8.0 Section G - Contract Drawings REV 2.0.pdf

SECTION G

CONTRACT DRAWINGS

SAN BERNARDINO COUNTY

WILDLAND FIREFIGHTING HELITANKER STATION

FOR

SAN BERNARDINO COUNTY,

SAN BERNARDINO, CALIFORNIA

PROJECT NO.: 1378.0185

SPECIAL DISTRICTS DEPARTMENT

COUNTY OF SAN BERNARDINO

TABLE OF CONTENTS

SECTION G

CONTRACT DRAWINGS

SECTION PAGE

1.1 Plumbing G-1

1.2 Site layout G-2

1.3 Division H Standard Drawings G-5

1.4 Division F Design Criteria and Plan Preparation G-34

1.5 Approved Reduced Pressure Principle Backflow Device G-90

1.6 List of Approved Backflow Prevention Assemblies

HOT TAP

DEPARTMENT OF PUBLIC WORKS

DPW

PROJECT NO.

LOCATION MAP

Site 3 initial evaluation

PROJECT NAME

Wildland firefighting Helitanker Station

Area

Initial assessment:

• Flat and compacted soil. No earthwork would be necessary to support a helitanker station.

• Site provides ample space for touch down of all 3 types of fire fighting classes of helicopters with minimal site improvements i.e., tree removal and light post relocations.

• Water source on site by tapping into County owned water well co-located at site. Significant cost savings as the possibility of County workforce to perform adaptations to the water distribution system to connect firefighting equipment.

• Advantageous access for all types of emergency response vehicles including Semi-truck pulled Emergency command centers. With assumed availability to also pull electricity from local water well system and other on-site building to the west.

Area

DPW

PROJECT NO.

LOCATION MAP

Site 3 initial evaluation

PROJECT NAME

Wildland firefighting Helitanker Station

Over 200 feet of clearance at different locations

Power: Delivered though existing electrical systems

Site has three approaches without hazards.

Wildland Firefighting Helitanker Station Location D

DPW

PROJECT NO.

LOCATION MAP

Site 3 initial evaluation

PROJECT NAME

Wildland firefighting Helitanker Station

Green line: 200 linear feet

Yellow line: 100 linear feet

Wildland Firefighting Helitanker Station Location D

TABLE OF CONTENTS

DIVISION “H”

STANDARD DRAWINGS

WATER

REVISED 4-14-2020

Drawing No.

H-1 H-2A H-2B H-3A H-3B H-3C H-3D H-4A H-4B H-5 H-6 H-7A H-7B H-8A H-8B H-9 H-10A H-10B H-11 H-12 H-13 H-14 H-15 H-16 H-17 H-18 H-19 H-20

PROTECTION OF UTILITY WATER LINES FROM SANITARY SEWERS

5 ¼” FIRE HYDRANT ASSEMBLY 6” VALVE OPENING P.V.C. MAIN

6” FIRE HYDRANT ASSEMBLY STEEL MAIN

THRUST BLOCKS

THRUST BLOCKS

PIPE RESTRAINTS

PIPE RESTRAINTS

1.25” DUAL METER CONNECTION MUNICIPLEX

2” DUAL METER CONNECTION MUNICIPLEX

FIRE DETECTOR CHECK VALVE ASSEMBLY

AIR AND VACUUM VALVE ASSEMBLY

4” & 6” BLOWOFF ASSEMBLY – P.V.C. MAINS

4” & 6” BLOWOFF ASSEMBLY – STEEL MAIN

4” & 6” FLUSH-OUT ASSEMBLY – A.C. AND P.V.C. MAINS

4” & 6” FLUSH-OUT ASSEMBLY – STEEL MAIN

SERVICE CONNECTIONS TO WATER MAINS

8” PRESSURE REDUCING STATION

6” PRESSURE REDUCING STATION

VALVE BOX

CONCRETE BLANKET

DOUBLE CHECK VALVE ASSEMBLY

REDUCED PRESSURE PRINCIPLE BACKFLOW DEVICE

TRENCH REPAIR IN ROADWAYS

TYPICAL TRENCH DETAIL

WATER MAIN DROP SECTION DETAIL

BACKFILL STABILIZER DETAIL

CHAIN LINK FENCE DETAIL

CHAIN LINK GATE DETAIL

CALIFORNIA

STANDARDS

FOR

DOMESTIC WATER SYSTEMS

DIVISION F

DESIGN CRITERIA AND PLAN PREPARATION

DIVISION G

TECHNICAL SPECIFICATIONS

DIVISION H

STANDARD DRAWINGS

REVISION

APRIL-14-2020

TABLE OF CONTENTS

DIVISION “F”

DESIGN CRITERIA AND PLAN PREPARATION

WATER

SECTION PAGE

1.1 General F-1

1.2 Water Demand F-2

1.3 Design for Future Growth F-2

1.4 Supply F-2

1.5 Storage F-2

1.6 Booster Stations F-3

1.7 Transmission and Distribution Mains F-3

1.8 Electrical Equipment F-5

1.9 Automatic Controls F-6

1.10 Miscellaneous Requirements F-6

1.11 Plan Preparation F-6

1.12 Technical Specifications F-7

1.13 Standard Drawings F-7

1.14 Sample Plan F-8

DESIGN CRITERIA AND PLAN PREPARATION

WATER

The following requirements pertain to the design and preparation of plans for construction of the various components to the water system.

1.1 General

1.1.01 Scope -- All wells, transmission and distribution mains, storage reservoirs and booster stations to be owned, maintained, and/or operated by the District shall be designed and plans prepared according to the criteria set forth in this section, and shall be so designed to conform to all applicable State and local laws, ordinances and regulations. The design shall also take into consideration any environmental restrictions applicable to a particular region.

