) by lightly scoring a grout line approx three-fourths of one in ch (¾”) deep soon after imprinting concrete by us of a CUT BAR. This can also be accomplished by us of an EARLY ENTRY CONCRETE SAW soon after concrete hardens enough to not leave tracking.

Cut plastic along curb line and roll up re sidual powders and discard. All coloring agents and powders must be controlled to protect City’s storm drain systems. c. Utility boxes:

All utilities boxes should be protect during concrete placement and flush with surface. Concrete edges should be edged and flush around boxes.

City of Visalia Page 72 Standard Specifications
Section 16
Concrete Improvements

16.07 CONCRETE BLOCK WALL
a. Webs of each course shall center on webs below. Vertical cells shall have vertical alignment to maintain a clean unobstructe d vertical flue meas uring not less than three inches by three inches (3”x 3”).
b. All bolts and anchors shall be set in grout one inch (1”) minimum between bolts and masonry all around. See typical deta ils for typical anc hor bolt in masonry detail.
c. Footing dowels shall be provided at all points where cells are to be reinforced. d. Reinforcing shall be straight and placed accu rately in position. Vertical bars in cells shall be held in place by an approve d mechanical device at top and bottom and at intervals not to exceed 192 bar diameters apart. e. Where grouting is stopped for a period of one (1) hour or longer, horizontal construction joints shall be formed by stopping the grout pour one and one half inches (1½”) below the top of the upper most unit.
f. Splices in reinforcing steel, unless othe rwise specifically shown, shall be as follows:
i. Horizontal bars at corners and ends.....................................40 diam. or 24" min. ii. Horizontal bars at all other locations ...................................................... 64 diam. iii. Vertical bars at end of walls ................................................................... 64 diam. iv. Intermediate vertical wall bars................................................................ 50 diam. v. Column bars............................................................................................ 50 diam. g. Where the block is laid to a maximum of four feet (4’) before grouting, no cleanouts shall be required. Where the bloc k is laid to heights greater than four feet (4’) before grouting, cl eanouts shall be provided at the bottom of all cells.

Cleanouts shall be a minimum of two inches by three inches (2” x 3”). h. The ends and corners of all walls sha ll have 1-#6 minimum vertical bar unless noted otherwise.
i. Cement grout shall consist of one (1) part portland cement, three (3) parts of sand, and no more than two (2) parts of three-eighths of one inch (⅜”) pea gravel. j. Cement mortar shall consist of one (1) pa rt portland cement, two and one-fourth to three (2¼ - 3) parts of sand, and one-fourth to one-half (¼ - ½) part hydrated-lime or lime putty.
k. Grout shall have a minimum ultimate co mpressive strength of two thousand pound per square inch (2000 psi) at twenty-eight (28) days.

City of Visalia Page 73 Standard Specifications
Section 16
Concrete Improvements

l. Ultimate compressive strength of prism un its shall be a minimum of one thousand five hundred pounds per square inch (1500 psi) at twenty-eight (28) days. m. Mortar shall have a minimum ultimate co mpressive strength of one thousand five hundred pounds per square inch (1500 psi) at twenty-eight (28) days. n. At all wall piers less than five (5) times the wall thickness, horizontal steel reinforcing shall be changed to no. 3 tie s at eight inches (8”) on center hooked around jamb bars.
o. No vertical pipes or conduits greater th an three-fourths of one inch (¾”) in diameter shall be permitted in concrete masonry unit (cmu) wall. Conduit placement shall not dislocate any reinforcem ent. No reinforcing shall be cut to place pipes or conduit in wall without written approval of Engineer. p. Concrete blocks shall conform to the requirements of ASTM C90-Grade N Type I Specification for hollow load bearing light weight concrete masonry units. q. The Contractor shall obtain and provide the building official and the Engineer with a “Letter of Certification” that the concrete masonry units comply with compressive strength required in UBC Table 24-C prior to delivery of the units to the site or starting any masonry work.
r. The Contractor shall obtain and provide the building official and the Engineer with a “Letter of Certific ation” that the gr out complies with a minimum two thousand pounds per square inch (2000 psi) compressi ve strength as required by UBC Table 24- C Footnote 4.

16.08 FORMS

Forms shall be of the quality and set in place as specified in Section 10.07 of these Standard Specifications and in Section 73-1.04 of the State of California Standard Specifications.

16.09 WEAKENED PLANE JOINTS
Weakened plane joints shall be placed and spaced at sixteen foot (16’) centers or as shown in the Engineering Improvement Standards for the item of work. Weakened joints shall be a minimum of one inch (1”) in depth in sidewalk s and ramps and shall be finished with a one- fourth of one inch (¼”) maximum radius edger. Weakened joints in curbs, gutters and drive approaches shall be a minimum of one and on e half inches (1½”) in depth and shall be finished with a one-fourth of one inch (¼”) maximum radius edger.

16.10 IMPROVEMENTS; CONSTRUCTION OF CONCRETE IMPROVEMENTS Curbs, gutters, sidewalks, driveway and alley approaches, valley gutters and mowstrips shall conform to Section 73 of the State of California Standard Specifications, the Engineering Improvement Standards, and these Standard Specifications.

City of Visalia Page 74 Standard Specifications
Section 16
Concrete Improvements

Extruded curb and gutter shall be constructed with Class 3 concrete.

All concrete work shall be finished with a steel trowel and given a brush finish.

16.11 CURING
The concrete shall be cured in accordance with Section 10.08 of these Standard Specifications.

When maximum daytime temperature exceeds fifty degrees Fahrenheit (50º F) all newly placed concrete shall be sprayed uniformly with a curing compound. Curing compound shall be applied at a nominal rate of one gallon pe r one hundred fifty square feet (1 gal/150 ft²), unless otherwise specified.

16.12 ROCK POCKETS
Immediately upon stripping curb forms and prior to backfill, all rock pockets or honeycombs shall be repaired to the satisfaction of the Engineer.

16.13 BACKFILLING

After removal of forms, the area behind the sidewa lk shall be cleaned of all surplus concrete and other debris and the area f illed with clean earth suitable fo r planting. If the excavation for gutter has been made in a bituminous surfaced street, the space occupied for forms shall be backfilled with freshly prepared bituminous surfacing material thoroughly tamped into place and leveled off to meet the existing street surface.

