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HNF-SPEC-61935Revision 0

TRADEMARK DISCLAIMERReference herein to any specific commercial product, process, or service bytradename, trademark, manufacturer, or otherwise, does not necessarilyconstitute or imply its endorsement, recommendation, or favoring by theUnited States Government or any agency thereof or its contractors orsubcontractors.

This report has been reproduced from the best available copy.

Printed in the United States of America

L-894-C1

Raw Water Cross-Connection Isolation Project

MISSION SUPPORT ALLIANCE

Page 2 3/9/2018 HNF-SPEC-61935

TABLE OF

CONTENTS

Title Page

Table of Contents

DIVISION 3 - CONCRETE

Section 03 30 00 Cast-In-Place Concrete

DIVISION 5 - METALS

Section 05 12 00 Miscellaneous Steel

DIVISION 31 - EARTHWORK

Section 31 23 00 Earthwork

Section 31 23 23 Flowable Fill

Section 31 32 00 Soil Stabilization

DIVISION 32 - EXTERIOR IMPROVEMENTS

Section 32 12 16 Asphalt Paving

DIVISION 33 - UTILITIES

Section 33 05 23 Boring and Jacking

Section 33 10 00 Water Utilities

Section 33 30 10 Precast Vaults and Manholes

HNF-SPEC-61935 Section 03 30 00

Raw Water Cross-Connection Isolation Project Page 1 of 6


HNF-SPEC-61935 03 30 00, Rev. 0 3/9/2018

Section 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 – GENERAL

1.1 SCOPE

This specification covers materials and installation of concrete for thrust blocks and other

incidental uses of concrete.

1.2 REFERENCES

The following documents and others referenced therein form part of the Contract to the extent

designated in this Section. Referenced documents are those current as of the date of this Section

unless otherwise indicated.

1.2.1 American Concrete Institute (ACI)

ACI 117 Tolerances for Concrete Construction and Materials

ACI 301 Specifications for Structural Concrete

1.2.2 ASTM International (ASTM)

ASTM A615 Standard Specification for Deformed and Plain Carbon-Steel Bars

for Concrete Reinforcement

ASTM A853 Standard Specification for Steel Wire, Carbon, for General Use

ASTM A1064 Standard Specification for Carbon-Steel Wire and Welded Wire

Reinforcement, Plain and Deformed, for Concrete

ASTM C31 Standard Practice for Making and Curing Concrete Test Specimens

in the Field

ASTM C33 Standard Specification for Concrete Aggregates

ASTM C39 Standard Test Method for Compressive Strength of Cylindrical

Concrete Specimens

ASTM C94 Standard Specification for Ready-Mixed Concrete

ASTM C143 Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150 Standard Specification for Portland Cement

ASTM C173 Standard Test Method for Air Content of Freshly Mixed Concrete

by the Volumetric Method

ASTM C260 Standard Specification for Air-Entraining Admixtures for Concrete




HNF-SPEC-61935 03 30 00, Rev. 0 3/9/2018

ASTM C1107 Standard Specification for Packaged Dry, Hydraulic-Cement Grout

(Nonshrink)

ASTM D994 Standard Specification for Preformed Expansion Joint Filler for

Concrete (Bituminous Type)

1.3 SUBMITTALS

1.3.1 See Statement of Work (SOW) for submittal procedure.

1.3.2 For Approval

1.3.2.1 Concrete mix design

1.3.3 Not For Approval

1.3.3.1 Trip Tickets

1.3.3.2 Test Results

- Air Entrainment

- Slump

- Compressive Strength

1.4 QUALITY ASSURANCE

1.4.1 Subcontractor’s Quality Control System: See Statement of Work (SOW).

1.4.2 Deliverable Documentation: The following documents and records, required by this

Section, shall be delivered to the Buyer in accordance with the SOW.

Document Paragraph

Concrete Test Results 3.4

1.5 DELIVERY, STORAGE, AND HANDLING

1.5.1 See SOW for General Requirements

PART 2 – PRODUCTS

2.1 SUBSTITUTES

2.1.1 See the Subcontract SOW for substitution approvals.




HNF-SPEC-61935 03 30 00, Rev. 0 3/9/2018

2.2 MATERIALS

2.2.1 Concrete

2.2.1.1 Cement: ASTM C150, Type II (low alkali).

2.2.1.2 Aggregates: ASTM C33, 1 inch maximum size

2.2.1.3 Air-Entraining Admixture: ASTM C260; Sika Chemical Company “SIKA AER,”

Chem-Masters Corporation “Adz-Air,” or Protex Industries “AES.”

2.2.1.4 Properties:

a. Minimum allowable compressive strength: 3,000 lb/in2 at 28 days.

b. Slump: 4 inches maximum without admixtures, 8 inches maximum with

admixtures in accordance with ACI 301, Section 4.2.2.2.

c. Air Content: In accordance with ACI 301, Section 4.2.2.4.

d. Proportions: In accordance with ACI 301, Section, 4.2.3 and ASTM C94.

2.2.2 Approved Mix Designs:

a. American Rock, INC – Mix Design #150124 (3000 psi), #51550A (4000 psi), or

59600F (5000 psi) or approved equal.

2.2.3 Measuring, Mixing, and Delivery: In accordance with ASTM C94.

2.2.4 Reinforcing Steel

2.2.4.1 Steel bars: ASTM A615, smooth or deformed, Grade 60.

2.2.4.2 Welded wire fabric: ASTM A1064.

2.2.4.3 Tie wire: ASTM A853 carbon steel, 16-gage minimum, annealed.

2.2.5 Joint Materials

2.2.5.1 Expansion joint filler: ASTM D994, Watson Bowman and Acme Corporation “W”

Series.

2.2.6 Nonshrink Grout: Nonmetallic type ASTM C1107; Sika Corporation “Sika Grout

212,” BASF Master Builders, “MasterFlow 713,” U.S. Grout Corporation “Five Star

Grout,” or Hallemite “Por-Rok” anchoring cement.

2.2.7 Forms: Work, steel, plywood, or Masonite Corporation “Concrete Form Presdwood,”

as required for various specified finishes.




HNF-SPEC-61935 03 30 00, Rev. 0 3/9/2018

2.2.8 Form Coating Materials: Symons Corporation ”Magic Kote,” AC Horn Incorporated

“Form Shield,” or Burke Company “Burke Release No. 1.”

