10-235-SOL-0003.pdf

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SECTION B

BID SCHEDULE

BASE YEAR

The following Bid Schedule is based on estimated quantities required to meet the attached specifications. The total extended prices shall be used for bid evaluation purposes only. The actual amount to be paid by the Government shall be based on the actual quantities installed at the unit bid prices awarded. Work performed under the contract will be ordered by issuance of delivery orders in accordance with clause 52.216- 18 Ordering (See Section I). The designated ordering office is the Contracting Office, Indian Health Service/California Area Office Sacramento, CA.

Counties to be serviced by this contract: Del Norte, Humboldt, Trinity and in Siskiyou Counties. Work in Siskiyou County will be limited to a corridor that extends 10-miles on either side of Highway 96 and extends from Trinity County to Seiad Valley.

Base Year (From Contract Award to one (1) Year from Date of Award)

ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL PRICE

101. Imported Pipe Embedment (See 02315)

YD3

102. Imported Structural Fill (See 02315) 5 YD3 $ $

103. Soils Tests (See 02315) 2 EA $ $

104. Rock Removal (See 02316) 3 YD3 $ $

105. Flowable Fill (See 02322) 3 YD3 $ $

106. PVC Water Main (See 02510) A. 2-inch B. 4-inch C. 6-inch

LF

107. Flush Hydrant Assembly (See 02510)

A. 2-inch

EA

108. Gate Valve & Box (See 02510) A. 4-inch

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109. Pressure Reducing Valve (PRV) (See 02510)

3 EA $ $

110. Air Release Combination Valve

1 EA $ $

111. Connection to Existing Water Main

112. Steel Pipe Encasement (See 02510)

113. Water Service Line (See 02518) A. 1-inch B. 1 1/4-inch

114. Water Service Connection (See 02518)

115. House Connection (See 02518) A. Without PRV B. With PRV

116. Water Meter & Box (See 02518) 4 EA $ $

117. Curb Stop & Box (See 02518) A. 1-inch

C. 2-inch

118. Spring Development Box (See 02525)

2 LS $ $

119. Water Collection Screens (See 02526)

4 LS $ $

120. Sewer Service Line (See 02532)

500 LF $ $

121. Sewer Service Connection to Main

2 EA $ $

122. Service Line Cleanout (See 02532) 8 EA $ $

123. Septic Tank (See 02540) A. 1,500 gallon Concrete B. 1,250 gallon Polyethylene

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124. Septic Tank Manhole Riser (See 02540)

16 EA $ $

125. Septic Tank Abandonment

5 EA $ $

126. Solid Sewer Pipe.

600 LF $ $

127. Distribution Box (See 02540) 8 EA $ $

128. Drainfield (See 02540) A. Gravel 24-inches Below Pipe B. Gravel 36-inches Below Pipe C. Chamber

129. Inspection Port (See 02540) 25 EA $ $

130. Flow Divider (See 02540) 1 EA $ $

131. Diversion Valve (See 02540) 1 EA $ $

132. Screened Baffle (See 02540) 9 EA $ $

133. Pressurized Drainfield (See 02541) A. Gravel 3-foot wide B. Gravel less Chamber

134. Individual Septic Tank Lift Station (See 02545)

135. PVC Sewer Force Main (See 02545) A. 1 ½-inch SDR 21 B. 2-inch SDR 21

136. Curtain Drain (See 02620) 75 LF $ $

137. Asphalt Concrete Paving (See 02740)

10 YD2 $ $

138. Individual Chlorination System (See 11240)

139. Individual Slow Sand Filter (See 13220)

6 EA $ $

140. Roughing Filter (See 13220) 2 EA $ $

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141. Booster Pump (See 15450) 2 EA $ $

142. Water Pressure Tank (See 15450) 2 EA $ $

143. Water Storage Tank (See 15450) 5 EA $ $

144. Buried Electrical Cable (See 16100) A. With #6 Wire B. With #8 Wire C. With #10 Wire D. With #12 Wire

145. Float Valve Complete 10 EA $ $ _

146.

Sample Spigot Complete 10 EA $ $ _

147.

Water Service Connection Fees** EA $ $ ** _

148.

Sewer Service Connection Fees** EA $ $ ** _

** Permits and fees to be reimbursed by IHS to the Contractor

BASE YEAR TOTAL

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BID SCHEDULE

OPTION YEAR

201. Imported Pipe Embedment (See 02315)

YD3 $ $

202. Imported Structural Fill (See 02315) 5 YD3 $ $

203. Soils Tests (See 02315) 1 EA $ $

204. Rock Removal (See 02316) 3 YD3 $ $

205. Flowable Fill (See 02322) 3 YD3 $ $

206. PVC Water Main (See 02510) A. 2-inch

C. 6-inch

207. Flush Hydrant Assembly (See 02510)

A. 2-inch

208. Gate Valve & Box (See 02510)

209. Pressure Reducing Valve (PRV)

210. Air Release Combination Valve

211. Connection to Existing Water Main

EA $ $

212. Steel Pipe Encasement (See 02510)

213. Water Service Line (See 02518) A. 1-inch

214. Water Service Connection (See 02518)

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215. House Connection (See 02518) A. Without PRV B. With PRV

216. Water Meter & Box (See 02518) 2 EA $ $

217. Curb Stop & Box (See 02518) A. 1-inch

C. 2-inch

218. Spring Development Box (See 02525)

219. Water Collection Screens (See 02526)

220. Sewer Service Line

200 LF $ $

221. Sewer Service Connection to Main

222. Service Line Cleanout (See 02532) 5 EA $ $

223. Septic Tank (See 02540) A. 1,500 gallon Concrete B. 1,250 gallon Polyethylene

224. Septic Tank Manhole Riser

10 EA $ $

225. Septic Tank Abandonment

226. Solid Sewer Pipe (See 02540)

400 LF $ $

227. Distribution Box (See 02540) 5 EA $ $

228. Drainfield (See 02540) A. Gravel 24-inches Below Pipe B. Gravel 36-inches Below Pipe C. Chamber

229. Inspection Port (See 02540) 12 EA $ $

230. Flow Divider (See 02540) 1 EA $ $

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231. Diversion Valve (See 02540) 1 EA $ $