16.14 MEASUREMENT
The length of concrete curbs, gutters and mowstrip s to be paid for shall be the length in feet designated by the Engineer. The area of concre te sidewalk, driveway and alley approach, and valley gutter to be paid for shall be the area in square feet designated by the Engineer.

16.15 PAYMENT
The price paid per linear foot of concrete curb , gutter, valley gutters in alleys, or mowstrips and the price paid per square foot of concrete sidewalk, driveway, alley approach, and valley gutter shall include full compensation for furnis hing all labor, material, tools and equipment and doing all the work involved in constructing concrete curbs, gutters, mowstrips, valley gutters and sidewalks, including curing, all as shown in the approved Construction Drawings, as specified in these Standard Specifications and in the Special Provisions, and as directed by the Engineer.

City of Visalia Page 75 Standard Specifications

SECTION 17 - SEWER AND STORM DRAIN PIPE

17.01 DESCRIPTION
This work shall consist of furnishing and installing sewer and storm drain pipe as shown in the approved Construction Drawings, as directed by the Engineer, and as specified in these Standard Specifications.

All precast pipe shall be of the size and class shown in the approved Construction Drawings or specified in the Special Provisions. The pipe class, as designated in the approved Construction Drawings, has been determined for vertical load under average trench conditions. The Contractor shall exercise precautionary meas ures against trench cave-ins by providing adequate shoring or other devices to minimize the development of adverse trench conditions.

Should the trench condition exceed in width the average trench condition, the Contractor shall provide a recognized special be dding, approved by the Engin eer, which is adequate to maintain pipe strength equivalent to the average trench condition. No additional compensation will be paid for such special bedding. In lie u of special bedding and the class of pipe designated in the approved Construction Drawings, the Contractor may provide a class of pipe in accordance with the manufacturer’s reco mmendation for the conditions under which the pipe is placed, with no additional payment therefore.

17.02 TYPES OF PIPE
a. Storm Drain Pipe: Where “storm drain pipe” is specified in the approved Construction Drawings, the Contractor will be allowed to install either reinforced concrete pipe, non-reinforced concrete pipe, or polyvinyl ch loride pipe (PVC) conforming to these Standard Specifications except where a particular type of pipe is specified in the approved Constructi on Drawings or in the Special Provisions.

Where a particular type of pipe is specified in the approved Construction Drawings or in the Special Provisions, only that type of pipe shall be installed and no substitution will be allowed except as specified in Section 17.05 of these Standard Specifications.

Once pipe laying operations have begun, the Contractor will not be allowed to switch to a type of pipe different from that laid without prior approval from the Engineer.

Rubber gasketed concrete pipe conforming to these Standard Specifications shall be installed if “rubber gasketed storm drain pipe” is specified in the approved Construction Drawings. Where a particular type of pipe is specified in the approved Construction Drawings or in the Special Prov isions, only that type of pipe shall be installed and no substitution will be allowed except as specified in Section 17.05 of these Standard Specifications.

The strength of pipe to be installed sha ll be specified in the approved Construction Drawings as either Class II (Cl II), Cla ss III (Cl III), Class IV (Cl IV) or Class V (Cl V). These strength classifications are based on the D-Load to produce the ultimate load in the 3-edge bearing stre ngth test, ASTM Designation: Test Method C497 or C500. The following table shall be used to determine the strength class of pipe to be installed by the Contractor to meet the class specified in the approved Construction Drawings:

City of Visalia Page 76 Standard Specifications
Section 17
Sewer and Storm Drain Pipe

Pipe Class on Drawings CL II CL III CL IV CL V
Reinforced Concrete Pipe CL II CL III CL IV CL V
(C76) 1500D 2000D 3000D 3750D
Nonreinforced Concrete Pipe E.S. E.S. N/A N/A
(C14) 1500D 2000D 3 000D
*E.S. = Extra Strength
*N/A = Not Available
The Contractor’s attenti on is called to Section 17.01 of these Standard Specifications in regards to strength requirements specified in the approved Construction Drawings.
b. Sewer Pipe: Where “sewer pipe” is specified in the approved Construction Drawings, the Contractor will be allowed to install either vitrified clay pipe, or poly vinyl chloride (PVC) pipe conforming to these Standard Specifications except that once pipe laying operations have begun, the Contractor will not be allowed to switch to a type of pipe different from that being la id without prior permission from the Engineer. The final determination as to the suitability of any pipe for use as sewer pipe shall be made by the City Engineer.

Sewer pipe shall be designed such that the slope of the proposed line will create a velocity of two feet per sec ond (2 ft/sec) when the pipe is flowing half full using a Manning’s “N” of eleven thousandths (0.011).

Minimum Acceptable Slopes For Sewer Pipe
Pipe Diameter
(inches)
Slope at 2 F.P.S. Velocity
(percent) (for vitrified clay pipe)
6 0.35
8 0.24
10 0.18
12 0.14

Once pipe laying operations have begun, the Contractor will not be allowed to switch to a type of pipe different from that being laid withou t prior permission from the Engineer. The final determination as to the suitability of any pipe for use as sewer pipe sh all be made by the City Engineer. Where a particular t ype of pipe is specified in th e approved Construction Drawings or in the Special Provisions, only that type of pipe shall be installed and no substitution will be allowed without permission from the City Engineer.

17.03 HIGH DENSITY POLYETHYLENE PIPE (HDPE)
All HDPE for sanitary sewers shall be Class 63. Pipe material shall meet the requirements of Type III. Class C, Category 5, Grade P34 as defined in ASTM D1248 Standard Specification for polyethylene plastics molding and extrusion materials.

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Gaskets shall meet the requirements of ASTM F 477 and be molded into a circular form or extruded to the proper section and then spliced into circular form a nd shall be made of a properly curbed high grade elastomer compound. The basic polymer shall be natural rubber, synthetic elastomer or a blend of both. The lubri cant used for assembly of gasket joints shall have no detrimental effect on the gasket or on the pipe.

The Contractor shall have the manufacturer furn ish a “Certificate of Conformance” to these Standard Specifications.