PART 3 – EXECUTION

3.1 GENERAL

3.1.1 Concrete construction shall follow the requirements specified in ACI 301 in its entirety,

as applicable to design conditions and requirement.

3.1.2 Wall Repair: Chip out and remove concrete as shown on Drawings. Cold Bend

reinforcing steel as required to permit installation of pipe and pipe sleeves. Provide

shoring and supports of piping until concrete has had sufficient time to cure and the

trench is backfilled. See 3.1.1 for concrete requirements.

3.2 PREPARATION

3.2.1 Formwork Construction

3.2.1.1 Install formwork in accordance with ACI 301, Section 2. Interior shape and rigidity

shall be such that finished concrete will meet requirements of the Drawings within

tolerances specified in ACI 117, Section 2.2.

3.2.1.2 Forms for surfaces which will be permanently concealed from view may be saturated

with water (instead of other treatment) before placing concrete. In freezing weather,

forms shall be treated with oil or stearate.

3.2.1.3 Clean forms of foreign material before placing concrete.

3.3 INSTALLATION

3.3.1 Reinforcing Steel

3.3.1.1 Fabricate bars to within tolerances shown in ACI 301, Section 3.

3.3.1.2 Place within tolerances specified in ACI 117, Section 2.2.

3.3.1.3 Tie to prevent displacement during placement of concrete.

3.3.1.4 Do not force rebar into concrete after initial set has started.

3.3.1.5 Install reinforcing steel of like size at wall penetration in the event reinforcing steel is

broken, or as directed by the Buyer.




HNF-SPEC-61935 03 30 00, Rev. 0 3/9/2018

3.3.2 Concrete

3.3.2.1 Before placing:

a. Approve “Pour Slip,” including identification of sections of structure to be placed,

maximum size of coarse aggregate, and design strength.

b. For each truck load, collect “Trip Ticket.” “Trip Tickets” shall contain information

listed in ASTM C94, paragraphs 14.1.1 through 14.1.10, and water/cement ratio.

c. Identify location to discharge concrete rinsate with Buyer approval. See SOW.

3.3.2.2 Place in accordance with ACI 301, Section 5. Do not drop more than 5 feet. Insert

vibrator, vertically if possible, into concrete and reach small distance into concrete in

next lower layer. Do not insert vibrators into lower courses that have reached initial

set. Avoid contact between vibrator head and forms, reinforcement, or embedded

items.

3.3.2.3 Allow concrete a minimum of 7 days of cure time prior to loading, unless concrete

strength testing proves that concrete has met 70% of 28-day strength. High early

strength or higher strength concrete may be substituted to accelerate schedule.

3.3.2.4 Place non-shrink grout where required, in accordance with manufacturer’s

recommendations.

3.3.2.5 Weather conditions: Refer to ACI 301, Section 4.2.2.5 for limits on hot and cold

weather concrete placement. Protect placed concrete in accordance with ACI 301

Sections 4 and 5.

3.3.2.6 Construction joints: Make in accordance with ACI 301, Section 5.3.2.6 and details on

the Drawings.

3.3.2.7 Placing concrete against earth: Place on or against firm, damp surfaces free of frost, ice

and free water. Before concrete placement, obtain required earth compaction in

accordance with Section 31 23 00 – Earthwork. Dampen earth surfaces that are to

receive fresh concrete.

3.3.3 Form Removal and Concrete Repair

3.3.3.1 Form removal: Remove in accordance with ACI 301, Section 2.3.2.

3.3.3.2 Concrete Repair: Per ACI 301, Section 5.3.7 or as directed by the Buyer.

3.3.4 Concrete Finishes and Tolerances

3.3.4.1 Unformed surfaces: Broom finish in accordance with ACI 301, Section 5.3.4 for

exterior slabs subject to foot traffic.




HNF-SPEC-61935 03 30 00, Rev. 0 3/9/2018

3.4 CONCRETE TESTING

3.4.1 Prior to placement, test fresh concrete for air entrainment in accordance with ASTM

C173 and slump in accordance with ASTM C143.

3.4.2 For strength testing, prepare concrete test cylinders during concrete placement, field

cure cylinders, and break cylinders at a certified lab prior to loading. Test samples

require two test cylinders for each strength test performed, using the average value for

concrete strength. Mold cylinders in accordance with ASTM C31 and test in

accordance with ASTM C39. Document test results and demonstrate that required

strength has been achieved.

3.4.3 Concrete strength testing is only required if the concrete will be loaded prior to

reaching a 7 day cure time.

3.5 PROTECTION

3.5.1 Protect concrete during extreme weather conditions and from mechanical damage in

accordance with ACI 301, Section 5.




HNF-SPEC-61935 05 12 10, Rev. 0 3/9/2018

Section 05 12 10

MISCELLANEOUS STEEL

PART 1 – GENERAL

1.1 SCOPE

This specification covers material and installation of steel for weir modifications and pipe supports.

1.2 REFERENCES




1.2.1 American Institute of Steel Construction (AISC)

AISC ASD Steel Construction Manual, Allowable Stress Design, 14th Edition

1.2.2 American Society of Mechanical Engineers (ASME).

B18.21.1 Lock Washers (Inch Series)


ASTM A36 Standard Specification for Carbon Structural Steel

ASTM A53 Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-

Coated, Welded and Seamless

ASTM A108 Standard Specification for Steel Bar, Carbon and Alloy, Cold-

Finished

ASTM A240 Standard Specification for Chromium and Chromium-Nickel

Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for

General Applications

ASTM A307 Standard Specification for Carbon Steel Bolts, Studs, and Threaded

Rod 60,000 PSI Tensile Strength

ASTM A563 Standard Specification for Carbon and Alloy Steel Nuts

ASTM F593 Standard Specification for Stainless Steel Bolts, Hex Cap Screws,

and Studs

1.2.3 American Welding Society (AWS)

AWS D1.1 Structural Welding Code – Steel

AWS D1.6 Structural Welding Code – Stainless Steel




HNF-SPEC-61935 05 12 10, Rev. 0 3/9/2018

1.3 SUBMITTALS

1.3.1 See Statement of Work (SOW) for Submittal Procedure.

1.3.2 Approval Not Required

1.3.2.1 Welding Personnel and Inspection Personnel Certifications and/or Qualifications

1.3.2.2 Welding, weld examination, and weld testing procedures

1.3.2.3 Weld Examination Results


1.4.1 Subontractor's Quality Assurance Program: See SOW.

1.4.2 Welding shall be in accordance with AWS D1.1 and AWS D1.6. Welders shall possess

current qualifications for the intended welding in accordance with AWS D1.1 and AWS

D1.6. Welding inspectors shall possess current certification as an AWS Certified

Welding Inspector in conformance with the provisions of AWS QCI, Standard for AWS

Certification of Welding Inspectors. Prior to welding, submit qualifications of welders

and welding inspectors, planned welding procedures and welding inspection and testing

procedures.