232. Screened Baffle (See 02540) 6 EA $ $

233. Pressurized Drainfield (See 02541) A. Gravel 3-foot wide B. Gravel less Chamber

234. Individual Septic Tank Lift Station (See 02545)

235. PVC Sewer Force Main (See 02545) A. 1 ½-inch SDR 21 B. 2-inch SDR 21

236. Curtain Drain (See 02620) 50 LF $ $

237. Asphalt Concrete Paving (See 02740)

10 YD2 $ $

238. Individual Chlorination System (See 11240)

239. Individual Slow Sand Filter (See 13220)

240. Roughing Filter (See 13220) 1 EA $ $

241. Booster Pump System (See 15450) 1 EA $ $

242. Water Pressure Tank (See 15450) 1 EA $ $

243. Water Storage Tank (See 15450) 3 EA $ $

244. Buried Electrical Cable (See 16100) A. With #6 Wire B. With #8 Wire C. With #10 Wire D. With #12 ire

245. Float Valve Complete 10 EA $ $ ** _

246.

Sample Spigot Complete 10 EA $ $ ** _

247.

Water Service Connection Fees** EA $ $ ** _ ** _

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248. Sewer Service Connection Fees** EA $ $ ** _

** Permits and fees to be reimbursed by IHS to the Contractor

OPTION YEAR TOTAL

SUMMARY:

Total Base Year $

Total Option Year $

Total Bid $

Note: Bidder must bid on all items to be considered responsive.

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Section C

Table of Contents

Section Number Title

Special Provisions

02110 Site Clearing

02310 Grading

02315 Excavating, Trenching, and Backfilling

02316 Rock Removal

02322 Flowable Fill

02370 Erosion and Sediment Control

02510 Water Distribution Mains

02516 Disinfection of Water Distribution

02518 Water Service Lines

02525 Spring Development Box

02526 Water Collection Screens

02532 Sewer Service Lines

02540 Septic Tank Drainfield System

02541 Pressurized Drainfield

02545 Mound Soil Absorption System

02620 Curtain Drain

02740 Asphaltic Concrete Paving

02920 Topsoiling, Seeding, Fertilizing, and Mulching

03300 Cast-in-Place Concrete

04070 Masonry Grout

11240 Chemical Feed Equipment

13220 Individual Sand Filter

15450 Individual Water Systems

16100 Individual Electrical Requirements

SPECIAL PROVISIONS

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C.1 SCOPE OF WORK

The work to be done under this contract consists of furnishing all labor, materials, equipment, and supervision necessary to construct individual onsite wastewater disposal systems, individual water and sewer service lines, and other required appurtenances in accordance with the attached drawings and specifications.

C.2

SITE CONDITIONS

Work is to be performed on various Indian Reservations and Rancherias located throughout Humboldt, Del Norte, Trinity and Siskiyou Counties, California.

The Contractor shall determine actual site conditions with regard to surface vegetation and other miscellaneous obstacles to construction. The Contractor shall perform, at no additional cost, all necessary clearing, grubbing, and disposal of these and other obstacles in order to do work required by the contract.

Locations, materials, and sizes of any utilities shown are approximate only and are not meant to be a complete representation of all utilities actually present. The Contractor shall determine exact locations and details from the responsible utility authority.

C.3

CONTRACT DOCUMENTS

A maximum of 3 sets of contract drawings and specifications will be furnished without charge to the Contractor at award of this contract, except applicable publications incorporated by reference which will be furnished on request at the cost of reproduction.

C.4

DAYS OF WORK

Normal work days are Monday through Friday with 10 work hours allowed per day. Construction work shall not be normally permitted on Saturdays, Sundays, or Federal holidays. The Contractor may submit a written request to the Project Engineer for permission to work on any Saturday, Sunday, or Federal holiday or in excess of 10 hours per day. Written approval must be obtained by the Contracting Officer before the Contractor may work on any such day.

C.5

LAWS AND PERMITS AFFECTING WORK

The Contractor shall at all times observe and comply with Federal, State, City, and County laws, Tribal ordinances and regulations which in any manner affect

10-235-SOL-0003 Page 14 of 189 the conduct of the work; and all such orders and decrees as exist at the present and which may be enacted later by legislative bodies or tribunals having legal jurisdiction or authority over the work. All other required permits, certificates and licenses shall be obtained by and at the expense of the Contractor. No pleas of misunderstanding or ignorance thereof will be considered. The Contractor shall be wholly responsible for any claim or liability arising from or based on the violation of any such law, ordinance, regulation, order or decree.

C.6

RIGHTS-OF-WAY

The Government shall obtain from the Tribe rights-of-way and easements necessary to install facilities located specifically by the plans and specifications.

C.7

MAINTENANCE OF UTILITIES AND SITE FACILITIES

The Contractor is responsible to determine the exact location of any and all utilities not specifically located on the plans and to protect them from damage during construction. Should any utility be damaged or disturbed, the Contractor shall immediately notify the Project Engineer and the owner of the damaged utility. Any and all damage that results from work under the contract shall be promptly repaired at the expense of the Contractor.

During the progress of work, the Contractor shall protect all existing vegetation, structures, sidewalks, streets, mailboxes, ditches, culverts, signposts, fences, driveways, and similar items. If the Contractor must remove or disturb these facilities, provision shall be made to maintain a temporary facility serving the same purpose as that which it was intended to replace. Destruction of vegetation shall be kept to a minimum. Upon completion of the work, the Contractor shall restore all such facilities to a condition at least equal to that existing prior to construction. The Contractor shall not obstruct access to the site.

The Contractor shall perform his work at all times in a manner to ensure minimal obstruction to traffic and minimal inconvenience to the general public.