Upon completion of backfill and compacting trench es, the Contractor, at his expense, shall pull a properly sized mandrel through the inst alled main line to demonstrate the maximum pipe deflection does not exceed five percent (5%). If excessive pipe deflection obstructs passage of the mandrel, the Contractor sha ll excavate and make su itable repairs to the Engineer’s satisfaction.

17.04 POLYVINYL CHLORIDE (PVC) LARGE DIAMETER RIBBED PIPE Large diameter ribbed pipe and fittings mate rials shall meet and/or exceed all of the requirements of ASTM F794 Specification.

Minimum pipe stiffness (F/y) at five percent (5%) deflection shall be forty-six (46) for all sizes when tested in accordance with ASTM method D2412.

Special care shall be taken in the installation of PVC pipe so that no more than five percent (5%) deflection occurs in the pipe. The bottom of trench shall be formed such that the pipe can be placed with uniform support along its length.

The first lift of backfill shall be placed by hand and shall extend only to the pipe springline and hand tamped; the second lift of backfill shall extend to six inches (6”) above the top of the pipe and hand tamped only on the sides of the pipe.

Documentary evidence of test re sults will be considered suffi cient when pipe manufacturer furnishes a certificate indicating that the pipe has been subject ed to and passed hydrostatic, load, and chemical resistance tests conducted in accordance with approved methods.

Upon completion of backfill and compacting trench es, the Contractor, at his expense, shall pull a properly sized mandrel through the inst alled main line to demonstrate the maximum pipe deflection does not exceed five percent (5%). If excessive pipe deflection obstructs passage of the mandrel, the Contractor sha ll excavate and make su itable repairs to the Engineer’s satisfaction.

17.05 POLYVINYL CHLORIDE (PVC) SEWER PIPE AND FITTINGS

a. Materials: Poly vinyl chloride (PVC) pipe and fittings shall be manufactured in accordance with ASTM Designation: D3034 – 73.

The minimum allowable pipe stiffness (F/AY) for all sizes shall be forty-six pounds per square inch (46 ps i) at five percent (5%) deflection when tested in City of Visalia Page 78 Standard Specifications
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accordance with ASTM Test Method D2412. Pipe and fittings shall be manufactured and supplied with bell and spi got joints which are an integral part of the pipe or fitting.

Upon demand, the manufacturer of PVC pipe shall furnish to the Engineer a “Certificate of Compliance” in accordance with the provisions of Section 6.03 of these Standard Specifications. External loading properties of plastic pipe by parallel-plate loading, and shall conf orm to the following dimensions and tolerances, as in accordance with ASTM designation D3034-73:

Inside Diameter Minimum Wall Thickness
Inches Inches Average O.D.

4 0.125 4.215
6 0.180 6.275
8 0.240 8.400
10 0.300 10.500
12 0.360 12.500
15 0.437 15.300
For pipe larger than fifteen inches (15”) in diameter, the Contractor shall submit to the City Engineer the specification for the pipe for approval.

Special care shall be taken in the installation of PVC Pipe so that no more than five percent (5%) deflection occurs in the pipe . The bottom of trench shall be formed such that the pipe can be placed with uniform support along its length.

Documentary evidence of test results will be considered sufficient when pipe manufacturer furnishes a cer tificate indicating that the pi pe has been subjected to and passed hydrostatic, load, and chemical resistance tests conducted in accordance with approved methods.

Upon completion of backfill and compacting trenches, Contractor, at his expense, shall pull a properly sized mandrel through the installed main line to demonstrate the maximum pipe deflection does not exceed five percent (5%). If excessive pipe deflection obstructs passage of the mandr el, the Contractor shall excavate and make suitable repairs to the Engineer’s satisfaction
b. Joints:

Joints for PVC pipe and fittings shall be elastomeric gasket type able to withstand contraction and e xpansion and be ab le to prevent displacement during assembly after the pipe has been locked into place. Joints shall be water tight when tested in accordance with ASTM Test Method D2855.

Joints shall be of such a design that when the pipe is properly laid, there shall be a smooth and uniform interior surface. Ends of pipe sections and fittings shall be free of cracks and broken edges. Pipe found to be so damaged shall be rejected for use in the work.

The ends of the pipe shall be thoroughly cleaned immediately prior to joining sections of pipe. Pipe shall then be joined together as recommended by the manufacturer. Gaskets shall be properly lu bricated and the pipe “homed” as far as City of Visalia Page 79 Standard Specifications
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recommended. No appreciably gap shall ex ist at the completed joint, except as permitted by the Engineer. Excess gaps in any case shall be cause for rejection of the work, and corrective measures shall be taken when ordered by the Engineer. c. Pipe Laying: Pipes shall be laid in conformity with the prescribed lines and grades obtained from stakes set by the Engineer. The pipe shall be laid uphill from structure to structure with the bell (or groove) end up-grade. O ccasional variations in grade will be permitted as follows: Above grade, one-fourth of one inch (¼”), below grade, not to exceed one-half of one inch (½”); alignment, not to exceed three inches (3”) or uniform deflection in a distance of twenty feet (20’).

Adjustments of pipes to line and grade shall be made under the body of the pipe throughout its entire length and not by bl ocking or wedging. Bell holes shall be accurately placed and shall not be larger than is reasonably required to make the joint. Before the pipe is laid, the interior of the bell of the preceding pipe shall be carefully cleaned. After each section of pipe has been laid to line and grade, it shall be joined to the preceding section as required in Sec tion 17.06.b, “Joints” of these Standard Specifications. After jointing procedure has commenced, there shall be no movement of the pipe whatsoever in s ubsequent operations. Material shall be placed uniformly on either side of th e pipe to prevent any movement, in accordance with Section 12.06 of these Standard Specifications. No walking in the trench or working over the pipe after it ha s been laid, except as may be necessary in tamping the earth and refilling, will be permitted until the pipe has been braced as specified above. The open ends of a ll sewer lines being installed shall be covered to keep out animal life, etc., whenever the line is left unattended for any length of time, such as overnight.
d. Bedding:

Bedding for PVC pipe shall conform to the requirements of ASTM Designation: D2321, for the type and class of material encountered in the trench.