Document Paragraph

Weld Examination Results 3.4.1


1.5.1 See SOW for general requirements.

PART 2 – PRODUCTS

2.1 SUBSTITUTES

2.1.1 See Subcontractor SOW for substitution approvals.

2.2 MATERIALS

2.2.1 Rolled Steel Shapes and Plates: ASTM A36.




HNF-SPEC-61935 05 12 10, Rev. 0 3/9/2018

2.2.2 Steel Bars and Rods: ASTM A108, minimum yield 36,000 lb/in2, maximum carbon

content 0.35%.

2.2.3 Steel Pipe: ASTM A53, Type E or S, Grade B.

2.2.4 Stainless Steel Shapes and Plates: 304 Stainless Steel in accordance with ASTM A240.

2.2.5 Fasteners

2.2.4.1 Fasteners shall have a Class 2 fit.

2.2.4.2 Bolts and Threaded Tie-Rods: ASTM A307, Grade A or B.

2.2.4.3 Nuts: ASTM A563, Grade A, heavy hex.

2.2.4.4 Washers: ASME B18.21.1.

2.2.4.5 Expansion anchors: Hilti Kwik Bolt TZ or an approved substitute.

2.2.4.6 Welding Electrodes: E7018; 308L.

2.2.4.7 Stainless Fasteners: ASTM F593

2.2.5 Non-Shrink Grout: See Section 03 30 00.


3.1 FABRICATION

3.1.2 General

3.1.2.1 Verify measurements and take field measurements necessary before fabrication. Provide

miscellaneous bolts and anchors, supports, braces, and connection necessary for

completion of metal fabrications. Weld connections as shown on the Drawings.

3.1.2.2 Workmanship: Form metal fabrications to shape and size, with sharp lines, angles, and

true curves.

3.1.2.3 Jointing and intersections: Accurately made, tightly fitted, and in true planes with

adequate fastenings.

3.1.2.4 Perform welding of steel connections in accordance with AWS D1.1.

3.1.3 Finishes




HNF-SPEC-61935 05 12 10, Rev. 0 3/9/2018

3.1.3.1 Ferrous metal shall be hot-dip galvanized.

3.1.3.2 Touch up damaged zinc surfaces with zinc-rich coating. Apply in accordance with

manufacturer’s instructions.

3.2 ERECTION

3.2.1 Erect structural steel in accordance with AISC 335 SUPP 1, except welding shall be in

accordance with this Section.

3.2.2 Perform welding in accordance with AWS D1.1 and AWS D1.6.

3.2.3 Fabricate welded connections in accordance with AISC ASD, Table IV, Part 4.

3.2.4 Square the ends of pipe supports at base plates.

3.2.5 Do not make holes in framing members for supporting equipment, unless shown on the

Drawings, without approval from the Buyer. 3.2.6 Use ASTM A307 bolts with lock washers under nuts. Tighten nuts with hand

wrenches to compress lock washers.

3.2.7 Expansion Anchors:

3.2.7.1 Install expansion anchors in accordance with manufacturer’s instructions where shown on

the drawings.

3.2.7.2 Prior to installing expansion anchors, perform a concrete scan to identify embedded steel

reinforcement, electrical conductors, etc.

3.3 APPLICATION

3.3.1 Paint

3.3.2 Touchup: After erected steel has been approved, clean and paint connections with primer

and finish coat. Touchup shop prime coat where damaged. Prime and touchup with shop

coat primer and finish coat. To maximum extent practicable, perform placement

continuously.

3.4 FIELD QUALITY CONTROL

3.4.1 Weld Examination: Perform visual examination in accordance with AWS D1.1,

paragraphs 6.5 and 8.6 and AWS D1.6, paragraph 8.5. Record results.




HNF-SPEC-61935 31 23 00, Rev. 0 3/9/2018

Section 31 23 00

EARTHWORK

PART 1 – GENERAL

1.1 SCOPE

This specification covers earthwork, including excavation, pipe bedding, backfilling, and soil

compaction for demolition of existing water system components and installation of new water

lines.

1.2 REFERENCES





ASTM D653 Standard Terminology Relating to Soil, Rock, and Contained

Fluids

1.2.2 Code of Federal Regulations (CFR) Title 29, Labor

Part 1926 Safety and Health Regulations for Construction

1.2.3 Department of Energy

DOE-0344 Hanford Site Excavating, Trenching and Shoring Procedure

(HSETSP), Revision 3A

1.2.4 Occupational Safety and Health Administration (OSHA)

OSHA Regulations Code of Federal Regulations 29 CFR 1926.650-1926.652, Subpart

P-Excavation, latest revision.

1.2.5 Washington State Department of Transportation (WSDOT)

M 41-10 Standard Specifications for Road, Bridge, and Municipal

Construction

M 46-01 Materials Branch Laboratory Manual

1.3 SUBMITTALS

1.3.1 See Statement of Work (SOW) for submittal procedures.




HNF-SPEC-61935 31 23 00, Rev. 0 3/9/2018

1.3.2 Approval Required

1.3.2.1 Damage prevention procedure: Notify the Buyer before excavation, submit procedure

to prevent overstressing existing structures, and interrupting existing services.

1.3.2.2 Location of existing utilities: Notify the Buyer prior to exploratory excavations (Pot-

holing) to identify the location of existing utility lines which could be affected by the

planned excavations. Existing crossing and adjacent utilities are shown on the

drawings and scan data.

1.3.2.3 Shoring Plan: See Section 3.1.6.

1.3.2.4 As-built survey data: Submit electronic data file on thumb drive or CD for as-built

profile of buried pipe and prepared subgrade required in 3.2.4.