C.8

CONTRACT SUBMITTAL REQUIREMENTS

The Contractor shall furnish material submittals, design submittals, shop drawings, test reports, and as-built drawings in accordance with the requirements detailed in the Contract Submittal Requirements section.

C.9

CLEANUP AND FINISH GRADING

The Contractor shall restore all areas disturbed by construction to a condition at least equal to that existing prior to construction. Excess construction materials, 10-235-SOL-0003 Page 15 of 189 equipment, tools, waste excavation, and rubbish shall be removed. Excavated areas shall be finish graded to provide drainage as required by the drawings and specifications, or in the absence of specific requirements, to provide drainage away from the facilities constructed and to provide drainage away from excavated areas and installed facilities. Where a lawn is disturbed, the Contractor shall place a generous amount of grass seed to the disturbed area following final grading.

C.10

MEASUREMENT AND PAYMENT

As line item quantities are estimates, contractor will be paid full compensation based on the actual quantities utilized/completed verified by the Engineer. The price paid for the completed item of work shall include full compensation for furnishing all labor, materials, tools, equipment, and performing all work required by the provisions of the contract to furnish and install the items of work, completed in place. In all cases, the finished product shall be a complete, operational system or component. The price for the completed item of work shall also include all applicable state and local sales or other taxes.

C.11 TRIBAL EMPLOYMENT RIGHTS ORDINANCE (TERO)

The Contractor shall comply with Tribal Employment Rights Ordinance (TERO) relating to tribal preference in hiring Indian workers. Each Tribal TERO Officer will assess an employment rights fee that shall be paid to the Tribe for monitoring this ordinance. The Contractor shall pay a one-time fee of the total amount of each delivery order. For more information or copy of Tribal TERO Ordinances, the Contractor should contact the Indian Health Service.

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SECTION 02110

SITE CLEARING

PART 1 – GENERAL

1.01

SECTION INCLUDES

A. This section includes protection of facilities, clearing site of incidental paving and curbs, surface debris, grass, trees, and other plant life in preparation for site or excavation work.

1.02

UNIT PRICE - MEASUREMENT AND PAYMENT

A. There is no separate payment for work under this section. Merge work required with pay items defined within the Measurement and Payment portion of other Sections of this contract.

1.03

RELATED SECTIONS

A. Section 02315 – Excavating, Trenching and Backfilling

PART 2 – PRODUCTS

NONE

PART 3 – EXECUTION

3.01

PROTECTION

A. Locate, identify, and protect existing facilities (remaining), from damage.

B. Identify and protect trees, plant growth, and features designated to remain as final landscaping.

C. Protect bench marks from damage or displacement.

3.02

CLEARING

A. Clear only those areas required for access to site and execution of Work.

B. Remove paving, curbs, and other structures or debris per drawings.

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3.03

REMOVAL

A. Remove paving, brush, trees, and other debris and dispose of off-site.

3.04

TOPSOIL EXCAVATION

A. Excavate topsoil from areas to be further excavated or re-graded.

B. Stockpile topsoil in designated area.

1. Protect from erosion.

2. Remove excess topsoil from site.

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SECTION 02310

GRADING

1.01 SUMMARY

A. This section includes rough and finished site grading of all areas disturbed during construction.

1.02 UNIT PRICE – MEASUREMENT AND PAYMENT

Work specified in this section is to be incorporated into other unit prices. No separate unit prices will be awarded for this work.

1.03 RELATED WORK

A. Section 02315 – Excavation, Trenching, and Backfill

B. Section 02920 – Topsoiling, Seeding, Fertilizing and Mulching

NONE

3.01 ROUGH GRADING

A. Grade the area in the vicinity of the excavation to prevent surface water from flowing into the excavation.

B. Maintain existing drainage.

3.02 FINISH GRADING

A. Grade site to true grades as specified on the plans after all structures and piping have been installed.

B. Grade sites for effective drainage away from structures.

C. Dress and trim all slopes.

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D. Place Topsoil on all disturbed areas and reseed or sod as soon as possible in accordance with Section 02920 – Topsoiling, Seeding, Fertilizing and Mulching.

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SECTION 02315

EXCAVATION, TRENCHING, AND BACKFILL

PART 1 - GENERAL

A. This section includes excavation, trenching and backfill necessary for the construction of the facilities as indicated on the plans including, but not limited to: water mains, valves, flush hydrants, air relief combination valves, solid sewer pipe, and appurtenances.

A. IMPORTED PIPE EMBEDMENT

1. Basis of Measurement: Cubic Yard. Measured to the nearest 0.5 yd3.

2. Basis of Payment: Payment shall be full compensation for the specified Imported Pipe embedment material indicated in the bid schedule and includes deliver, protection, placement and compaction. Quantities of material for payment shall not exceed the quantities derived from calculating compacted, in-place volume as shown on the plans, drawings or specifications.

B. IMPORTED STRUCTURAL FILL

specified Imported Structural Fill as indicated in the bid schedule and includes deliver, protection, placement and compaction.

Quantities of material for payment shall not exceed the quantities derived from calculating compacted, in-place volume as shown on the plans, drawings or specifications.

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C. SOILS TEST

1. Basis of Measurement: Each.

specified soils test which includes a proctor test and 1- 3 on site verifications of density by either nuclear density test or other approved methods.

A. Section 02316 – Rock Removal

B. Section 02370 – Erosion And Sediment Control

C. Section 02510 – Water Distribution Mains

D. Section 02920 – Topsoiling, Seeding, Fertilization and Mulching

1.04 REFERENCES

A. ASTM D698 – Test Methods for Moisture Density Relations of Soils and Soil-Aggregate Mixtures Using 5.5 lb. Rammer and 12-in. Drop [Standard Proctor Test].