1.1.02 Design Competence -- In general, all water facilities shall be designed by licensed Professional Engineers in the state of California according to accepted practice in the water field.

Generally, the design standards and construction standards provided herein shall be in compliance with the American Water Works Association (AWWA) and the Insurance Services Office (ISO). Other recognized standards may be accepted; however, request for use of other standards shall be offered to this agency in writing and shall include reasons for requesting a variance from the above mentioned authorities.

1.1.03 Legal Access -- Each lot to be served by water shall have frontage to a public street or recorded easement containing a water line, or be provided with permanent legal access to such a water line.

Any water facilities required for operation shall be provided within lands which have been dedicated in perpetuity and recorded, or which have been provided in fee title and recorded. Dimensions of property offered either for dedication or in fee title shall be adequate to facilitate the ultimate size of the proposed water facility and be adequate to provide space required for turning movements of heavy equipment which normally would be required to construct, maintain and replace the water facility.

1.1.04 Deviations -- Deviations from any of the criteria adopted herein may be permitted upon written request to and approval by the District.

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1.2 Water Demand

1.2.01 Domestic Use -- Domestic flows shall be based on consumption records of surrounding water systems. In the absence of such records, domestic flows shall be based on the following: an average daily use of 180 gallons per capita per day; a peak daily flow of two times the average daily flow; and a peak hourly flow of four times the average annual daily flow.

1.2.02 Fire Flow -- Fire flow demand on the system shall be per the standards entitled “Guide for Determination of Required Fire Flow” published by Insurance Services Office. All fire protection water systems shall require the approval of the fire authority having jurisdiction in that given area prior to final approval of the water system design.

All fire flow requirements are over and above the average daily consumption of water, and shall be achieved at not less than twenty-(20) psi minimum residual pressure at the point of fire flow.

1.3 Design For Future Growth

Transmission and distribution mains shall be designed for ultimate demand. Storage, supply, and booster station facilities shall be reviewed by the District on a per case basis.

1.4 Supply

1.4.01 General -- The supply system shall be designed as a multi-source system capable of handling peak daily demand with the largest source of supply not in operation.

1.4.02 Wells -- Wells shall be housed in a structure compatible with the surroundings.

Provisions within this structure shall be made to facilitate removing of pumps, motors and other equipment. Wells shall be located upon land to which legal access is provided and for which a permanent easement or title is recorded. Vertical turbine pumps shall meet the standards set forth in AWWA Standard E-101. All wells shall be furnished with sounding tube, air line, water meter, electric kilowatt hour meter, running time meter, air valve, gravel shoot casing vent, check valve or pump control valve, and shutoff valve on the discharge piping.

1.5 Storage

Storage capacity shall consist of operational storage plus fire flow storage as related to each pressure zone. Operational storage shall be the maximum day demand. The inclusion of emergency storage should be considered depending upon the reliability of supply.

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1.6 Booster Stations

1.6.01 Pumps in Hydropneumatic Systems -- In systems where pumps shall be instantaneous peak demands, without supplementary flows from storage, the pump capacity shall be based on peak hour demand together with coincidental fire flow demand for the highest fire flow anticipated for the proposed land use with one pump out of service.

1.6.02 Pumps in Gravity Systems -- In systems with adequate available flows from storage to supplement pumping, pumping capacity should be based on peak day demand together with coincidental fire flow demand for the highest fire flow anticipated for the proposed land use with one pump out of service.

1.6.03 Structure -- Booster pumps shall be housed in a weather-tight structure compatible with the surroundings. Provisions within this structure shall be made to facilitate removing of pumps, motors and other equipment.

1.7 Transmission and Distribution Mains

1.7.01 Pipe Size -- Mains shall be sized to accommodate the greater of the following while maintaining a minimum pressure as specified in subsection 1.7.02 herein at street service connections. The minimum pipe diameter is 8”.

1) peak hour demand

2) peak day demand plus fire flow

3) nighttime storage replenishment flow

The capacity of water mains shall be determined by using the Williams and Hazen Formula with an appropriate “C” value. The velocity of the water in the pipe shall be limited to 8-feet per second maximum, except in hydrant branch lines.

The maximum loss of head during either peak hour or nighttime replenishment flow conditions shall be 3-feet per 1,000 lineal feet of pipeline.

1.7.02 Operating Pressures -- Maximum pressure in mains shall not exceed 125 psi.

Pressure reducers will be required on service connections where static pressure exceeds 90 psi.

Minimum pressure in mains shall be 40 psi during peak hour operation without fire flows and shall not be less than 20 psi during peak hour operation with fire flows.

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1.7.03 Depth of Cover -- A minimum four – foot depth of cover from top of pipe to finish grade or top of pavement shall be maintained on all pipelines below grade. Additional cover may be required where deemed necessary by the District.

1.7.04 Location and Alignment -- Wherever possible, water mains shall be located in public streets parallel to street centerlines.

1.7.05 Clearance from Sewer Lines -- Where possible, a minimum horizontal clear distance of 10-feet shall be provided between water and sewer line laid parallel. Where such lines cross a minimum vertical clearance of 3-feet shall be provided with the sewer under the water line.

If the above conditions cannot be met, special construction will be required according to the requirements set forth on Standard Drawing No. H-1 herein.

1.7.06 Mains under Structures -- No water mains shall be located beneath a structure (including fences and block walls) except as approved in writing by the District.

1.7.07 Looped Lines and Flushouts -- Looped lines shall be provided where practical. Where dead ends are necessary, provisions for flushing shall be included. No flushing device shall be connected directly to a sewer. Flushout assembly and size shall conform to Standard Drawing No. H- 8A. Blowoff assemblies shall be utilized on pipelines greater than or equal to 24 inches in diameter.