1.3.2.5 Traffic Control Plan: See Section 32 12 16 – 1.3.2.2.

1.3.2.6 Competent Person: Before excavation and in writing, submit the identity of individual

designated as the Earthwork Inspector. The individual shall be the Competent Person

as defined in OSHA Regulations 29 CFR 1926.650, DOE-0344, and required by IS&H

Manual.


1.3.3.1 Compaction Test Reports





Document Paragraph

Backfill Permit 1.5.a.

Soil Compaction Test Reports 3.9.2.2, 3.9.2.3

1.5 PERMITS

a. Backfill Permit: See SOW

b. Excavation Permit: Will be provided by the Buyer.

c. Fire Marshall Permit: Will be provided by the Buyer.




HNF-SPEC-61935 31 23 00, Rev. 0 3/9/2018

1.6 SITE CONDITIONS

1.6.1 Do not place backfill and fill on frozen ground.

PART 2 – PRODUCTS

2.1 MATERIALS

2.1.1 Use materials free of frozen particles, lumps, organic matter, and trash for backfill, fill,

bedding and stabilization.

2.1.2 Backfill and Fill

2.1.2.1 Native: Excavated soil approved for use by the Buyer as backfill material. Perform a

sieve analysis to determine if native material is suitable for use as bedding or structural

fill.

2.1.2.2 Common: Well-graded and uniformly mixed soil with largest particle being 5 inches in

greatest dimension and constituting not more than 40% in volume.

2.1.2.3 Structural: Well-graded and uniformly mixed soil with largest particle being 1-1/2

inches in greatest dimension and constituting not more than 40% in volume.

2.1.2.4 Flowable Fill: See Section 31 23 23 – Flowable Fill. Material may be used as common

and structural backfill and fill if approved by the Buyer.

2.1.3 Bedding Material: Sand as defined in ASTM D653 or excavated sandy material

containing gravel particles not exceeding ½ inch.

2.1.4 Stone Materials

2.1.4.1 Base Course for Asphalt Paving: WSDOT M41-10, Section 9-03.9(3), Base Course.

2.1.4.2 Gravel Road Stone: WSDOT M 41-10, Section 9-03.9(3), Top Course.

2.1.4.3 Riprap: Broken stone or fractured basalt graded as Quarry Spalls as described by

WSDOT M 41-10, Section 9-13.1(5) graded from 8 inch to ¾ inch.

2.1.4.4 Stabilization Stone: Crushed rock meeting the grading requirements of WSDOT M41-

10, 9-03.9(3) for Top Course.

2.1.5 Location Marker




HNF-SPEC-61935 31 23 00, Rev. 0 3/9/2018

2.1.5.1 Detect Tape: Blue, 6 inches wide and 4 mils thick, plastic tape imprinted at maximum

intervals of 4 feet with a warning, such as “CAUTION – BURIED INSTALLATION

BELOW.” “Terra Tape” by Reef Industries, or approved substitute.

2.1.5.2 Detection Wire System: Provide a detection wire system consisting of detection wire,

splice connectors, test stations, grounding anodes and locator. The detection wire shall

be single strand copper clad steel detection wire, insulated for direct burial (HDPE or

HMWPE), with a minimum of 12 AWG. Test stations shall be Cobra Access Boxes by

Copperhead Industries, installed at vent risers as shown on the drawings. Submit

manufacturer’s product information and installation instructions prior to installation.

2.1.6 Geotextiles: Use of and installation of geotextiles shall be in accordance with WSDOT

M41-10, 9-33.2.


3.1 EXCAVATION

3.1.1 Notify Buyer before excavating.

3.1.2 Exploratory Excavations (Pot-Holing)

3.1.2.1 Notify Buyer before commencing pot-holing activity to locate utilities.

3.1.2.2 Locate and expose existing underground utilities designated on the plans using hand

tools, air lance, or vacuum-excavator equipment.

3.1.2.3 Complete pot-holing on a given alignment prior to commencing general excavation on

that alignment.

3.1.3 Saw cut existing pavement prior to removing it to minimize damage to remaining

pavement. Asphalt edges shall be saw cut prior to placing final ACP finish course, see

Sections 32 12 16 – 3.1.1.5 and the drawings.

3.1.4 If cultural properties (e.g., bones and artifacts) are encountered, stop excavation and

notify Buyer. Obtain approval before resuming excavation.

3.1.5 If unexpected debris is encountered, stop excavation, clear personnel to 30 feet from

debris, and notify Buyer. Obtain approval before resuming excavation.




HNF-SPEC-61935 31 23 00, Rev. 0 3/9/2018

3.1.6 Excavate earth and establish protective systems in accordance with IS&H Manual.

Provide a uniform grade for the placement of the water pipe as described in Section 33

10 00 – 3.1.1.3 and as shown on drawings. If shoring and/or trench box is needed to

accomplish the work, submit a Shoring Plan for approval 15 days prior to starting work.

Submit drawings and calculations, certified by a registered professional engineer,

describing the use of shoring and sheeting or trench box equipment for planned

excavations. Install shoring as necessary to protect workers, banks, adjacent paving,

structures, and utilities. Remove shoring, bracing, sheeting or trench box as

excavations are backfilled, in a manner to prevent caving.

3.1.7 Excavation for utility trenches: Excavate deep enough to allow laying water pipes at

line and grade shown on the drawings. Make trench wide enough to permit connection

of water lines. Correct over-excavation by placing and compacting backfill and fill.

Pare holes in trench bottoms for pipe couplings so pipe will bear full length of pipe

barrel or pipe section.

3.2 BACKFILL AND FILL - PREPARATION

3.2.1 Allow concrete to cure a minimum of 7 days of cure time prior to placing backfill and

fill against concrete.

3.2.2 Remove debris and organic material from area to be backfilled or filled.

3.2.3 Do not backfill by sluicing or flooding unless written approval is obtained from the

Buyer.

3.2.4 Record (Red-Line) Drawings - See Section 33 10 00 – 3.6.

3.3 BACKFILL AND FILL – WATER LINES

3.3.1 Keep trenches free of standing water during laying of water lines.

3.3.2 Backfilling trench prior to pressure testing pipeline is Subcontractor's option. The

pipeline shall be adequately restrained during pressure testing.

3.3.3 Location Marker: Place detect tape location marker continuously and directly over

buried water lines at depth of 12 inches below finish grade.

3.3.4 Buried Detection Wire System: Install detection wire by taping the wire to the pipe

every 8-10 feet. Extend the wire along the pipeline continuously and unbroken.