B. ASTM D1556 – Test Method for Density of Soil in Place by the Sand-

Cone Method

C. ASTM D2216 – Test Method for Laboratory Determination of Water

Content of Soil, Rock and Soil-Aggregate Mixtures

D. ASTM D2774 – Standard Recommended Practice for Underground

Installation of Thermoplastic Pressure Piping

E. ASTM D2922 – Test Method for Density of Soil and Soil Aggregate and

Rock in Place by Nuclear Methods (Shallow Depth)

F. ASTM D3017 – Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)

G. OSHA 1926 – Occupational Safety and Health Standards for the

Construction Industry

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1.05 DEFINITIONS

A. Bedding, Haunching and Initial Backfill zones, pipe embedment zone and final backfill as shown in the drawings.Error! Objects cannot be created from editing field codes.

B. Native, Import and Select Material Definitions:

1. Native Material: Soils excavated from the trench in the immediate vicinity of current pipe installation activities.

2. Import Material: Soils transported from a soil pit stockpile at a location other than the location where trench excavation is taking place.

C. Soil Materials as summarized in the table below and further defined in

ASTM D2487:

USCS Group Description GW Well-Graded Gravel, with less than 5% fines GP Poorly-Graded Gravel, with less than 5% fines SW Well-Graded Sands, with less than 5% fines SP Poorly-Graded Sands, with less than 5% fines GW-GM or GW-GC Well-Graded Gravel, with 5-12% fines GP-GM or GP-GC Poorly-Graded Gravel, with 5-12% fines SW-SM or SW-SC Well Graded Sands with 5-12% fines SP-SM or SP-SC Poorly Graded Sands with 5-12% fines

1.06 SUBMITTALS

A. If required on the site drawing, submit the result of ASTM D1557 modified proctors, including proctor curve, for each soil type encountered and used on the job.

B. Submit all compaction test results in writing within 5 days of being performed.

C. Excavation Plan D. Imported Pipe Bedding

E. Imported Structural Fill

1.07 QUALITY ASSURANCE

A. Compaction Testing Qualifications: Contractor is responsible for compaction testing. Tests must be performed by an independent firm or professional regularly engaged in soil testing for engineering purposes.

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The individual on site shall be certified to operate nuclear density equipment.

B. Locations: Provide compaction test results at locations as designated by the Project Engineer.

1. Frequency:

a. Excavation, Trenching and Backfilling in an Established, Traveled Roadway: 3 tests vicinity of each abutment, 3 tests for road crossing (9 tests total).

b. Excavation, Trenching and Backfilling outside of an Established, Traveled Roadway: once per 25-feet along the pipeline.

2. At each location, provide enough tests to demonstrate compliance with the compaction requirements for both the pipe embedment zone and the final backfill zone.

3. If testing reveals inadequate compaction, retest at that location after remedying the non-compliance with the specifications.

2.01 BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIAL

A. Trench Type A and Type C: Caltrans ¾-Inch Class 2 aggregate base.

B. Trench Type B. Road Crossing: Slurry Mix.

2.02 FINAL BACKFILL MATERIAL

A. Trench Type A: Caltrans ¾-Inch Class 2 aggregate base.

B. Trench Type B: Road Crossing: Slurry Mix

C. Trench Type C: Caltrans ¾-Inch Class 2 aggregate base or native material that is:

1. Free from soil chunks larger than 4-inchs in dimension.

2. Free from stones or rocks larger than 4-inches in dimension.

3. Free from organic materials.

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PART 3 - EXECUTION

3.01 GENERAL

A. Conform to applicable safety laws, including, but not limited to, OSHA 29 CFR Part 1926.

B. In accordance with the requirement of Section 6705 of the Labor Code of the State of California, the Contractor is to submit a detailed plan to the Project Engineer before excavation, showing the design of shoring, bracing, sloping, or other provision to be made for worker protection from the hazard of caving ground during the excavation of any trenches 5 feet or more in depth. Submit the plan to the Project Engineer prior to start of excavation.

C. Obtain all permits from the appropriate road agencies for construction within road right of way.

D. Repair damage resulting from settlement, slides, cave-ins, water pressure, and other causes.

E. Provide traffic control and other temporary provisions.

3.02 EXCAVATION

A. Remove brush, trees and stumps from excavation and site.

B. Strip and stockpile existing topsoil.

C. Maintain surface drainage away from trenching or excavation.

D. Over-excavate 4-inches below bottom of pipe.

3.03 TRENCHING

A. Total Bottom Width:

1. Minimum: Pipe outside diameter plus 12-inches.

2. Maximum: Pipe outside diameter plus 24-inches.

B. Depth: Provide minimum cover as specified, or depths shown on plans.

C. Top Width: As needed to meet safety requirements, but minimize the

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D. Trench Walls: Keep trench walls vertical in the pipe embedment zone.

E. Length of Open Trench:

1. Unless authorized by the Project Engineer in writing, the length of trench excavation in advance of pipe being laid shall not exceed 200-feet during active construction.

2. All trenches must be backfilled during non-work hours, or alternately, up to 20-feet of trench not including trench in roadway or surfaces traveled by vehicular traffic can be left open during non-work hours if the trench is completely barricaded and fenced.

After pipe placement, trench for road crossing shall be filled with slurry to the top of AC pavement until paving completed.

3. If open trenches in excess of this specification result in the wetting of moisture-sensitive stockpiled materials, such that the moisture content makes it impossible to meet compaction requirements, the contractor shall provide imported material that complies with these specifications and haul away the wet materials at no expense to the project or the Owner.

3.04 BEDDING

A. General:

1. Install a minimum of 4-inches of Imported Bedding.

2. Level and form the bottom of the trench to provide uniform bearing support along the length of the pipe.

B. Compaction of Imported Bedding: Meet the following density requirements based on modified proctor (ASTM D1557):

Location Percent of Max.

Dry Density Required Areas of Recent Fill or Embankment 95% Areas Traveled By Vehicular Traffic, Rights-of-Way

95%

Unimproved Surfaces or Fields 90%

3.05 HAUNCHING AND INITIAL BACKFILL

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A. General

1. Provide complete and uniform bearing and support for the pipe, including allowance for bell holes.

2. Work material under the pipe haunches and around the pipe to ensure full pipe support.

3. Place material in lifts no greater than 6-inches thickness in loose measure.

4. Install initial backfill to a depth of 6-inches over the crown of the pipe.

B. Material Usage:

1. Rigid Pipe (Ductile Iron): Imported Material.

2. Plastic Pipe: Imported Material

a. If deemed necessary by the Project Engineer, and as required by road owner use imported material for PVC and Polyethylene pipe in accordance with ASTM D 2774 and/or road owner requirements.