Fire hydrants may be used for flushout, where applicable, and upon approval by the District.

1.7.08 Valves -- Provide sufficient valves to permit isolation and repair of leaks and breaks, and in accordance with good water works practice. Except for transmission lines, in no case should a length of pipe greater than 1,320 feet be left without valve control. A valve box and cover shall be provided for all valves below grade and shall conform to Standard Drawing No. H-11 herein, unless part of an assembly covered by another standard drawing.

1.7.09 Fire Hydrants -- Fire hydrants shall be spaced along distribution mains as follows:

Single Family Residential (R-1) 660 feet maximum Multiple Residential, Commercial & Industrial 330 feet maximum

Spacing of fire hydrants shall not exceed the above maximum distances but fire hydrants may be spaced at closer intervals in conformance with requirements of local fire control authorities.

F-4

Hydrants shall be located at street corners or intersection whenever practical. Hydrants shall be 5 1/4-inch Type “B” according to land use as follows:

Medium to High density residential, Commercial, and Industrial Type “B”

Hydrant installation assembly shall conform to Standard Drawing No. H-2A and H-2B herein.

1.7.10 Service Connections -- Service connection assemblies shall conform to Standard Drawings No. H-4A and H-4B herein.

1.7.11 Air and Vacuum Valves -- Air release valves, air-vacuum valves, and air-vacuum combination valves shall be used in supply, transmission and distribution lines according to accepted practice in the water field. Air-vacuum combination valves shall be provided at high points in distribution system mains.

Valve assemblies shall conform to Standard Drawing No. H-6 herein.

1.7.12 Blowoffs -- Blowoff assemblies will be required at low points in distribution system mains 4 inches or greater in diameter.

Blowoff assemblies shall conform to Standard Drawings No. H-7A herein.

1.7.13 Thrust Blocks -- Concrete thrust blocks shall be installed as required according to Standard Drawing H-3A and H-4B herein. Where circumstances prevent the use of standard thrust blocks, special thrust restraint design shall require District approval.

1.7.14 Casing Spacers-- Installation of pipeline into a casing will require the use of restrained casing spacers, the number of spacers will vary by size, type and length of pipe. Quantities and brand to be approved by engineer/inspector.

1.8 Electrical Equipment

Electrical starters, switches, lights, motors, fixtures, controllers and instruments shall be enclosed and constructed in accordance with the National Board of Fire Underwriter’s Specifications to meet hazardous conditions anticipated. The Health and Safety Code of the State of California and National Electrical Code shall also be met.

Starters shall be of the magnetic type and shall be provided with hand-off automatic selector switches. The design of electrical equipment shall require District approval.

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1.9 Automatic Controls

Wells, booster stations, and storage facilities shall be electrically inter-connected to give the system complete automatic control. Provision shall be made for manual operation of controls in the event of failure of automatic controls, and automatic controls shall be designed fail-safe, and shall meet the District’s approval. Where additions to existing automatic control systems are contemplated, the design of the proposed additions and the interfacing methods shall require District approval.

1.10 Miscellaneous Requirements

1.10.01 Pump Discharge Runs -- A gate valve shall be placed on the discharge line of each pump. A pump control valve shall be placed on each discharge line between the gate valve and the pump.

Sufficient valves shall be provided to isolate each pump from the system.

An air release valve, properly vented to the outside of the pump house, shall be provided on each pump discharge line.

Pump discharge lines shall be protected from pressure surges created by starting and stopping of pumps. Pump control valves or other surge controls shall be utilized where required by the District.

A pressure relief valve is required in the discharge line.

1.11 Plan Preparation

Plans prepared for additions to the District’s water system and submitted to the District for approval shall be in substantial form and contain the information herein set forth. A sample plan is enclosed in the rear of Division “F.”

1.11.01 -- Drawings shall be in ink on mylar. Sheet size shall be 36-inch by 24-inch with standard District title block. FINAL drawings shall be placed in AutoCAD electronic format, copied and given to the District for archiving.

1.11.02 -- The General Notes shall appear once on the first sheet of the Plans. All required certifications and approvals shall also appear on the first sheet.

1.11.03 -- Each sheet shall have a title block in the lower right hand corner.

1.11.04 -- Each sheet shall have a North arrow, where applicable.

1.11.05 -- A key (vicinity and location) map having a scale of 1 inch – 500 feet or larger shall be shown on the first sheet of each set of drawings. Said key map shall show water lines, their sizes, gate valves, fire hydrants, and appurtenances in their scaled relation to one another. All roads shall be shown.

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1.11.06 -- Plan and profile are required for pipelines. Double plan and profile sheets may be used.

Scales to be used are as follows:

Plan and Profile 1 inch = 40 feet horizontal 1 inch = 4 feet vertical

If approved by the District, the following scales may be used:

1 inch = 80 feet horizontal 1 inch = 8 feet vertical

Profiles shall show pipe size; existing ground elevation or finish grade elevation; appurtenances; the depth, size, location, and nature of other utilities which cross over or under the water line; the location and nature of special construction such as concrete blankets or encasement; flow line elevations at grade changes; and any other information pertinent and necessary to the proper construction and recordation of the water lines.

1.11.07 -- At least one BenchMark shall be shown and/or described on each sheet. The indicated elevation shall be referenced to U.S.C. & G.S. datum.

1.11.08 -- The plans shall show the Tract and Lot numbers of property adjacent to the water line to be constructed.

1.11.09 -- The plans shall show all right of way lines, the distance from the centerline of roads, rights of way and easements to the center of the water line and other distances necessary to easements.