Furnish insulated wire over its entire length. Terminate the ends of the wire with

accessible test station connectors adjacent to manholes, valve boxes, or at other

termination point at each end of the pipe. Prior to backfilling over the detection wire,

conduct a continuity test to verify that the detection wire is continuous and operational.




HNF-SPEC-61935 31 23 00, Rev. 0 3/9/2018

3.3.5 Prohibit passage of heavy construction equipment over buried water lines until at least

36 inches of backfill and fill have been placed over lines and compacted or until

bridging approved by the Buyer has been placed across trenching.

3.4 COMMON BACKFILL AND FILL

3.4.1 Place specified common or native backfill and fill in even, loose layers not more than

10 inch thickness.

3.4.2 Compact uniformly over full width of each layer by at least 1 pass of a hand operated

vibratory-type or rammer type compactor, pneumatic-tired roller, loader scraper wheel,

grader wheel or power roller. Vibratory compactors shall not be used along route

unless approved by the Buyer. Exception, hand operated vibratory compactor may be

used, but not within 5 feet of existing export raw water line.

3.4.3 Mound over top layer to 3 inches for each 12 inches of backfill and fill to maximum

mound height of 24 inches.

3.5 STRUCTURAL BACKFILL AND FILL

3.5.1 Place loose layers of specified structural backfill and fill under roadways and parking

areas, evenly up sides of trench to avoid unbalanced loading. Limit each layer that is

more than 24 inches below finish grade to 8-inch lifts. Limit each layer in top 24

inches to 4-inch lifts.

3.5.2 Compact each layer uniformly to 95% of maximum density as determined by specified

compaction tests. Hoe-Pack type compactors or smaller hand operated vibratory-type or

rammer type compactor may be used. Heavy vibratory power rollers shall not be used

along route unless approved by the Buyer.

3.6 PIPE BEDDING

3.6.1 Rake over trench bottom, removing any rocks 3 inches or greater. Place a minimum of

4 inches of pipe bedding material in the bottom of the trench, and install the pipe on the

bedding material. If native soil meets the gradation of bedding material, native

undisturbed soil may be used as pipe bedding without additional compaction.

3.6.2 Place loose layers of specified bedding material evenly up the sides of the trench in 14”

layers in bedding zone.

3.6.3 Compact bedding material in the pipe zone (from the pipe invert to 12 inches over the

pipe) uniformly to 90% of maximum density. Where structural fill is required,

compact material to 95% of maximum density. Where the depth of the pipe zone

exceeds 10 feet, compact bedding material to 95% of maximum density.




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3.7 SERVICE ROAD, PARKING LOT AND ROAD CROSSING

3.7.1 Subgrade Filling and Backfilling

3.7.1.1 Place structural backfill at road crossings.

3.7.2 Granular Base

3.7.2.1 Road Subbase Construction requirements: Construction shall be in accordance with the

following sections of WSDOT M 41-10.

a. Equipment: Section 4-04.3(1).

b. Mixing: Section 4-04.3(3).

c. Subgrade preparation: Section 4-04.3(2).

d. Placing and spreading: Section 4-04.3(4).

e. Shaping and compacting: Section 4-04.3(5).

f. Miscellaneous requirements: Section 4-04.3(7).

g. Weather limitations: Section 4-04.3(8).

h. Hauling: Section 4-04.3(9).

3.8 FINISH GRADING AND STABILIZATION

3.8.1 Grade each area disturbed by work to blend into existing contours. Rake each area and

remove cobbles larger than 3 inches. Dispose of excess material and debris in

accordance with SOW.

3.8.2 The gravel road parallel to the Cross-Tie Water line shall be graded as shown on the

drawings and be stabilized with a minimum 4-inch compacted course of Top Course

stone.

3.8.3 Gravel roads, gravel yards, and areas disturbed at road crossings, around sectional

valves, air vent valve stations, and drain valves shall be stabilized with a 3-inch

compacted course of Top Course stabilization material placed to match the existing

grade.

3.8.4 All other disturbed areas shall be stabilized, maintained, and revegetated in accordance

with Section 31 32 00 – Soil Stabilization.

3.9 FIELD INSPECTION AND TESTS




HNF-SPEC-61935 31 23 00, Rev. 0 3/9/2018

3.9.1 Notify the Buyer during pot hole and all backfilling operations, inspecting and

documenting test results.

3.9.2 Compaction Testing

3.9.2.1 Test compacted bedding, structural backfill, and fill at the following intervals:

a. Bedding: For each 500 feet of trench or portion thereof, 1 test of each layer.

b. Structural backfill and fill: For each 100 feet of trench or portion thereof, 1 test of

each layer.

3.9.2.2 Documentation: Provide record copy of all tests indicating location by station and

depth of test sample. Deliver test results to the Buyer by close of business on following

day.

3.9.2.3 Perform compaction testing in accordance with WSDOT M41-10 2-03.3(14)D.

Provide report required by each standard.




HNF-SPEC-61935 31 23 23, Rev. 0 3/9/2018

Section 31 23 23

FLOWABLE FILL

PART 1 – GENERAL

1.1 SCOPE

This specification covers material and installation of Flowable Fill (Controlled Low Strength

Material, CLSM).

1.2 REFERENCES




1.2.1 ASTM International

ASTM C33 Standard Specification for Concrete Aggregates

ASTM C94 Standard Specification for Ready-Mixed Concrete

ASTM C150 Standard Specification for Portland Cement

ASTM C260 Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C618 Standard Specification for Coal Fly Ash and Raw or Calcined

Natural Pozzolan for Use in Concrete


M 41-10 Standard Specifications

1.3 SUBMITTALS



1.3.2.1 Fill mix: Before ordering, submit fill materials, mix design, and mix proportions.

Identify each material to be used in fill, including amount, by weight, to be utilized in

each yd3 of plastic mix.

1.3.2.2 Test data: Before mixing, submit laboratory trial batches, or field trial data, to verify

mix compressive strength.




HNF-SPEC-61935 31 23 23, Rev. 0 3/9/2018

PART 2 – PRODUCTS

2.1 SUBSTITUTES

2.1.1 See Section SOW for general requirements

2.2 MATERIALS

2.2.1 All Controlled Density Fill shall be a mixture of Portland Cement, fly ash, aggregates,

water, and admixtures proportioned to provide a non-segregating, self-consolidating,

free-flowing, and excavatable material, which will result in a hardened, dense, non-

setting fill in accordance with WSDOT M 41-10 Section 2-09.3(1)E.