Pipe Diameter Maximum Particle Size 4 inch and under ½ inch 6-8 inch ¾ inch 10-16 inch 1 inch 16 inch and larger 1-1/2 inch

C. Compaction of Haunching and Initial Backfill:

1. Compact haunching material and initial backfill using walk-behind vibratory plate compactor or manual hand-tamping tools.

2. Ensure no contact between compacting equipment and the pipe.

3. Prohibited Compaction Equipment for Haunching and Initial

Backfill:

a. hoe-pack

b. hydrohammer

c. rammer-tamper

d. vibratory rollers

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4. Prevent movement of the pipe during placement or compaction of material.

5. Meet the following density requirements based on modified proctor (ASTM D1557):

Location Percent of Max. Dry Density Required

Areas of Recent Fill or Embankment 95% Areas Traveled By Vehicular Traffic, Rights-of-Way

95%

Unimproved Surfaces or Fields 90%

3.06 FINAL BACKFILL

A. General:

1. Use Imported Material.

2. Waste or haul away native material.

3. Repair any trenches improperly backfilled or where settlement occurs, then refill and compact.

B. Compaction:

1. Install 2-feet of total fill over the pipe crown before subjecting the trench to hydrohammers, hoe-packs, or vehicular traffic.

2. Backfill in lifts to meet compaction requirements throughout the full depth of backfilled trench.

3. Compact to the following requirements (Densities as a percent of Standard Proctor):

Location

Maximum Lift

Percent of Max. Dry Density Required

Under Roadways or Surfaces Traveled by Vehicular Traffic

6-inches

95%

Areas of Recent Fill or Embankment 6-inches 95% Rights-of-Way 12-inches 95% Unimproved Surfaces or Fields 12-inches 90%

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4. Use smaller lifts if necessary to meet the in-place density requirements.

3.07 REMOVAL OF EXCESS EXCAVATION

A. Waste or haul away for disposal all materials excavated and not returned and compacted in trenches or from other excavated areas at the Contractor’s expense.

B. Location of waste or disposal areas subject to approval of Project

Engineer.

3.08 REMOVAL OF NUISANCE WATER

A. Control site drainage, springs and runoff, and prevent water from adversely affecting trenching locations.

B. Remove nuisance water entering the trenches. Water that can be removed through the use of sump or trash pumps will not be considered dewatering.

C. Keep trenches free from standing water until the facilities are in place, the end plugged against the entrance of water, and backfill has been placed and compacted.

3.09 LOCATE EXISTING UTILITIES

A. Field locate all existing underground utilities.

1. Utilize state “utility locate” hotlines.

2. Contact all other utility owners not covered by the state “Utility

Locate” hotlines.

B. Contact owners of water and/or sewer districts officials 48-hours in advance of work in areas needing utility location service.

3.10 UTILITY CONFLICTS

A. Protect existing utilities from damage during excavation and backfilling operations.

B. Provide temporary support for existing water, gas, telephone, power, or other utility services that cross the trench until backfilling of trench is complete.

1. Compact backfill to 95% of maximum density under disturbed utilities.

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2. Coordinate the repair of existing utilities, regardless of whether they were properly located.

a. Damage to existing utilities properly located through

“Utility Locate” programs will be the responsibility of the Contractor to repair, at no cost to the Owner.

b. Damage to existing utilities improperly located by “Utility Locate” programs shall be at the expense of the “Utility Locate” service or the owner of the damaged utilities.

c. Fair compensation will be negotiated for repairs to local water and sewer utilities that were improperly located.

However, if the Contractor neglects to request a utility locate in accordance with the Contract requirements, no compensation will be made.

C. Water and sewer parallel and perpendicular crossings:

1. Maintain a 10-foot horizontal separation (O.D. to O.D.) for parallel mains.

2. Upon approval by the Engineer, water and sewer mains may be installed in parallel as close as 5-feet provided all of the following conditions:

a. Vertical separation is 18 inches (O.D. to O.D.)

b. Water main is above the sewer main.

c. Sewer pipe is constructed to withstand 150 psi static pressure without leaking.

3. Maintain a minimum 18-inch vertical separation (O.D. to O.D.) for perpendicularly crossing mains.

a. Place water pipe over sewer pipe.

b. Lay pipe with joints equidistant from the point of crossing.

4. If it is impossible to meet any of the above separation distances and deviations, and specific provisions are not indicated on the plans, bring the matter to the attention of the Project Engineer for resolution.

3.11 REMOVAL OF EXISTING LATERAL CONNECTION:

A. After excavation and removal of lateral connection as shown on the drawings, may refill and compact the trench using the same native materials excavated from the trench, which meet the requirements for final backfill material for Trench Type C.

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B. Compaction is required in maximum 12-inch lifts to 90% of max. dry density using D1557.

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SECTION 02316

ROCK REMOVAL

A. This section includes removal of identified and discovered rock during excavation, expansive tools, and explosives to assist in rock removal.

A. ROCK REMOVAL:

specified Rock Removal indicated in the bid schedule and includes preparation (explosive or mechanical disintegration), loading, and removing from site. Payment will not be made for over excavation or replacement materials.

1.03 RELATED SECTIONS

A. 02315 Excavation, Trenching, and Backfill

A. NFPA 495-Code for Manufacture, Transportation, Storage, and Use of Explosive Materials.

B. OSHA, 29 CFR Part 1926, Subpart U.

C. BATF 27 CFR Part 181

1.05 DEFINITIONS

A. Rock: Solid mineral material with a volume in excess of 1 cu yd or solid material that cannot be removed without mechanical methods (drilling, jackhammer or other).