These Standard Specifications shall take precedence over other bedding requirements specified in those Specifications, but not exclude them. e. Backfill:

The first lift of backfill shall be placed by hand and shall extend only to the pipe springline and hand tamped; the sec ond lift of backfill shall extend to six inches (6”) above the top of the pipe and hand tamped only on the sides of the pipe.

This backfill shall be performed as speci fied in Section 12.06 of these Standard Specifications except that the initial ba ckfill operation shall conform to the requirements of the “Haunching and Initial Backfill” section of ASTM Designation: D2321.
f. Deflection Test: Deflection testing shall be provided by the Contractor for all PVC installations. The Contractor shall demons trate that the maximum pipe deflection does not exceed five percent (5%) of the diameter of the pipe installed by pulling a properly sized solid ball or mandrel or a rigid set of discs, as approved by the Engineer, through the pipe.

Where deflection of the pipe exceeds the allowable, the Contractor shall, at his own expense, make suitable repairs to the line before it is offered for retesting and acceptance. All repairs shall be made to the satisfaction of the Engineer. Deflection testing shall be paid for at the unit price bid per linear foot of pipe when the items City of Visalia Page 80 Standard Specifications
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of work are included in the bid proposal. When no item of work is included in the bid proposal, payment for the testing shall be considered to be included in the price bid for the various items of work requiri ng the testing and no additional payment will be made therefore. Full compensation for providing deflection testing, including furnishing all labor, materials, tools, equipment, and incidentals, and doing all work involved in pe rforming the required testing shall be included in the unit price bid per linear foot for deflecti on testing or included in the various items of work requiring the testing and no additional payment will be made therefore.

17.06 REINFORCED CONCRETE PIPE
a. Materials: Reinforced concrete pipe shall be manufactured in accordance with ASTM Designation: C76, as amended or revi sed. When used as a sanitary sewer application this pipe shall be PVC lined.

Upon demand, the manufacturer of pre-cast concrete pipe shall furnish to the Engineer a “Certificate of Compliance” in accordance with the provisions in Section 6.03 of these Standard Specifications.

The cement used in manufacture shall be Type II, as per ASTM C150. Unless otherwise noted in the approved Construction Drawings, provide Class III pipe fpr all pipe buried ten feet (10’) or less, Class IV for pipe buried eleven feet to fifteen feet (11’-15’), and Class V pipe buried gr eater than sixteen feet (16’). All pipe approved will have an interior surface which is free from roughness, projections, indentations, offsets or irre gularities of any kind. Pipe type could vary dependent upon “D” loads. Engineer to specify and provide verification. b. Pipe Lengths:

Furnish pipe in standard lengths. Shorter lengths may be used where required by construction details or when approved by the City. c. Repairs: Pipe may be repaired, if nece ssary, because of occasional minor imperfections in manufacture or accidental injury during handling and will be acceptable if, in the opinion of the City, the repairs are sound, properly finished and cured, and the repaired pipe conforms to the requirements of ASTM C76. Use mortar for repairs which ha s a compressive strength of six thousand (6,000) psi at the end of twenty-eight (28) days.
d. Marking: Mark all pipe in accordance with ASTM C76; no pipe will be accepted unless these markings appear on all pipe.
e. Joints: The ends of reinforced c oncrete pipe sections shal l be of such design that when properly laid they shall have a sm ooth and uniform interior surface. Both ends of pipe sections shall be substantially free of cracks and broken edges. Pipe so found to be damaged shall be rejected fo r use in the work. Each joint shall be sealed to prevent leakage. Sealing of joints shall be accomplished with rubber gaskets, as indicated in the approved C onstruction Drawings or specified in the Special Provisions, and shall conform to the following specifications:
i. Rubber Gasketed Joints: Rubber gasketed joints shall conform to the City of Visalia Page 81 Standard Specifications
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requirements of ASTM Designation: C443 and shall be flexib le and able to withstand expansion, contraction and settlement.

The ends of the pipe shall be thoroughl y cleaned immediately prior to joining sections of pipe. The two (2) sections jo ined shall be firmly placed together in such a manner that the tongue or gasket end of the pipe “homes” on the bell end of the pipe. No appreciable gap shall exist at the completed joint, except as permitted by the Engineer at locations wh ere curves in the pipe alignment are specified or required. Excessive gaps in a ny case shall be cause for rejection of the work, and corrective measures shall be taken when ordered by the Engineer.
ii. Construction Joints: Whenever two (2) sections of pipe are to be joined where standard joints are not available, such as joining reinforced concrete pipe to cast-in-place or asbestos cement pipe, a concrete collar shall be constructed around the full periphery of the pipe and extending one foot (1’) each side of the joint. The collar shall be of a minimum thickness equal to that of the concrete pipe, but in no case less than four inches (4”) thick. The interior of the joint shall be smoothed with cement mort ar and brushed. The area to receive the collar shall be thoroughly cleaned and dampened immediately prior to construction of the collar. The cost of constructing concrete collars shall be considered as included in the cost of the items requiring the collar, and no additional payment will be made therefore.
f. Pipe Laying:

Pipes shall be laid in conformity with the prescribed lines and grades obtained from stakes set by the Engineer. The pipe shall be laid uphill from structure-to-structure with the bell (or groove) end up-grade. Pipe with elliptical reinforcement shall be placed with th e minor axis in a vertical position.

Adjustments of pipes to line and grade shall be made under the body of the pipe throughout its entire length and not by bl ocking or wedging. Bell holes shall be accurately placed and shall not be larger than is reasonably required to make the joint. Before the pipe is laid, the interior of the bell of the preceding pipe shall be carefully cleaned. After each section of pipe has been laid to line and grade, it shall be joined to the preceding section as requi red in Section 17.07.e, “Joints” of these Standard Specifications. After jointing procedure has commenced, there shall be no movement of the pipe whatsoever in s ubsequent operations. Material shall be placed uniformly on either side of th e pipe to prevent any movement, in accordance with Section 12.06 of these Sta ndard Specifications. For mortar joint pipe, no walking in the trench or worki ng over the pipe after it has been laid, except as may be necessary in tamping the earth and refilling, will be permitted until the pipe has been braced as specified above.