2.2.2 Cement: ASTM C 150, Type II, low alkali.

2.2.3 Fly Ash: ASTM C618, Class F in accordance with recommendations of 40 CFR 249.12

and 249.13.

2.2.4 Aggregates: ASTM C 33, 3/8 inch maximum.

2.2.5 Air-entraining admixtures: ASTM C260.

2.2.6 Mixes

2.2.6.1 Measure and mix specified materials and deliver mixture in accordance with ASTM

C94 or WSDOT M 41-10, Section 6-02.3. Provide fill compressive strength of 50 to

100 psi at 28 days.


3.1 PLACEMENT

3.1.1 Place mixture in accordance with ASTM C94 or WSDOT M 41-10, Section 6-02.3.

Discharge directly from truck by pumping or other approved methods.

3.1.2 Place mixture on or against firm, damp surfaces which are free of frost, ice and water.

Obtain required compaction of earth subsurfaces before placement. Dampen earth

surfaces to receive fresh fill.

3.1.3 To maximum extent practicable, perform placement continuously.

3.2 PROTECTION

3.2.1 After placement, protect mixture from construction activities for 24 hours minimum.




HNF-SPEC-61935 31 32 00, Rev. 0 3/9/2018

Section 31 32 00

SOIL STABILIZATION

PART 1 – GENERAL

1.1 SCOPE

This specification covers short-term interim stabilization, in addition to permanent revegetation,

seeding, and planting of vegetation to limit erosion of soil in areas that have been disturbed by

construction activities.

1.2 REFERENCES




1.2.1 Department of Energy

DOE/RL-2011-116 Hanford Site Revegetation Manual

DOE/RL-96-32 Hanford Site Biological Resources Management Plan

PART 2 – PRODUCTS

2.1 MATERIALS

2.1.1 All seed and shrubs shall be furnished by the Buyer.

2.1.1.1 Seed:

a. Native Grass: Sandberg's Bluegrass (Poa secunda), Needle-and-Thread Grass

(Hesperostipa comata), and Indian Ricegrass (Achnatherum hymenoides).

b. Forb: Carey's Balsamroot (Balsamorhiza careyana), long-leaf phlox (Phlox

longifolia), mariposa lily (Calochortus marcrocarpus), Blue Mountain prairie

clover (Dalea ornata), turpentine springparsley (Cymopterus terebinthinus), hoary

tansyaster (Machaeranthera canescens), pale-evening primrose (Oenothera

pallida), and slender hawksbeard (Crepis atribarba).

c. Short-term interim stabilization species, if utilized for soil stabilization prior to final

revegetation, shall consist of short lived species such as sterile wheat and

wheatgrass varieties, and shall be approved by Buyer.

2.1.1.2 Shrubs: Big Sagebrush (Artemisia tridentata) and Spiny Hopsage (Grayia spinosa).




HNF-SPEC-61935 31 32 00, Rev. 0 3/9/2018

2.1.2 Soil fixatives shall be non-toxic and environmentally safe products such as Envirotac

SC or other product approved by the Buyer.

2.1.3 Herbicides shall contain no residuals and may include 2,4-D acid, glyphosate, imazapic,

dicamba, ammonium sulfate products, non-ionic surfactant, and an activator/absorption

enhancer, or as otherwise approved by the Buyer. Herbicides shall be applied by a

Washington State Department of Agriculture licensed pesticide applicator.

2.1.4 Straw shall be from a certified native seed crop that was noxious weed free..


2.2.1 Protect seed and shrubs from drying out and from damage during delivery, on-site

storage, and handling.


3.1 PREPARATION FOR REVEGETATION

3.1.1 Revegetation activities shall be accomplished from November 14 through January 15.

unless frozen ground conditions prevent planting, or unless otherwise directed from

Buyer.

3.1.2 Prior to planting, if necessary, soil surfaces may require decompaction as directed by

the Buyer. Areas requiring decompaction shall be homogenously decompacted to a

depth no less than 0.5 ft. This task shall be completed with either plow or disk, or other

means which adequately loosen and recontour soil without disturbing surrounding

habitat or the pipeline trench backfill. Deep ripping >1 ft is not anticipated to be

necessary. Linear plow lines and edges of disturbed areas shall be smoothed/graded to

eliminate visual linear lines and berms.

3.1.3 Reasonable efforts must be made to prevent noxious weeds or significant populations

of Russian thistle, cheatgrass, or other weeds from colonizing on the site prior to

revegetation. Suitable herbicides include products containing no residuals and may

include 2,4-D acid, glyphosate, imazapic, dicamba, ammonium sulfate products, non-

ionic surfactant, and an activator/absorption enhancer, or as otherwise approved by the

Buyer. Manual removal of Russian thistle is preferred to herbicide application.

Herbicides shall be applied by a Washington State Department of Agriculture licensed

pesticide applicator.

3.1.4 Short-term interim stabilization actions post construction, and prior to final revegetation

must be implimented if pipeline installation is completed 2 months or longer prior to

the first available planting season beginning Nov 15 of that year. Reasonable efforts

must be made to protect exposed soil surfaces against wind and water erosion.




HNF-SPEC-61935 31 32 00, Rev. 0 3/9/2018

Acceptable methods of vegetative or chemical stabilizers include planting sterile

ground cover species and/or applying soil fixatives at intervals sufficient to minimize

erosion and fugitive dust, or other methods as approved by the Buyer.

3.2 SEEDING

3.2.1 Seed, mulch, and plant in the disturbed and regraded areas except around the PIVs, air

vent valves, and on the vehicular access roads. Seeding may be performed by

broadcast and drop seeding, imprinting, or by hydroseeding.

3.2.1.1 Seeding methods: Seed shall be uniformly placed using imprint, broadcast, or drop

seeders. Cover seed uniformly to a maximum depth of ½ inch by means of imprint

seeder, spike-tooth harrow, cultipacker, raking or other devices.

3.2.1.2 Hydroseeding if approved by the Buyer for short-term interim stabilization only: First,

mix water and fiber. Wood cellulose fiber, paper fiber, or recycled paper shall be

applied as part of the hydroseeding operation. Fiber shall be added at 1,000 pounds,

dry weight, per acre. Then add and mix seed to produce a homogeneous slurry. When

hydraulically sprayed on the ground, material shall form a blotter like cover

impregnated uniformly with grass seed. Spread with one application with no second

application of mulch.