1.11.10 -- Show limits and type of street payment, curb, gutter, and sidewalk.

1.11.11 -- Show location of proposed service connections.

1.11.12 -- Show exact location of all structures within 20 feet of the water centerline.

1.12 Technical Specifications

The District’s Technical Specifications shall be utilized in the design of water facilities. Technical Specifications are in Division “G” of the District’s policies.

1.13 Standard Drawings

The District’s Standard Drawings shall be utilized in the design of water facilities. Standard Drawings are in Division “H” of the District’s policies.

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COUNTY OF SAN BERARDINO

TABLE OF CONTENTS

DIVISION “G”

TECHNICAL SPECIFICATIONS

WATER

Revised 4-14-2020

PAGE

PREFACE TO THE TECHNICAL SPECIFICATIONS - WATER

1.0 Supplemental Definitions G-i

2.0 Work Schedule G-ii

SECTION 1.0 – EARTHWORK

1.1 General G1-1

1.2 Obstructions G1-1

1.3 Earthwork in City, County, State and

Railroad Rights of Way G1-1

1.4 Safety Precautions G1-2

1.5 Excavated Material G1-2

1.6 Shoring, Sheeting, and Bracing G1-2

1.7 Clearing and Grubbing G1-2

1.8 Control of Water G1-3

1.9 Pipeline Excavation G1-3

1.10 Pipeline Foundation and/or Subgrade G1-4

1.11 Trench Backfill G1-4

1.12 Structural Earthwork G1-8

1.13 Drilling and Blasting G1-9

1.14 Final Cleanup G1-9

1.15 Erosion Control G1-9

SECTION 2.0 - CONCRETE CONSTRUCTION

2.1 General G2-1

2.2 Classes of Concrete G1-1

2.3 Portland Cement G2-2

2.4 Sand G2-2

2.5 Coarse Aggregate G2-2

2.6 Combined Aggregate Grading G2-3

2.7 Mixing Water G2-3

2.8 Air Entertainment G2-3

2.9 Pozzolan G2-3

2.10 Other Admixtures G2-4

2.11 Reinforcing Steel G2-4

2.12 Tests on Concrete G2-4

2.13 Mix Design G2-5

2.14 Joint Filler G2-5

2.15 Shop Drawings G2-5

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DIVISION “G”

TABLE OF CONTENTS (CONTINUED)

2.16 Waterstops G2-5

2.17 Mixing G2-6

2.18 Consistency G2-6

2.19 Retempering G2-6

2.20 Depositing G2-6

2.21 Subgrade Preparation G2-7

2.22 Consolidation G2-7

2.23 Construction Joints G2-7

2.24 Bonding G2-7

2.25 Curing G2-8

2.26 Protection of Concrete Construction G2-8

2.27 Repair and Patching G2-9

2.28 Placing Reinforcing Steel G2-9

2.29 Form Material G2-10

2.30 Form Construction G2-10

2.31 Finish of Formed Surfaces G2-11

2.32 Finish of Slabs G2-11

2.33 Inserts G2-12

2.34 Gunite G2-12

2.35 Pre-stressed Concrete G2-12

2.36 Miscellaneous Concrete Mixes G2-12

2.37 Cold Weather Requirements G2-13

2.38 Hot Weather Requirements G2-13

SECTION 3.0 - PIPELINE AND MATERIALS INSTALLATION

3.1 General G3-1

3.2 Location Tape and Wire G3-1

3.3 Excavation and Backfill G3-1

3.4 Cement Mortar Lines and Coated Welded Steel Water Pipe G3-1

3.5 Asbestos Cement Pipe Water Lines, Couplings, and

Cast-Iron Fittings G3-5

3.6 Polyvinyl Chloride (PVC) Pipe Water Lines, Coupling, and

Cast-Iron Fittings G3-6

SECTION 4.0 - FIRE HYDRANTS ASSEMBLIES

4.1 General G4-1

4.2 Excavation and Backfill G4-1

4.3 Painting G4-1

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SECTION 5.0 - FLUSHOUT AND BLOWOFF ASSEMBLIES

5.1 Flushouts G5-1

5.2 Excavation and Backfill G5-1

5.3 Blowoffs G5-1

5.4 Protective Coatings G5-1

SECTION 6.0 - VALVES, VALVE BOXES AND COVERS

6.1 Gate Valves G6-1

6.2 Butterfly Valves G6-1

6.3 Excavation and Backfill G6-1

6.4 Valve Ends G6-1

6.5 Valve Boxes and Covers G6-2

SECTIONS 7.0 - WATER SERVICES

7.1 General G7-1

7.2 Earthwork G7-1

7.3 Plastic Water Service Tubing G7-1

7.4 Angle Meter Stops G7-2

7.5 Corporation Stops G7-2

7.6 Service Saddles G7-2

7.7 Meter Box G7-2

7.8 Main Pipeline Hot Tap G7-2

SECTION 8.0 - AIR AND VACUUM AND AIR RELEASE ASSEMBLIES

8.1 General G8-1

8.2 Earthwork G8-1

8.3 Plastic Water Service Tubing G8-1

8.4 Corporation Stops G8-1

8.5 Curb Valves G8-1

8.6 Air and Vacuum Valves G8-1

8.7 Air Release Valves G8-2

8.8 Air and Vacuum Combination Valves G8-2

8.9 Meter Box and Lid G8-2

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SECTION 9.0 - TESTING AND DISINFECTION OF WATER LINES

9.1 General G9-1

9.2 Testing G9-1

9.3 Disinfection of Water Main G9-1

SECTION 10.0 - CONCRETE THRUST BLOCKS AND BLANKETS

10.1 General G10-1

10.2 Concrete Blanket G10-1

SECTION 11.0 – SITE CHAIN LINK FENCE AND GATE

11.1 General Specifications G11-1

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PREFACE TO THE

TECHNICAL SPECIFICATIONS

WATER

1.0 Supplemental Definitions

Whenever in these Technical Specifications the following terms, or pronouns in place of them, are used, the intent and meaning shall be interpreted as defined in the Ordinance and Rules and Regulations of the District which regulate the use and construction of water facilities. These supplemental definitions shall apply only to the interpretation of these Technical Specifications.