B. Loose Rock: Boulders and other detached stones, with a minimum volume of 1 cubic yard.

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1.06 SUBMITTALS

A. Submit a blasting plan at least 14 days before drilling operations begin or whenever a change in drilling and blasting procedures is proposed. Include full details or drilling and blasting patterns and the techniques proposed for controlled and production blasting including provisions for loading wet holes.

B. The blasting plan contains the following:

1. Maximum dimensions for width, length, and depth of shot.

2. Typical plan and section view of the drill pattern for controlled blast holes and production blast holes. How the free face, burden, hold diameters, depths, spacings, inclinations, and depth of subdrilling if any.

3. Loading pattern diagram showing:

a. Location of each hole.

b. Location and amount of each type of explosive in each hole including primer and initiators.

c. Location, type, and depth of stemming.

4. Initiation and delay methods, delay times, and overall power factor.

5. Manufactor’s data sheets for all explosives, primers, initiators, and other devices.

6. Working procedures and safety precautions for storing, transporting, and explosives.

7. Working procedures and safety precautions for blasting. The blasting plan for quality control and record keeping purposes. The review of the blasting plan does not relieve the Contractor of the responsibility for using existing drilling and blasting technology and for obtaining the required results.

C. Blaster in Charge: At least 10 days before delivery or use of explosive material, designate in writing a blaster-in-charge. Submit evidence that the blaster-in-charge has a valid state blaster’s license issued by an equivalent licensing body for the type of blasting required.

D. Blasting Log: Submit a Blasting Log for each blast. The Blasting Log includes the following:

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1. All actual dimensions of the shot including blast hole depths, burden, spacing, subdrilling, stemming, powder loads, and timing.

2. A drawing or sketch showing the direction of the face, or faces, and the physical shot layout.

1.07 QUALITY ASSURANCE

A. Seismic Survey specialists with five years of documented experience.

B. Explosives specialists in disintegration of rock, with five years of documented experience.

1.08 REGULATORY REQUIREMENTS

A. Conform to applicable code for explosive disintegration of rock and NFPA 495 for handling explosive materials.

B. Obtain permits from authorities having jurisdiction before explosives are brought to site or drilling is started.

C. Furnish copies or other proof of all applicable permits and licenses.

Comply with Federal, state and local regulations on the purchase, transportation, storage, and use of explosive material.

1.09 PROJECT CONDITIONS

A. Conduct survey and document conditions of buildings near locations of rock removal prior to blasting. Photograph existing conditions identifying any irregularities.

B. Advise owners of adjacent buildings or structures, IN WRITING, prior to executing seismographic survey. Explain blasting and seismic operations.

C. Obtain a seismic survey prior to rock excavation to determine maximum charges that can be used at different locations without damaging adjacent properties or other work.

2.01 MATERIALS

A. All materials recommended by explosive firm, and required by authorities jurisdiction, following seismic survey:

1. Explosives

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2. Delay Device

3. Blast Mat Materials

PART 3 - EXECUTION

3.01 EXAMINATION

A. Verify site conditions and note subsurface irregularities affecting work of this section.

3.02 PREPERATION

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

B. Test Blasting: Drill, blast, and excavate one or more short test sections as proposed in the blasting plan before full-scale drilling and blasting. Test blasts may be made away from or at the final slope line.

1. Space blast holes for controlled blasting 30 inches apart for the initial test blast. Adjust the spacing as approved. Use the approved spacing in the full-scale blasting or subsequent test blasts if necessary.

2. When a test blast is determined to be unacceptable, revise the blasting plan and make an additional test blast. A test blast is unacceptable when it results in fragmentation beyond the final rock face, fly rock, vibration, air blast, over break, damage to the final rock face, or is a violation of other

C. Controlled Blasting

1. General: Drill and blast according to the blasting plan. Use controlled blasting methods to form the final rock cut faces when the rock heights is than 10 feet above ditch grade and slopes are staked 2:1 or steeper.

a. Use downhole angle or fan drill blast holes for pioneering the tops of rock cuts or preparing platform for controlled blasting.

b. Use the blast hole diameter established for controlled blasting and a hole spacing not exceeding 30 inches.

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D. Drilling:

1. Remove overburden soil and loose rock along the top of the excavation for at least 30 feet beyond the production hole drilling limits or to the end of the cut.

2. Drill 3 ± 1 inches diameter controlled blast holes along the final rock face line. Drill controlled blast holes within 3 inches of the proposed surface location. Drill controlled blast holes at least 30 feet beyond the production holes to be detonated or to the end of the cut.

3. Use drilling equipment with mechanical or electrical-mechanical devices that accurately control the angle the drill enters the rock.

Select a lift height and conduct drilling operations so the blast hole spacing and downhole alignment does not vary more than 9 inches from the proposed spacing and alignment. When more than 5 percent of the holes exceed the variance, reduce the lift height and modify the drilling operations until the blast holes are within the allowable variance. Maximum lift height is limited to 50 feet.

4. A 12-inch offset is allowed for a working bench at the bottom of each lift for drilling the next lower controlled blasting hole pattern.

5. Adjust the drill inclination angle or the initial drill collar location so the required ditch cross section is obtained when the bench is used.

6. Drilling 20 inches below the ditch bottom is allowed for removing the toe.

E. Blasting:

1. Free blast holes of obstructions for their entire depth. Place charges without carving the blast hole walls.

2. Use the types of explosives and blasting accessories necessary to obtain the required results. A bottom charge may be larger than the line charges if no overbreak results. Do not use bulk ammonium nitrate and fuel oil for controlled blasting.

3. Stem the upper portion of all blast holes with dry sand or other granular material passing a 9.5 mm sieve.

4. When pre-splitting, delay the nearest production blast row at least

25 after blasting the pre-split line. Pre-split a minimum of 30 feet of production blasting zone.

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5. Where cushion (trim) blasting, delay the cushion blast row from 25 to 75 milliseconds after blasting the nearest production row.

F. Production Blasting:

1. Drill production holes and blast according to blasting plan. Take all necessary precautions to minimize blast damage to the final rock face.