3.2.2 Ensure even seed distribution across the entire area to be revegetated. Rice hulls are an

acceptable matrix to aid in seed dispersal if deemed necessary. All seed material shall

be distributed at the specified seeding rate described below. There shall not be more

than 10% excess seed remaining upon completion of all seeding.

3.2.2.1 Native grasses: Sandberg's bluegrass (Poa secunda) at 3.75 lb Pure Live Seed (PLS)/ac,

Needle-and-Thread grass (Hesperostipa comata) at 3.0 PLS/ac, and Indian Ricegrass

(Achnatherum hymenoides) at 3.00 lb PLS/ac.

3.2.2.2 Forb species: Minimum of four forb species, each to be seeded at 0.1 PLS lb/ac. The

list of possible forbs includes Carey’s balsamroot (Balsamorhiza careyana), long-leaf

phlox (Phlox longifolia), mariposa lily (Calochortus macrocarpus), Blue Mountain

prairie clover (Dalea ornata), turpentine springparsley (Cymopterus terebinthinus),

hoary tansyaster (Machaeranthera canescens), pale-evening primrose (Oenothera

pallida), and slender hawksbeard (Crepis atribarba).

3.2.3 Following seeding, apply straw evenly at a rate of 2 ton/ac, followed by crimping. All

broadcast seeds shall be covered with straw mulch and crimped by the end of shift.

3.2.4 Areas seeded and not covered with straw and crimped at the end of shift, shall be

mulched and crimped, then irrigated with 1,000 gallons of water per acre at the start of

the following shift at no cost to the Buyer.




HNF-SPEC-61935 31 32 00, Rev. 0 3/9/2018

3.3 PLANTING

3.3.1 Planting areas shall specifically be areas which are disturbed by construction except

directly on top of pipeline. Shrubs shall be planted at least 5 ft and no greater than 10 ft

apart. All shrubs shall be planted unless determined to be of poor quality and/or

approved by Buyer.

3.3.2 Each shrub shall be placed in the planting hole using a hoedad, planting spade, or other

approved tool.

3.3.3 Each planter shall ensure the seedlings are handled carefully and maintain the integrity

of the seedling plug; i.e., boxes and bags of plants shall be handled with care.

3.3.4 Each plug should be planted to ensure the entire root structure and soil plug is installed

straight down, completely buried, and heeled into place, as to eliminate any air pockets

around the root structure. Each plant shall be planted with soil placed around the roots

and not rocks. Should an auger be used to create a hole for planting, the hole shall not

be drilled deeper than the shrub plug root structure, if a hole is drilled too deep it must

be filled with soil, not rocks, to eliminate the air pocket prior to installing the plant.

3.3.4.1 The canopy of the plug shall be positioned in an upright stance upon completion of

each installation.

3.3.4.2 No more than one plug shall be planted per hole.

3.3.4.3 Do not plant any plug within 100 ft of any ground water monitoring well or within 10 ft

of any above-ground pipeline.

3.3.5 Seedlings shall be planted parallel to roadways and be planted to reduce the appearance

of linear lines. If seedlings are in poor quality, the Subcontractor shall set the plants

aside and report the finding to the Buyer.

3.3.6 Seedling installation: big sagebrush 400 plants/acre, spiny hopsage 200 plants/acre..

Spiny hopsage is to be installed sporadically, avoiding long rows (i.e., no more than 15

spiny hopsage in a continuous row).

3.3.7 Seedlings will be grown in 4 and 10 cubic inch Ray Leach tubes.

3.3.8 Control site access to minimize disturbances to revegetated areas by vehicles and

equipment.




HNF-SPEC-61935 32 12 16, Rev. 0 3/9/2018

Section 32 12 16

ASPHALT PAVING

PART 1 – GENERAL

1.1 SCOPE

This specification covers material and installation of Asphalt Paving to replace pavement

removed for water line installation.

1.2 REFERENCES




1.2.1 American Association of State Highway and Transportation Officials (AASHTO)

MUTCD Manual on Uniform Traffic Control Devices



M 46-01 Materials Manual

1.3 SUBMITTALS



1.3.2.1 Laboratory reports: Before delivery, submit test reports demonstrating that asphalt and

mix meet requirements. For mix, include rice density established by WSDOT M 46-01,

Method 705.

1.3.2.2 Traffic Control Plan: Within 30 days from award of contract, submit complete plan for

each road crossing.


1.3.3.1 Temperature and Compaction Test Results





HNF-SPEC-61935 32 12 16, Rev. 0 3/9/2018




Document Paragraph

Hot-Mix Asphalt – Trip Tickets 3.1

Temperature and Compaction Results 3.2

PART 2 – PRODUCTS

2.1 MATERIALS

2.1.1 Asphalt: WSDOT M41-10, Sections 9-02. Grade of paving asphalt for use in asphaltic

concrete mixture shall be performance grade PG 64-28.

2.1.2 Aggregate: WSDOT M41-10, Class B, Section 9-03.8(1), (2), and (3)A.

2.1.3 Mineral Filler: WSDOT M41-10, Section 9-03.8(5).

2.2 MIXES

2.2.1 Proportioning of Asphalt Concrete Materials: WSDOT M41-10, Section 9-03.8(6).

2.2.2 HMA Base Course WSDOT M41-10, Section 9-03.8(6) Class 3/4-inch asphalt

concrete.

2.2.3 HMA Surface Course WSDOT M41-10, Section 9-03.8(6) Class 1/2-inch asphalt

concrete.


3.1 APPLICATION

3.1.1 Perform work in accordance with the following sections of WSDOT M41-10.

3.1.1.1 Asphalt mixing plants: Section 5-04.3(A).

3.1.1.2 Hauling equipment: Section 5-04.3(B).

3.1.1.3 Asphalt pavers: Section 5-04.3(C).




HNF-SPEC-61935 32 12 16, Rev. 0 3/9/2018

3.1.1.4 Rollers: Section 5-04.3(4).

3.1.1.5 Conditioning of existing surface: Section 5-04.3(4). Prior to placing ACP, the existing

pavement shall be saw cut, providing straight and true vertical edges. Apply a tack coat

at a rate no less than 0.05 gal/ft2 to abutting edges of existing pavement surfaces. A

prime coat is not required over untreated surfaces.