Contract: The written agreement covering the performance of the work and the furnishing of labor, materials, tools and equipment in the construction of the work. The contract shall include the Proposals, Plans, Specifications, Insurance, and Contract Bonds; also, any and all written supplemental agreement amending or extending the work in a substantial and acceptable manner.

Supplemental agreements are written agreements covering alterations, amendments or extensions to the contract and include contract change orders.

Plans: The official project plans, profiles, typical cross sections, general cross sections, working drawings and supplement drawings, or reproductions thereof, approved by the Engineer, which show the location, character, dimensions and details of the work to be performed, and which are to be considered a part of the Contract.

Contractor: The individual, partnership, corporation, joint venture or other legal entity entering into a contract with the District to perform the work. When the work is being done under permit issued by the District, the Permittee shall be construed to be the Contractor.

Specifications, Technical Specifications: The directions, provisions and requirements contained in the Technical Specifications for the District.

Work: All the work specified, indicated, shown or contemplated in the contract to construct the improvement, including all alterations, amendments or extensions thereto made by supplemental agreements or written orders of the Engineer. (It includes the furnishing of all labor, materials, equipment, and services.)

Engineer: the district representative that acts as the resident engineer, or engineering project manager, chief engineer of the District, or other person designated by the District, acting either directly or through authorized agents.

Design Engineer: The engineer representing the Owner that is responsible for the project engineering design.

District: The Office of Special Districts, County of San Bernardino, California

G-i

Inspector: The Individual or firm charged with the responsibility of project inspection and represents the interests of the District.

Drawings: The offered and approved project drawings.

Owner: The developer of the project.

2.0 Work Schedule

One week prior to starting construction, the Contractor shall submit to the District, Engineer and Inspector a work schedule which shall describe the sequence, time and method of operation he plans to use on the job. The Engineer reserves the right to alter this schedule where he feels the intent of the contract could not be carried out.

It shall be the Contractor’s responsibility to update this schedule once a month showing work completed and work in progress. The Contractor shall provide the District, Engineer and Inspector copies of this updated schedule.

The Contractor shall notify the District, Engineer and Inspector one-week in advance of when he plans to start construction.

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SECTION 1.0

EARTHWORK

1.1 General

Earthwork includes all plant labor, equipment, appliances and materials as required or necessary to clear, grub, excavate, trench, fill, backfill, and grade for the construction of all structures, pipe lines, ditches, embankments and graded areas as shown and specified.

1.2 Obstructions

All trees, shrubs, brush, including stumps and roots, fences, rocks, stones, debris and all obstructions of whatsoever kind or character. Whether natural or artificial, encountered in the construction of the work shall be removed unless otherwise specified on the construction plans or in the special conditions.

In the installation of pipelines outside of public rights of way or in easements, trees shall not be removed unless otherwise authorized in writing by the Engineer, and all fences, structures and landscaping which are removed or damaged by the Contractor shall be restored to their original condition at the Contractor’s expense without any compensation therefor. Any damage done to private property by reason of work on easements shall be the responsibility of the Contractor.

Material that is removed as hereinabove specified, and is not to be incorporated in the improvement being constructed, shall be disposed of away from the construction site at Contractor’s expense at an approved and lawful disposal site.

The Contractor’s attention is directed to the possible existence of pipe and other underground improvements which may or may not be shown on the plans. All reasonable precautions shall be taken to preserve and protect any such improvements whether shown on the plans or not. Where it is necessary to remove and replace or to relocate such improvements in order to prosecute the work, they shall be removed, maintained and permanently replaced at no expense to the District.

1.3 Earthwork in City, County, State and Railroad Rights of Way

Earthwork within rights of way California Department of Transportation (Caltrans), the County Road Department, or any City or other governmental agency having jurisdiction, shall be done in accordance with requirements and the provisions of the permits issued by those agencies for the construction within their respective rights of way.

Such requirements and provisions, where applicable, shall take precedence and supersede the provisions of these specifications. The requirement of these Technical Specifications shall be the minimum requirement.

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1.4 Safety Precautions

All excavations shall be performed, protected and supported as required for safety and in the manner set forth in the operating rules, order the regulations prescribed in the Cal/OSHA program by the Division of Occupational Safety and Health (DOSH) of the State of California. Barriers shall be placed at each end of all excavations and at places as may be necessary along excavations to prevent accidents. Lights shall also be placed along excavations from sunset each day to sunrise the next day until such excavation is entirely refilled. The Contractor shall submit to the Engineer for approval a safety barrier and traffic control plan prior to construction.

1.5 Excavated Materials

Arrangements for disposing of excess excavated material shall be made by the Contractor.

Excavated material suitable for backfill shall be stored temporarily in such a manner as will facilitate work under the Contract.

1.6 Shoring, Sheeting and Bracing

Where sheet piling, shoring, sheeting, bracing, or other supports are necessary, they shall be furnished, placed, maintained and removed by the Contractor. Sheet piling and other supports shall be withdrawn in such a manner as to prevent additional backfill on the pipelines which might cause overloading. At all times the rules of Cal OSHA of the Department of Occupational Safety and Health of the State of California with respect to excavation and construction shall be strictly observed.