17.07 CAST-IN-PLACE CONCRETE PIPE

a. Materials: Concrete used in the construction of non-reinforced cast-in-place concrete pipe and cement mortar used fo r patching, smoothing or repair of cast-in- place concrete pipe shall conform to the requirements of Section 10 “Portland Cement Concrete, Cement Mortar” of these Standard Specifications.

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Concrete shall be either Class “A” (six sack mix), or Class “B” (five sack mix), and shall develop a minimum compressive strength of two thousand eight hundred pounds per square inch (2,800 psi) at twenty-eight (28) days.

Admixtures shall be used only in conformity with th e requirements of Section

10.04 of these Standard Specifications.

Coarse and fine aggregate gradation sha ll conform to the requirements of Section

10.02 “Materials” of these Standard Speci fications and these coarse aggregate maximum size limitations:

Pipe Diameter Maximum Aggregate Size
24” to 48” 1” maximum
48” and over 1 ½” maximum
Coarse and fine aggregate shall also conform to ASTM Designation: C-33-57 as revised.

Reinforced concrete pipe may be substituted for cast-in-place concrete pipe at any location and shall comply with the following provisions:
i. Reinforced concrete pipe shall conform to the requirements of Section 17.04 of these Standard Specifications.
ii. Substituted pipe shall have the same internal diameter as specified for cast-in- place pipe. The pipe class shall be as specified or as determined by the Engineer.
iii. Joints on substituted pipe shall be of the cement mortar type unless otherwise indicated in the approved Construction Drawings or in the Special Provisions. iv. Payment shall be at the unit price bid fo r cast-in-place concrete pipe with no additional compensation paid therefore, except as provided in this Section. b. Nominal Internal Diameter:

The nominal internal diameter shall be the size
indicated in the approved Construction Drawings. The actual internal diameter of the pipe at any point shall not be more than five percent (5%) less than the nominal internal diameter, and the actual internal cross-sectional area of the pipe at any point shall not be less than the cross-sect ional area of a circle computed from the nominal internal diameter. The Contractor may be allowed to construct pipe of larger sizes than that specified in the approved Construction Drawings; however, any and all deviations in sizes from th at specified must be approved by the Engineer.
c. Wall Thickness: Minimum wall thickness for the various sizes of pipe shall conform to the following table:

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Internal Diameter Mini mum Wall Thickness of Pipe
24” 3”
30” 3”
33”- 36” 3½”
42” 4”
48” 5”
54” 5½”
60” 6”
66” 6½”
72” 7”
78” 7½”
84” 8”
90” 8½”
96” 9”
d. Excavation:

Excavation shall conform to the requirements of Section 12.05, “Trench and Structure Excavation” of these Standard Specifications. e. Bedding: Bedding shall conform to the requirements of Sections 12.05 and 17.13 of these Standard Specifications, unle ss otherwise specified in the Special Provisions.
f. Pipe Construction (Feasibility): The City makes no guarant ee as to the types of soil or of soil conditions within the proj ect limits. The Contra ctor shall perform whatever soils or other tests as he deems necessary to make himself fully aware, prior to submitting a bid proposal, of the soil types or conditions which may prevail throughout the project site. Tests so performed shall be conducted at the Contractor’s expense, and no compensation will be paid therefore.

Where unstable trench conditions are encount ered, the Contractor shall attempt to stabilized the trench by shor ing or, wherever practical, by sloping the sides of the trench above the top of the pipe.

Where the Engineer determines, due to uns table trench conditions or other reasons, that it is not feasible to place cast-in-pl ace concrete pipe, the Contractor shall place reinforced concrete pipe of the same size and class indicated in the approved Construction Drawings or Bidder’s proposal, or a specified in the Special Provisions. The Contractor will be paid for reinforced concrete pipe so placed at the unit price bid for cast- in-place pipe and no addi tional compensation paid therefore.

Construction of cast-in-place concrete pipe may be considered as not feasible when the trench walls are not stable below a distance above the bottom of the trench equal to one-half the diameter of the pipe. The Engineer, however, shall be the sole judge as to the feasibility of constructing cast-in-place concrete pipe as shown in the approved Construction Drawings. Constr uction of cast-in-place concrete pipe shall be considered as feasible where fifty feet (50’) or more of stable trench is encountered.

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g. Pipe Construction: Pipes shall be constructed in conformity with the prescribed lines and grades obtained from stakes set by the Engineer.

All surfaces against which concrete is to be placed shall be free from standing water, mud and debris and shall be firm enough to pr event contamination of the concrete by earth or other foreign material.

Absorptive surfaces against which concrete is to be placed shall be moistened thoroughly so that the moisture will not be drawn from the freshly placed concrete.

When placing operations cease or are delayed for any reason for more than thirty (30) minutes, the end of the pipe shall be left rough with a slope of approximately thirty degrees (30º) and the ends of the pipe shall be securely closed by heavy canvas or other acceptable material to prevent excessive dehydration of the concrete already placed. The joint so formed when placing operations again commence shall conform to the requiremen ts of Section 17.05b of these Standard Specifications.

Cast-in-place pipe shall be constructed in one placement around the complete periphery of the pipe by means of a traveling pipe -casting-machine approved by the Engineer. The Bidder may be required to furnish evidence of successful in- service performance of pipe produced by the pipe-casting-machine under similar working conditions.

Pipe shall be cast-in-place in a manner such that as forms are lapped, the lap ridges formed in the interior walls of the pipe face downstream in the direction of flow.

Forms used in the work shall be clean a nd reasonably free of concrete adhering to the surface of the forms from previous ope rations. Immediately prior to use in the work, work, each form shall be sprayed or otherwise coated with an approved form oil. Forms used shall be of sufficient st rength to withstand vibrating of concrete and which will provide interior dimensions of the pipe in accordance with the tolerances of Section 17.05 of these Standard Specifications. Damaged forms shall not be used in the work and shall be removed from the job site. h. Construction Joints:

Where construction of cast-in-place concrete pipe stops short of a manhole or other struct ure and construction will cont inue at a later time, or where cast-in-place pipe is to be jointed to pre-cast pipe, the resulting joint shall be reinforced by constructing a concrete co llar around the joint. This collar shall extend one foot (1’) each side of the joint around the full periphery of the pipe, and shall be equal in thickness to the wall thickness of the joined pipe, but in no case less than four inches (4”). The area to receive the collar shall be thoroughly cleaned and dampened immediately prior to constructing the collar. The cost of constructing concrete collars shall be considered as included in the cost of the various items requiring construction of concrete collars, and no additional payment will be made therefore.
i. Curing:

Immediately after finishing of the e xposed exterior surface of the pipe, it shall be covered with an approved polyethylene or plas tic membrane which shall be anchored sufficiently to keep the surface covered.