2. Following a blast, stop work in the entire blast area and check for misfires before allowing workers to return to excavate the rock.

3. Remove or stabilize all cut face rock that is loose, hanging, or potentially dangerous. Scale by hand methods using a standard steel mine-scaling rod. Machine scale using hydraulic splitters or light blasting when necessary. Leave minor irregularities or surface variations in place if they do not create a hazard. Drill the next lift only after the cleanup work and stabilization work is complete.

4. If blasting operation cause fracturing of the final rock face, repair or stabilize it in an approved manner. Repair or stabilization techniques.

5. Halt blasting operations if any of the following occur.

a. Slopes are unstable.

b. Slopes exceed tolerances.

c. Backslope damage occurs.

d. Safety of the public is jeopardized.

e. Property or natural features are endangered.

f. Fly rock is generated.

6. Drill the row of production blast holes closest to the controlled blast line parallel and no closer than 6 feet to the controlled blast line. Do not drill production blast holes lower than the bottom of the controlled blast holes.

7. Use the types of explosives and blasting accessories that will obtain the desired fragmentation. Clean the blast holes, place the charges, and stem the holes according to “Controlled Blasting”.

Detonate production holes on a delay sequence toward a free face.

3.03 ROCK REMOVAL BY A MECHANICAL METHOD

A. Excavate and remove rock by the mechanical method.

B. Drill holes and utilize expansive tools and wedges to fracture rock.

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C. In utility trenches, excavate to 10 inches below invert elevation of pipe and 20 inches wider than pipe diameter.

D. Remove excavated materials and dispose of off-site at contractor’s expense.

E. Correct unauthorized rock removal in accordance with compacting and backfilling requirement of Section 02315 (Excavating, Trenching, Backfilling for Pipelines) and to directions of Engineer.

3.04 ROCK REMOVAL BY EXPLOSIVE METHODS

A. Provide seismographic monitoring during blasting process.

B. Drill blasting holes within 12 feet of finished slope.

C. Disintegrate rock and remove from excavation site.

D. Excavate 6 inches below invert elevation of pipe and 12 inches wider than pipe diameter in utility trenches.

E. Remove excavated material and dispose of off-site.

F. Correct unauthorized rock removal in accordance with Section 02315

(Excavating, Trenching, and Backfill).

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SECTION 02322

FLOWABLE FILL

A. Section Includes:

1. Flowable fill for:

a. Structure backfill.

b. Utility bedding.

c. Utility backfill.

d. Filling abandoned utilities.

B. Related Sections:

1. Section 02315 – Excavation, Trenching, and Backfill

2. Section 02510 - Water Distribution Mains

1.02 UNIT PRICE - MEASUREMENT AND PAYMENT

A. FLOWABLE FILL:

1. Basis of Measurement: Cubic Yard, measured to the nearest 0.5 specified Flowable Fill indicated in the bid schedule and includes furnishing flowable fill, installing the material and testing.

1.03 REFERENCES

A. ASTM International:

1. ASTM C33 – Standard Specifications for Concrete Aggregates.

2. ASTM C94/C94M - Standard Specification for Ready-Mixed

Concrete.

3. ASTM C150 - Standard Specification for Portland Cement.

4. ASTM C403/C403M - Standard Test Method for Time of Setting of Concrete Mixtures by Penetration Resistance.

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5. ASTM C1017/C1017M - Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete.

6. ASTM C1040 - Standard Test Methods for Density of Unhardened and Hardened Concrete In Place By Nuclear Methods.

7. ASTM D558 - Standard Test Methods for Moisture-Density Relations of Soil-Cement Mixtures.

8. ASTM D4832 - Standard Test Method for Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders.

1.04 DEFINITIONS

A. Utility: Any buried pipe, duct, conduit, manhole, tank or cable.

B. Excavatable Flowable Fill: Lean cement concrete fill used where future excavation may be required such as fill for utility trenches, bridge abutments, and culverts.

C. Non-Excavatable Flowable Fill: Lean cement concrete fill used where future excavation is not anticipated such as fill below structure foundations and filling abandoned utilities.

1.05 SUBMITTALS

A. Materials Source: Submit name of flowable fill materials suppliers.

B. Manufacturer's Certificate:

1. Certify Products meet or exceed specified requirements

C. Mix Design:

1. Submit flowable fill mix design for each specified strength. Submit separate mix designs when admixtures are require for the following:

a. Flowable fill work during hot and cold weather.

b. Air entrained flowable fill work.

2. Identify design mix ingredients, proportions, properties, admixtures, and tests.

3. Submit test results to certify flowable fill mix design properties meet or exceed specified requirements.

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A. Delivery Tickets:

1. Submit duplicate delivery tickets indicating actual materials delivered to Project site.

1.06 QUALITY ASSURANCE

A. Perform Work in accordance with State standard.

1.07 ENVIRONMENTAL REQUIREMENTS

A. Do not install flowable fill during inclement weather or when ambient temperature is less than 40 degrees F.

1.08 FIELD MEASUREMENTS

A. Verify field measurements before installing flowable fill to establish quantities required to complete the Work.

2.01 FLOWABLE FILL

A. Furnish materials in accordance with State of California standards.

B. Flowable Fill: Excavatable type and non-excavatable type.

2.02 MATERIALS

A. Portland Cement: ASTM C150 Type I - Normal

B. Fine Aggregates: ASTM C33.

C. Water: Clean and not detrimental to concrete.

2.03 ADMIXTURES

A. Furnish materials in accordance with State of California Highways standards.

B. Air Entrainment: ASTM C260.

C. Chemical: ASTM C494/C494M Type A - Water Reducing Type B -

Retarding Type C - Accelerating Type D - Water Reducing and Retarding Type E - Water Reducing and Accelerating Type F - Water Reducing, High Range Type G - Water Reducing, High Range and Retarding.

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D. Plasticizing: ASTM C1017/C1017M Type I, plasticizing.