1.7 Clearing and Grubbing

Areas where construction is to be performed shall be cleared of all trees, shrubs, brush, rubbish, and other objectionable material of any kind which, if left in place, would interfere with the proper performance or completion of the contemplated work, would impair its subsequent use, or form obstructions therein. Trees and other natural growths outside the actual lines of construction operations shall not be destroyed and such measures as are necessary shall be taken by the Contractor for the protection thereof.

Organic material from clearing and grubbing operations will not be permitted for use as excavation backfill.

It shall be the Contractor’s responsibility to remove and dispose of all excess material resulting from clearing and grubbing operations at his/her own expense. The Contractor shall make his/her own arrangement for disposal sites at his/her own expense, at which said material may be wasted. The site shall be an approved and lawful disposal site.

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1.8 Control of Water

The Contractor shall provide and maintain at all times during construction ample means and devices with which to promptly remove and dispose of all water entering the excavations or other parts of the work. No concrete footings or floors shall be placed in water nor shall water be allowed to rise over them until the concrete or mortar has set at least eight hours. Water shall not be allowed to rise unequally against walls for a period of 28 days. Ground water shall not be allowed to rise around pipe installations until jointing compound in the joints has set.

The Contractor shall dispose of the water from the work in a suitable manner without damage to adjacent property and shall be in accordance with any and all permit requirements. No water shall be drained into work built or under construction. Water shall be disposed of in such a manner as not to be a menace to the public health.

Dewatering for structures and pipelines shall commence when ground water is first encountered, and shall be continuous until such times as water may be allowed to rise in accordance with the provisions of this Section.

1.9 Pipeline Excavation

1.9.01 Excavation -- Excavation for pipelines, fittings, valves, and appurtenances shall be open trench to the depth and in the direction necessary for the property installation of the same as shown on the plans or as otherwise directed by the Engineer, except where another method is specifically called for on the plans or in these specifications.

1.9.02 Limit of Excavation -- Except with specific approval of the Engineer, no more than 400 feet of open trench shall be excavated in advance of laying of pipe. All operations shall be carried out in an orderly fashion. Backfilling and clean up work shall be accomplished as sections of the pipe installation are approved. Public travel through the work shall be impeded or obstructed as little as possible. Trench plating may be allowed as long as it meets the appropriate regulations.

The remainder of the trench excavated that day shall be backfilled, compacted and the roadway opened to the public. At the end of each week, all trenches, including manhole excavations, shall be backfilled, compacted and the roadway opened to the public on Saturday, Sunday, and Holidays.

1.9.03 Tunneling -- Tunneling will be permitted only where native earth is of such firmness that it will remain in its original position, without sloughing off, throughout the work of excavation and backfilling; if sloughing occurs, the roof of the tunnel shall be broken down and the trench excavated as an open trench as herein specified.

1.9.04 Trench Width -- Banks of open cut trenches shall be kept as nearly vertical as possible. Where necessary in order to maintain the banks nearly vertical, the trench shall be properly sheeted and braced. The overall trench width shall not be more than 16 inches or less than 12 inches wider than the largest outside diameter of the pipe to be laid therein, measured at a point 12 inches above the top of the pipe exclusive of branches. Excavation and trenching shall be true to the line so that a clear space of not more than 8 inches or less than 6 inches in width is provided on each side of the largest outside diameter of the pipe in place. For the purpose of this article, the largest outside diameter shall be the outside diameter of the coupling.

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1.9.05 Correction of Faulty Grades -- Should the excavation for the pipeline be carried below grade without instruction from the Engineer, it shall be refilled to proper grade with pipe zone material compacted to 90 percent relative compaction or crushed rock, at the expense of the Contractor. If compaction tests are required, they shall be at the expense of the Contractor.

1.10. Pipe Foundation and/or Subgrade

1.10.01 Foundation in Good Soil -- The trench shall have a flat or semi-circular bottom conforming to the grade to which the pipe is to be laid.

1.10.02 Foundation in Poor Soil -- All soft, spongy, or unstable material in the bottom of the trench shall be removed and replaced with approved material to a depth as determined in the field by the Engineer. The approved material shall be compacted to a minimum of 90 percent relative compaction to provide an unyielding foundation for the pipe. The removal and replacement of material from depths greater than 2 feet below the grade shown on the plans will considered as Extra Work.

1.10.03 Foundation in Rock -- Where rock is encountered, it shall be removed below grade and the trench backfilled with suitable material to provide a compacted earth cushion with a thickness under the pipe of not less than ½ inch per inch of nominal diameter of the pipe to be installed with a minimum allowable thickness of 6 inches.

1.11 Trench Backfill

1.11.01 General -- All trenches shall be backfilled after pipe, fittings, valves, and appurtenances have been installed, inspected by the inspector, and approved by the engineer.

All wood and waste material shall be removed from excavation preparatory to backfilling. Backfill material shall be approved in all cases by the Engineer and shall be free of trash, wood, large rock, or other objectionable debris. Backfilling shall include the refilling and compacting of the fill in trenches or excavations up to the subgrade of the street or to the existing ground surface.

1.11.02 Procedure in Pipe Zone -- The pipe zone shall be considered to extend the width of the trench and up to 12 inches above the top of the pipe. The backfill material in this zone shall be free of clods, clay or other deleterious materials and may contain rock which will pass a 2 ½ inch Screen in quantity not exceeding 40 percent of the volume when said coarse materials are well distributed throughout the finer materials and the specified compaction can be attained. When the excavated material is not as specified above, the Contractor shall import and place, at his/her own expense, a suitable granular backfill material. In placing the backfill in the pipe zone, particular attention is to be given to the underside of the pipe and fittings to provide a firm bedding support along the full length of the pipe. Backfill material may be densified by applying water or hand tamping. Care shall be exercised in backfilling to avoid damage to the pipe. All pipe shall be placed and backfilled in accordance with the recommendations and guidelines of the manufacturer.