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Unless the pipe terminates at a structure which is closed to the air, the ends of the pipe, as well as any other openings, shall be securely closed with an impermeable membrane for a minimum of seven (7) days or until the structure is constructed, if sooner. Precaution shall be used to make the structure reasona bly air-tight for a minimum of seven (7) days, except when work is taking place inside the pipe. j. Finish:

The exterior exposed surface of the pipe shall have a steel screeded finish.

A hand trowel shall be used, as construction progresses, to smooth areas not sufficiently smoothed by the pipe-casting m achine. All finishing of the exterior shall be accomplished immediately as pipe construction progresses.

The interior surface of the pipe shall be eq uivalent to a steel screeded finish. All honey-combed or minor voids shall be chipped out, filled and smoothed with cement mortar. Major voids shall be repa ired with Portland Cement Concrete (Class 2 or 3) in a manner prescribed by the Engineer.

Excessive longitudinal ridges along the sides of the interior of the pipe shall be chipped back and smoothed with cement mo rtar as directed by the Engineer. Form lap offsets exceeding the limits established below shall be chipped back and smoother with mortar.

Pipe Diameter Maximum Offset

24” - 30” 3/8”
33” - 42” 1/2”
48” - 66” 5/8”
72” - 90” 7/8”
96” – larger 1”
Interior finishing shall be accomplished as soon as possible or practical after placing of the pipe and shall be subject to the provisions of Section 17.17, “Payment” of these Standard Specifications.
k. Concrete Tests:

During the placing operations, the Contractor, if requested, shall assist the Engineer in securing three (3) standard test cylinders for each fifty (50) cubic yards, or portions thereof, per day. Test cylinders shall be tested for strength by a recognized testing laboratory. The cost of such tests will be at the Contractor’s expense and certified copies of the results will be submitted to both the Contractor and the Engineer. One (1) of the cylinders will be tested at the end of seven (7) days; one (1) of the test cylinders will be tested at the end of twenty-eight (28) days; and one (1) of the test cylinders will be held to be tested at the discretion of the Engineer, all in accordance with th e procedures established by the ASTM Designation: C39.
l. Hydrostatic Tests:

When hydrostatic testing is specified and when the concrete has reached a compressive strength of tw o thousand eight hundred pounds per square inch (2,800 psi), the Contra ctor shall test the pipe with water to the maximum operating head. The line may be tested in one length or in sections, as approved by the Engineer. Each test shall be maintained for twenty-four (24) hours at the maximum operating head.

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All leaks creating wet spots at the soil surface, or otherwise exposed by the test, shall be repaired by and at the expense of the Contractor. Leakage loss during this test period shall not exceed one thousand gallons (1,000 gal) per inside diameter inch per mile of pipe installed, for a period of twenty-four (24) hours.

Where leakage exceeds the allowable, the Contractor shall discover the cause and remedy it before the line is offered for re testing and acceptance. If the leakage is less than the allowable, and individual leaks are observed, such leaks shall be repaired in a manner satisfactory to the Engineer.

17.08 VITRIFIED CLAY PIPE AND FITTINGS
a. Materials: Vitrified clay pipe and fittings sha ll be extra strength bell and spigot pipe manufactured in accordance with ASTM Designation: C200.

Upon demand, the manufacturer of vitrified clay pipe shall furnis h to the Engineer a “Certificate of Compliance” in accordan ce with Section 6.03 of these Standard Specifications.
b. Joints: Joints shall be performed factory fabricated plastisol joints manufactured in accordance with ASTM Designation: C425.

Joints shall be of such a design that when the pipe is properly laid there shall be a smooth and uniform interior surface. Ends of pipe sections and fittings shall be free of cracks and broken edges. Pipe so found shall be rejected for use in the work.

The ends of the pipe shall be thoroughly cleaned immediately prior to joining sections of pipe. The two (2) sections joined shall be firmly placed together in such a manner that the spigot end of the pipe “homes” on the bell end of the pipe. No appreciable gap shall exist at the completed joint, except as permitted by the Engineer at locations where curves in the pipe alignment are sp ecified or required.

Excessive gaps in any case shall be cause for rejection of the work, and corrective measures shall be taken when ordered by the Engineer.
c. Pipe Laying:

Pipes shall be laid in conformity w ith the prescribed lines and grades obtained from stakes set by the Engineer. The pipe shall be laid uphill from structure to structure. Occasional variati ons in grade will be permitted as follows:

Above grade one-quarter inch (¼”); below grade not to exceed one-half inch (½”); alignment not to exceed three inches (3”) if gradual over a distan ce of twenty feet (20’). Adjustments of pipes to line and grade shall be made under the body of the pipe throughout its entire le ngth and not be blocking or wedging. Bell holes shall be accurately placed and shall not be larger than is reasonably required to make the joint. Before the pipe is laid, the interior of the bell of the preceding pipe shall be carefully cleaned. After each section of pipe has been laid to line and grade, it shall be joined to the preceding section as required in Sec tion 17.09.b, “Joints” of these Standard Specifications. After jointing procedure has commenced, there shall be no movement of the pipe whatsoever in s ubsequent operations. Material shall be placed uniformly on either side of th e pipe to prevent any movement, in accordance with Section 12.06 of these Standard Specifications. No walking in the City of Visalia Page 87 Standard Specifications
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trench or working over the pipe after it ha s been laid, except as may be necessary to tamping the earth and refilling, will be permitted until the pipe has been braced as specified above. The open ends of a ll sewer lines being installed shall be covered to keep out animal life, etc., whenever the line is left unattended for any length of time, such as overnight.