2.04 MIXES

A. Mix and deliver flowable fill in accordance with ASTM C94/C94M, Option C.

B. Flowable Fill Design Mix:

ITEM EXCAVATABLE NON-

EXCAVATABLE

Cement Content 75-100 pcf 100-150 pcf Water Content As specified As specified Air Entrainment 5-35 percent 5-15 percent 28 Day compressive Strength Maximum 100 psi Minimum 125 psi Unit Weight (Wet) 80-110 pcf 100-125 pcf Temperature Minimum at point of delivery 50 degrees F 50 degrees F

C. Provide water content in design mix to produce self-leveling, flowable fill material at time of placement.

D. Design mix air entrainment and unit mass are for laboratory design mix and source quality control only.

2.05 SOURCE QUALITY CONTROL

A. Test and analyze properties of flowable fill design mix and certify results for the following:

1. Design mix proportions by weight of each material.

2. Aggregate: ASTM C33 for material properties and gradation.

3. Properties of plastic flowable fill design mix including:

a. Temperature.

b. Slump.

c. Air entrainment.

d. Wet unit mass.

e. Yield.

f. Cement factor.

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4. Properties of hardened flowable fill design mix including:

a. Compressive strength at 1 day, 7 days, and 28 days. Report compressive strength of each specimen and average specimen compressive strength.

b. Unit mass for each specimen and average specimen unit mass at time of compressive strength testing.

B. Prepare delivery tickets containing the following information:

1. Project Designation.

2. Date.

3. Time.

4. Class and Quantity of flowable fill.

5. Actual batch proportions.

6. Free moisture content of aggregate.

7. Quantity of water withheld.

A. Verify excavation specified in Section 02315 is complete.

B. Verify utility installation is complete and tested before placing flowable fill.

C. Verify excavation is dry.

3.02 PREPARATION

A. Support and restrain utilities to prevent movement and flotation during installation of flowable fill.

B. Protect structures and utilities from damage caused by hydraulic pressure of flowable fill before fill hardens.

C. Protect utilities and foundation drains to prevent intrusion of flowable fill.

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3.03 INSTALLATION - FILL, BEDDING, AND BACKFILL

A. Place flowable fill by chute, pumping or other methods approved by Engineer

B. Place flowable fill in lifts to prevent lateral pressures from exceeding structural capacity of structures and utilities.

C. Place flowable fill evenly on both sides of utilities to maintain alignment.

3.04 INSTALLATION - FILLING ABANDONED UTILITIES

A. Verify pipes and conduits are not clogged and are sufficiently empty to permit gravity installation of flowable fill for entire length indicated to be filled.

B. Seal lower end of pipes and conduits by method to contain flowable fill and to vent trapped air caused by filling operations.

C. Place flowable fill using method to ensure there are no voids.

1. Fill pipes and conduits from high end.

2. Fill manholes, tanks, and other structures from grade level access points.

D. After filling pipes and conduits seal both ends.

3.05 FIELD QUALITY CONTROL

A. Perform inspection and testing in accordance with ASTM C94/C94M.

1. Take samples for tests for every 150 cu yd of flowable fill, or fraction thereof, installed each day.

2. Sample, prepare and test four compressive strength test cylinders in accordance with ASTM D4832. Test one specimen at 3 days, one at 7 days, and two at 28 days.

3. Measure temperature at point of delivery when samples are prepared.

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B. Perform in place penetration density tests using hand held penetrometer to measure penetration resistance of hardened flowable fill, in accordance with ASTM C403.

1. Perform tests at locations as directed by Engineer.

3.06 CLEANING

A. Remove spilled and excess flowable fill from Project site.

B. Restore facilities and site areas damaged or contaminated by flowable fill installation to existing condition before installation.

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SECTION 02370

EROSION AND SEDIMENT CONTROL

1. PART 1 - GENERAL

A. This section includes erosion and silt control measures accomplished through the use of interception embankments, berms, dikes, dams, silt fences, settling basins, slope paving, ditch checks, rip-rap, mulches, erosion mats, and other erosion control devices or methods. The owner will provide the contractor with a Storm Water Pollution Prevention Plan (SWPPP) which will provide the framework for reducing soil erosion and minimizing pollutants in storm water during construction.

A. Work specified in this section is to be incorporated into other unit prices.

No separate unit prices will be awarded for this work.

A. Section 02310 – Grading

B. Section 02315 – Excavation, Trenching, and Backfill

C. Section 02920 – Topsoiling, Seeding, Fertilizing, and Mulching

A. California DOT – Standard Specifications for Construction of Local Streets and Roads, 2002.

1.05 SUBMITTALS

A. Silt fence material, (or alternate erosion control material proposed).

B. Storm Water Pollution Prevention Plan (If requested by the Project

Engineer and required by law).

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1.06 QUALITY ASSURANCE

A. Erosion control materials, methods and practices shall conform to the SWPPP provided to the contractor by the owner as well as applicable state agency handbooks of Best Management Practices, or tribal laws established for the purpose of erosion control on construction sites.

PART 2 - PRODUCTS

2.01 POSTS

A. Wood or steel, 2” x 2” x 54” minimum.

2.02 SILT FENCING

A. 15-mil thick screen fabric with a minimum of 120 pounds of grab tensile strength and an equivalent minimum opening size of 170.

B. All seams shall be heat sealed or sewn

2.03 EROSION FIBER LOGS

A. Made of aspen excelsior barbed, curled wooden fibers inside a tube of polyester netting.

B. Acceptable Products: Equal to American Excelsior Sediment Log

2.04 GEOTEXTILE FABRIC

A. Woven Polypropylene Geotextile

B. Acceptable Products: Equal to Mirafi 500X

3.03 GENERAL

A. Coordinate temporary and permanent erosion control measures to ensure economical, effective and continuous erosion control.

B. Keep construction areas small.

C. Divert drainage away from construction areas.

D. Prevent discharge or deposition of soil materials into surface waters.

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E. Inspect and maintain temporary erosion control materials to ensure its continued effectiveness.

1. Remove sediment material captured…