1.11.03 Procedure Above Pipe Zone -- From the top of the pipe zone backfill to ground surface, the material for backfill may contain stones ranging in size up to 6 inches in diameter, in quantity not exceeding 40 percent of the volume when said coarse materials are well distributed throughout the finer materials and the specified compaction can be attained. All work necessary to conform to these requirements shall be performed at the Contractor’s expense.

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1.11.04 Compaction Requirements -- Whenever a relative compaction requirement value is specified, the optimum moisture content and density shall be determined in accordance with the Caltrans test method no 216 or 231 (ASTM D-1556 or D-1557). County of San Bernardino Transportation Department Road Design Standards will govern all paved road trenching, whether in County Roadways or non County roadways. A minimum of three soils compaction test per trench crossing of paved roadways shall be required at Contractors expense. The trench shall have a minimum compaction of 98% prior to asphalt repair. A 1-sack of Portland cement per cubic yard of sand slurry may be used in lieu of replacing the existing trench soil and re-compacting to a 98% soil density.

A). Compaction in roads and under structures except where governed under other jurisdiction (Caltrans, County Road Dept., City or other governmental agency having authority) will be per the governing entity. However a 95 percent minimum will be required for Class 2 aggregate base or for that portion between 0.5 foot and top subgrade.

B). Compaction in Easements -- In easements or open terrain, the backfill, if sufficiently granular (sand equivalent of 20 or greater), shall be consolidated by a method approved by the Engineer. A minimum of 90 percent relative compaction, however, will be attained.

1.11.05 Mechanically Compacted Backfill -- Mechanically compacted backfill shall be placed in horizontal layers of such depths (not exceeding those specified herein) compatible to the material being placed and the type of equipment being used. All such equipment shall be of a size and type approved by the Engineer. Each layer shall be evenly spread, moistened (or dried, if necessary), and then tamped or rolled until the specified relative compaction has been attained. Permission to use specific compaction equipment shall not be construed as guarantying or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or improvements installed under the contract. The Contractor shall make his/her own determination in this regard. Any damage which results shall be the responsibility of the Contractor and repaired or replaced at the Contractor’s expense.

Material for mechanically compacted backfill shall be placed in lifts, which, prior to compaction, shall not exceed the depths specified below for the various types of equipment.

(1) Impact, free-fall, or “stomping” equipment – maximum lift depth of 3 feet.

(2) Vibrator smooth-wheel rollers, and vibratory pneumatic-tired rollers – maximum depth of 2 feet.

(3) Rolling equipment, including sheepsfoot (both vibratory and non-vibratory), grid, smooth-wheel (non-vibratory), pneumatic-tired (non-vibratory), and segmented wheels – maximum lift depth of 1 foot.

(4) Hand directed mechanical tampers -- maximum lift depth of 4 inches.

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1.11.06 Water Densified Backfill -- As used in these specifications, flooding shall mean the inundation of backfill with water, puddled with poles or bars to insure saturation of the backfill material for its full depth. Jetting shall be accomplished by the use of a jet pipe to which a hose is attached carrying a continuous supply of water under pressure.

1.11.07 Requirements of Densified by Jetting -- Densified by jetting shall be subject to all of the following requirements:

(1) Application of Water

The Contractor shall apply water in a quantity and at a rate sufficient to thoroughly saturate the entire thickness of the lift being densified. Water for jetting shall be from a continuous supply of water under pressure.

(2) Use of Vibration

Where densities are required which cannot be attained by jetting alone, the Engineer may direct the Contractor to supplement the jetting process with the application of vibrating compacting equipment to the backfill.

(3) Lift Thickness

The lift of backfill shall not exceed that which can be readily densified by the jetting procedure, but in no case shall the undensified lift exceed 10 feet for jetting.

(4) Character of Material

The material being used with the water settling methods to backfill the trenches in street rights of way shall have a sand equivalent of at least 20 when tested in accordance with the Caltrans, Test Method No. “Calif. 217” and having a maximum of 10 percent passing a 200 mesh standard sieve. Where the nature of the material excavated from the trench is generally unsuitable for densification with water, the Contractor may, at no cost to the District, import suitable material for jetting, or densify the excavated material by other methods. If water densification methods are employed, the Contractor shall, at his own expense, provide a sump and pump to remove the accumulated water from the downstream end of the construction.

(5) Damage to Adjacent Improvements

The Contractor shall make his own determination that the use of flooding or jetting methods will not result in damage to existing improvements. Permission to use such methods in densifying backfill shall not be construed as guarantying or implying that adjacent ground and improvements will be unaffected.

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1.11.08 Compaction Tests -- Compaction will be tested in accordance with methods specified by Highways Caltrans, test method no. 216, sandcone ASTM D-1556 or no. 231, Nuclear Gauge testing (ASTM D-2992). Sand Equivalent tests will be in accordance with Caltrans test no. 217.

Compaction testing shall be the responsibility of the contractor. Final acceptance of construction will not be granted until test reports are accepted and approved by the Engineer. Frequency of tests will be as follows.

A). Longitudinal Trenches -- A complete series of compaction tests will be taken for each lift (thickness) of backfill, lifts will be determined by mechanical means of compaction (see section 1.11.05) or water densified backfill (sec. 1.11.06 & 1.11.07). Each series consists of tests taken randomly at various depths but not to exceed a maximum of 300 linear foot intervals, or as directed by the engineer.