17.09 WYES (GENERAL)

Wyes shall be of the same material as the main sewer line and be manufactured to be compatible with the pipe with which they are installed. They shall conform to the strength and jointing requirements of the Standard Specificati ons that covers the type of pipe with which they are to be installed.

The Contractor shall place wyes of the size specified at the locations shown in the approved Construction Drawings or as directed by the Engineer. Wyes, unless otherwise specified, shall be inclined at an angle from the horizontal of not greater than forty-five degrees (45°).

Each wye that does not terminate in a manhole shall be closed at the bell with a cap made for that purpose.
a. Payment: Payment for wyes shall be made on a unit price per each basis, or as otherwise specified in the Special Provisi ons, and shall include full compensation for supplying all labor, mate rials, tools, caps, equipm ent, and incidentals, and doing all work involved in furnishing and installing the wye as shown in the approved Construction Drawings and as speci fied in these Standard Specifications and the Special Provisions, and as direct ed by the Engineer, and no additional payment will be made therefore.

17.10 HOUSE BRANCHES (GENERAL)
Sewer house branches shall be installed at th e locations shown in the approved Construction Drawings and in conformance with the Engineering Improvement Standards.

Four inch (4”) and six inch (6”) diameter bran ches may be connected directly to sewer mains eighteen inch (18”) or greater in diameter providing that the type of connection to the main is approved by the Engineer.

House branches eight inch (8”) or greater in diameter must connect to mains with a manhole structure. Installation of house branches shall commence at the bell of the wye or from the manhole and extend to a point five feet (5’) inside the property line. At this point, the branch shall be plugged to seal the ends with a plug th at is approved by the manufacturer of the pipe for use with his product.
a. Marking:

The location where the sewer crosses beneath curb and gutter shall be marked on the curb with the letter “S”. In cases where a concrete curb does not exist or will not exist in the near future, the Contractor shall mark the end of the house branch with a two inch by four inch (2” x 4”) board, three feet (3’) long that extends one foot (1’) above the ground.

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House branches shall be installed in existing st reets in such a manner that the street will be open to traffic at all times.

17.11 PIPE LINE ACCEPTANCE TEST (SANITARY AND STORM)
The sewer line acceptance test shall be a low pr essure air test performed under the supervision of the Engineer and utilizing the following procedure:

Test shall not be made until the section of pipe to be tested, including house branches, has been cleaned, completely backfilled and the trenches compacted as specified in Section 12.06 of these Standard Specifications.
a. Mandrel:

Deflection test shall be performe d as stated in Sections 17.04, 17.05 and

17.06 of these Standard Specifications.
b. Air Test: The air test is to be made on the pi pe installation without the addition of seals to the pipe interior. The application of mortar, epoxy, caulking compounds, or other material to the pipe will be prohibited unless authorized by the City Engineer.

Failure to meet the air test will require the Contractor to replace sections as required. Any broken pipe, separation of joints, or any pipe not laid true to line and grade, shall be replaced. All test expenses are to be borne by the Contractor.

Plugs to be used in the test shall be the pneumatic type equipped with pressure gauges for measuring air pressure in the sewer pipe to be tested. The pressure gauges shall be calibrated in one-half of one pound per square inch (½ psi) increments and connected to the plug in such a way that when the plug is placed in the installed line, the gauge can be located outside of the manhole.

All plugs shall be seal tested before bei ng used in the actual test installation. The seal test shall be conducted by placing in both ends of a pipe laying on the ground, the plugs to be tested. The plugs shall then be inflat ed to twenty-five pounds per square inch gauge (25 psig). The sealed pipe shall then be pressurized to five pounds per square inch gauge (5 psig). The plugs shall not move when subjected to this pressure.

Length of line tested at one time shall be limited to the length between adjacent manholes.

Air test procedure shall be as follows:

Pressure the test section to three and one-
half pounds per square inch (3½ psi) and hold above three pounds per square inch (3 psi) for not less than five (5) minutes . Add air if necessary to keep pressure above three pounds per square inch (3 psi) . At the end of this five (5) minute saturation period, note the pressure (mus t be 3.0 psi min.) and begin the timed period. If the pressure drops one-half of one pound per square inch (½ psi) in less than the time given in the following table, then the section of pipe shall not have passed the test.

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Line Size Minimum Time (Seconds)
4” 122
6” 184
8” 245
10” 306
12” 367
15” 460
For larger diameter pipe use the following formula:

Minimum Time (seconds) = 370 multiplied by pipe diameter (feet) If the test is not passed, the leak shall be found and repa ired to the satisfaction of the Engineer and the length of the repaired line retested.

The pressure gauge used shall be supplie d by the Contractor, shall have minimum divisions of one tenth of one pound per squa re inch (0.10 psi) and shall have an accuracy of four hundredths of one pound per square inch (0.04 psi). Accuracy and calibration of the gauge shall be certified by a reliable tes ting firm at six (6) month intervals or when requested by the Engineer.

A physical inspection of the pipe may also be made. In such case, the Contractor shall furnish adequate blowers and ven tilation equipment to allow passage of personnel through the pipe. The Contractor shall promptly repair all defects in workmanship noted in the inspections.
c. Video Inspection:

The Contractor shall furnish video inspection of the newly installed storm and/or sanitary mains. The video inspection shall be made after required leakage and deflection tests have been completed and before trench resurfacing. Prior to performance of the camera inspection, the Contractor shall flush the lines with water to provide indi cation of high or low spots in the flowline grade. The inspection shall be recorded in true color in VHS (“SP”) cassette or DVD format. The camera resolution shall be of a quality that will allow pipe joints to be inspected, imperfections in the pipe to be noted and any sag to be detected.

The camera equipment shall also provide on screen footage, date, and time indication.

A written log shall accompany the recorded inspection. The following information shall be included:
i. Date
ii. Tape Number
iii. Location
iv. Pipe Material and Size
v. Name of Equipment Operator
vi. Name of Firm Performing the Inspection
vii. All deficiencies in the pipe and installation shall be noted and their location referenced to their on-screen footage readout.

City of Visalia Page 90 Standard Specifications
Section 17
Sewer and Storm Drain Pipe

The testing company shall provide a map of the tested pipe. Information provided shall clearly correlate between pipeline plans and the recorded video inspection.