B). Lateral Trenches -- Tests will be taken on 20 percent of all laterals constructed, one test for each 4 foot depth randomly selected.

Failing tests will be reworked and retested to the satisfaction of the Engineer by the Contractor at no cost to the District.

The Contractor, at his/her expense, shall excavate the holes for all tests, backfill the holes and compact this backfill, and repave the surface if necessary.

1.11.09 Excess Excavated Material -- The Contractor shall make the necessary arrangements for and shall remove and dispose of all excess or waste material at an approved and lawful disposal site. All costs for the disposal of excess or waste material shall be borne by the Contractor.

It is the intent of these specifications that all surplus material not required for backfill shall be disposed by the Contractor outside the limits of the public rights of way and in accordance with the requirement of the County Grading Ordinance or ordinance of any other agencies having jurisdiction at no cost to the District.

Excavated material shall not be deposited on private property unless written permission from the owner thereof is secured by the Contractor. Copies of said written permission, duly signed by the owner of the private property involved, shall be furnished to the Engineer by the Contractor before such material is placed on private property.

1.11.10 Imported Backfill Material -- Whenever the excavated material is unsuitable for backfill, the Contractor shall arrange for and furnish imported backfill material per the specifications herein at his own expense. He/she shall dispose of the excess trench excavation as specified in the preceding paragraph. The backfilling with imported material shall be done in accordance with the methods described in section 1.11.

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1.12 Structural Earthwork

1.12.01 Structural Excavation -- The site shall be cleared of all natural obstructions, pavements, utilities, and other items which will interfere with construction. Any method of excavation may be employed which, in the opinion of the Contractor, is considered best. Ground shall not be dug by machinery nearer than 3 inches from any finished subgrade without the express approval of the Engineer. The last 3 inches shall be removed without disturbing the subgrade.

Should the excavation be carried below the lines and grades indicated on the plans, the Contractor shall, at his own expense, refill such excavated space to the proper elevation in accordance with the procedures specified for backfill or, if under footings, the space shall be filled with concrete.

Excavation shall extend a sufficient distance from walls and footings to allow for placing and removal of forms, installation of services, and for inspection, except where concrete is authorized to be deposited directly against excavated surfaces.

1.12.02 Structural Backfilling -- After completion of foundation footings and walls, and of other construction below the elevation of the final grade, and prior to backfilling, all forms shall be removed and the excavation shall be cleaned of all debris. Unless otherwise shown, material for backfilling shall consist of excavated material, or imported sand, gravel, or other material approved by the Engineer and shall be free of trash, lumber, or other debris. Backfill shall be placed in horizontal layers not exceeding 9 inches in thickness, and shall have moisture content such that the required degree of compaction may be obtained. Each layer shall be compacted by hand or machine tampers or by other suitable equipment or means to a relative compaction of at least 90 percent. Dewatering shall be maintained during the placement of compacted clay backfill.

1.12.03 Stripping -- All vegetation, such as roots, brush, heavy sods, heavy growth of grass and all decayed vegetable matter, rubbish, and other unsuitable material within the area of the work, shall be stripped or otherwise removed before fill is started. Surfaces under paved areas, dikes, and elsewhere as directed by the Engineer, shall be wetted and compacted prior to placing fill.

1.12.04 Grading -- After stripping has been done, excavation of every description and of whatever substance encountered within the grading limits of the work shall be performed to the lines and grades indicated on the drawings. All suitable excavated material shall be transported to and placed in the fill area within the limits of the work. All excavated materials which are considered unsuitable by the Engineer, and any surplus of excavated material which is not required for fill shall be known as waste and shall be disposed of as directed in Section 1.11.09 above. During construction excavation and filling shall be performed in a manner and sequence that will provide drainage at all times.

Ditches shall be cut accurately to the cross sections and grades indicated. Any excessive ditch excavation shall be backfilled to grade either with suitable, thoroughly compacted material, or with suitable stone or cobble to form an adequate paving.

1.12.05 Fill -- Fills or embankments shall be constructed at the locations and to the lines and grades indicated on the plans. Suitable material from excavations may be used for fill. Material shall be placed in horizontal layers of from 8 to 12 inches in loose depth for the full width of the cross section and compacted as specified.

For general fill areas, the fill shall be compacted to 90 percent relative compaction.

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For roadways and all areas to be paved, the fill shall be compacted, by means of tamping roller or three-wheel power roller, to at least 95 percent relative compaction.

Dikes and embankments shall be compacted by the use of compaction rollers or three-wheel power rollers to 90 percent relative compaction.

Relative compaction shall be as determined in accordance with the Caltrans Test Method No.

“California 216-F,” or ASTM Designations D 1557 and D1556.

1.12.06 Finish Grading -- All areas covered by the work including excavated and filled sections and transitions areas, shall be graded uniformly to the elevations shown on the plans. The finished surface shall be reasonably smooth, compacted, and free from any irregular surface changes. The degree of finish shall be that ordinarily obtainable from a blade-grader. The finished surface shall be not more than 0.1 foot above or below the established grade. Ditches shall be graded to drain readily. The surface of areas to be paved, on which a surface course is to be placed, shall not vary more than 0.05 feet from established grade and approved cross section.

1.12.07 County and City Grading Ordinances -- In addition to the requirements herein set forth for structural earthwork, all work shall be done in accordance with the requirements of the County Grading Ordinance or ordinance of any other agencies having jurisdiction.

1.13 Drilling and Blasting

1.13.01 Use of Explosives -- All operations, storage and handling of explosives shall be according to provisions of Division II, Part I, of the Health and Safety Code, State of California, and shall comply with all State, County and local laws.

1.13.02 Skilled Workmen -- Drilling and blasting are to be done only by personnel skilled in rock…