Lateral lines shall be documented by stationing from centerline of manholes.

Within twenty-four (24) hours of the completion of the video test a copy of the test and the log shall be delivered to the Engi neer. The video test and log shall become the property of the City of Visalia.

The City shall be the sole judge as to the acceptability of construction revealed by the video inspection. Any broken, damaged, or deficient pipe, any separation or offset of joints, any pipe exceeding the tolerances for line, grade, or deflection, and any infiltration points shall be replaced or repaired at the Contractor’s expense.

The repair will then be re-inspected at th e Contractor’s expense until the repair is satisfactory.

17.12 BEDDING

Bedding for all pipe, unless specified otherwise in these Standard Specifications or the Special Provisions, shall conform to the requireme nts of Section 12.06 of these Standard Specifications.

17.13 BACKFILL
Backfill for all pipe, unless specified otherwise in these Standard Specifications, shall conform to the requirements of Section 12.06 of these Standard Specifications.

17.14 PROTECTION OF PIPE
The requirements of this Section 17 shall not relieve the Contractor of the provisions of Section 7.12 of these Standard Specifications.

The Contractor shall exercise every precaution ag ainst damage to the pipe, including damage from subsequent backfill or compaction operations. Any damaged pipe shall be removed from the work or repaired as directed by the Engineer.

17.15 WATER/SEWER SEPARATION
Water and sewer mains and house services shall maintain minimum vertical and horizontal separation between each other as required by Title 17 of the State of California Administrative Code, Section 7081 (b).

17.16 PAYMENT
The length of pipe to be paid for will be the slope length designated by the Engineer. When pipes are laid through structures as shown in the Engineering Improvement Standards or as directed by the Engineer, the payment quantity will include those quantities within the City of Visalia Page 91 Standard Specifications
Section 17
Sewer and Storm Drain Pipe

structure. When pipes begin and/or terminate at structures, the payment quantity shall be exclusive of structures. When pipes enter a stru cture from a right angle and are cut to conform to the faces of the structure or of a slope, the quantity to be paid for will be measured along the center line of the pipe to the inside face of the structure, or to the face of the slope.

The price paid per linear foot of pipe shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, including, but not limited to, all fittings and couplings as may be required, and doing all work involved in installing the pipe complete and in place, including, but not limited to, excavation and backfill, and for all tests as herein specified, all as shown in the ap proved Construction Drawings, as specified in these Standard Specifications, in the Special Provisions, and as directed by the Engineer.

City of Visalia Page 92 Standard Specifications

SECTION 18 - BORING AND JACKING PIPE

18.01 GENERAL
a. Description of Work:

This work encompasses the work required to install a casing pipe by boring and jacking.
b. Job Conditions:
i. Protection of Existing Underground Utilities:
(a) The locations of existing utilities ar e shown in the approved Construction Drawings based upon information and data supplied by the City or by the Owner of the utility. The utilities are shown in the approved Construction Drawings for information only and are not guaranteed to be either complete or accurate. It is the Contractor’s re sponsibility to contact all utilities and USA to locate utilities prior to construction.
(b) Any damaged caused to existing utilities shall be reported to the appropriate utility and repaired in accordance with the utility’s standards. (c) The cost to repair/replace damaged utilities shall be borne by the Contractor.
(d) If an interruption of utility servic e results from accidental damage, the Contractor shall take immediate steps as necessary to notify the utility and restore service. Contractor’s perso nnel shall not leave the site until the interruption has been restored.
ii. Work Within Railroad or Utility Right-of-Way:
(a) When the Contractor is performing work within the right of way of other jurisdictions such as railroads or util ities, such work shall comply with applicable permits or regulations of such jurisdictions.

18.02 MATERIALS

a. Casing Pipe:
i. Casing Pipe: Welded steel pipe ASTM A-139, Grade B, with minimum thirty five thousand pounds per square inch ( 35,000 psi) yield strength. Casing shall not be spiral welded. All casing lengths shall be equal to the auger length. ii. Carrier Pipe: As indicated in the approved Construction Drawings. iii. The encasing pipe shall be clean and coated on the outside with two (2) coats of coal tar epoxy: Carboline Bitumastic 300M Coal Tar Epoxy Coating or equal.

City of Visalia Page 93 Standard Specifications
Section 18
Boring and Jacking Pipe

iv. Unless noted otherwise in the approve d Construction Drawings, steel casing pipe shall have a minimum wall thickne ss as noted in the following Table.

Larger casing pipe maybe substituted at no additional cost to the City.

Minimum Wall Thickness for Steel Casing Pipe for H25 and E80 Loading Wall Thickness, Minimum Inches
Nominal Diameter Under Highway Under Railroad
(inches) (inches) (inches)
12 ¾ and under 0.188 0.188
14 0.188 0.250
16 0.188 0.281
18 0.250 0.312
20 and 22 0.250 0.344
24 0.281 0.375
26 0.281 0.406
28 0.312 0.438
30 0.312 0.469
32 0.312 0.500
34 0.312 0.5312
36 0.344 0.5625
b. Spacers/Skids:

PVC casing spacers may be used for all installations.

PVC casing spacers shall be attached to the conduits with stainless steel straps to center the pipe in the casing. The spacers shall prevent appreciable movement of the conduit up or down or sideways within the casing. Spacers shall be placed every four feet (4’) on center throughout the steel casing.

Redwood Skids may be used instead of spacers. Skids shall be comparable quality and functionality, spaced at four feet (4’) on center.

18.03 EXECUTION

a. General:

The conduit shall be installed by jacking into place. Earth displaced by the conduit shall be removed through the interior of the conduit by hand, by auger, or by other acceptable means. Sections of the casing pi pe shall be welded together with a continuous circumferential weld to form a continuous conduit capable of resisting all stresses, including jacki ng stresses. Any other facili ties required, or any other additional reinforcement of strength of cas ing pipe required to withstand jacking pressures shall be determined and furnishe d by the Contractor at his expense. The casing pipe conduit, in its final position, sha ll be straight and true to alignment and grade, as required by the approved Construction Drawings.

Completed bore holes shall not exceed the outside diameter of the casing by more City of Visalia Page 94 Standard Specifications
Section 18
Boring and Jacking Pipe