3.1.1.6 Aggregate preparation: Section 5-04.3(5).

3.1.1.7 HMA Mix Sampling and Testing: Section 5-04.3(9).

3.1.1.8 Spreading and Finishing: Section 5-04.3(7).

3.1.1.9 Compaction: Section 5-04.3(10).

3.1.1.10 Joints: Section 5-04.3( 12 ).

3.1.1.11 Surface smoothness: Section 5-04.3(13).

3.1.1.12 Weather limitations: Section 5-04.3(1).

3.1.2 Pavement Striping: MUTCD-10, Part 3 and WSDOT M41-10, Section 8-22.

3.1.3 To maximum extent practicable, perform placement continuously.

3.2 FIELD INSPECTION AND TESTS

3.2.1 The Subcontractor shall be responsible for testing pavement and documentation of

results.

3.2.1.1 Verify documentation of asphalt samples and compaction tests are on record with the

Buyer.

3.2.1.2 Verify temperature of the delivered material at placement and during compaction.

3.2.1.3 Verify compaction minimum 2 tests per road repair location or as directed by the

Buyer.

3.2.1.4 Verify surface smoothness of traveled lanes.

3.3 PROTECTION

3.3.1 Traffic Control: WSDOT M 41-10, Section 1-07.23, Subsections (1) and (2).




HNF-SPEC-61935 33 05 23, Rev. 0 3/9/2018

Section 33 05 23

BORING AND JACKING

PART 1 – GENERAL

1.1 SCOPE

1.1.1 The work to be performed herein shall consist of the installation of a casing pipe for the

purpose of installing a carrier pipe as shown on the drawings or as called for in these

specifications. It shall include the excavation of a boring pit, a receiving pit, auger

boring between the points specified on the drawings, installation of the carrier pipe, and

disposing of the excavated materials in the manner herein provided.

1.2 REFERENCES

1.2.1 The following documents and others referenced therein form part of the Contract to the

extent designated in this Section. Referenced documents are those current as of the

date of this Section unless otherwise indicated.


AWS D1.1 Structural Welding Code - Steel


ASTM A139 Electric-Fusion (ARC)-Welded Steel Pipe (NPS 4 and over)

ASTM A252 Welded and Seamless Steel Pipe Piles

ASTM E1417 Liquid Penetrant Testing

1.2.4 Occupational Safety and Health Administration (OSHA)

OSHA Regulations Code of Federal Regulations29 CFR 1926.651, Subpart P-

Excavation, latest revision.

1.3 SUBMITTALS



1.3.2.1 Prior to any Boring and Jacking work, submit for approval:

a. Boring and Jacking Plans, including: detailed plans of materials and methods for

boring and jacking, installation of casing pipe, backfilling, etc.




HNF-SPEC-61935 33 05 23, Rev. 0 3/9/2018

b. Access Pit Construction Plans, including: layout of boring and receiving pits

showing laid back slopes, excavation support systems, or shoring. Support

systems or shoring shall be designed to withstand lateral earth pressures, ground

loads, equipment loads, traffic and construction loads, and other surcharge loads

to allow safe construction of boring and receiving pits without appreciable

movement or settlement of ground. If shoring is required, provide plans of the

proposed shoring and calculations which verify the adequacy of the shoring for

the intended use. The shoring plans shall be stamped by a professional engineer

registered in the state of Washington.

c. Notification prior to excavation of Boring and Jacking Pits.



PART 2 – PRODUCTS

2.1 SUBSTITUTES


2.2 CASING PIPE AND JOINTS

2.2.1 Provide straight wall steel casing pipe which conforms to ASTM A139, Grade B, or

ASTM A252, Grade 2, with a minimum yield strength of 35,000 psi. For the 30” cross-

tie water line, casing pipe shall have a minimum outside diameter of 40 inches and a

minimum thickness of 0.375 inches.

2.2.2 Utilize casing pipe having beveled ends with a single V-groove for field welding.

When adding casings during boring and jacking, a certified welder shall weld joints

using a full-penetration weld on the outside circumference of the pipe.

2.2.3 Roundness: The maximum difference between the major and minor outside diameters

cannot exceed one percent of the specified nominal outside diameter or ¼ inch,

whichever is less.

2.2.4 Straightness: The maximum allowable straightness deviation in any 10 foot length

cannot exceed 1/8 inch. For lengths over 10 feet, the maximum allowable deviation of

the entire pipe length is computed by the following formula, but not to exceed 3/8 inch

in any length exceeding 30 foot length: Maximum Allowable Deviation in inches

equals (1/8) times (total length in feet) divided by 10.d.




HNF-SPEC-61935 33 05 23, Rev. 0 3/9/2018

2.2.5 Pipe Ends: The end of the pipe shall be perpendicular to the longitudinal axis of the

pipe and within 1/16 inch per foot of diameter, with a maximum allowable deviation of

1/4 inch measured with a square and straightedge across the end of the pipe.

2.3 FILL MATERIAL FOR ANNULAR SPACE BETWEEN CASING PIPE AND

CARRIER PIPE

2.3.1 Fill Material is not required in the annular space. The Seller shall provide fabricated

casing spacers and end seals as specified below or approved substitute.

2.4 CASING SPACERS

2.4.1 Spacers

a. Spacer Band Material: Carbon steel coated with fusion bonded epoxy or Type 304

stainless steel.

b. Spacer Width: As recommended by spacer manufacturer for the specific

application.

c. Spacer Runners: Suitable for supporting the weight of the carrier pipe and

manufactured of material having a low coefficient of friction and designed to

support the carrier pipe without damage or excessive wear.

d. Size: Sufficient to provide a minimum clearance of 3 inches between outside of

carrier pipe bells or couplings and inside of casing.

2.4.2 Manufacturers

a. Advance Products and Systems, Inc., Lafayette, LA.

b. Cascade Waterworks Mfg. Co., Yorkville, IL.

c. Pipeline Seal and Insulator, Inc. (PSI), Houston, TX.

2.5 CASING END SEALS

2.5.1 Synthetic rubber, conical shape, pull-on or wrap-around style with Type 304 stainless

steel bands.

2.5.2 Manufacturers

a. Pipeline Seal and Insulator, Inc. (PSI), Houston, TX.

b. Advance Products and Systems, Inc., Lafayette, LA.

c. Cascade Waterworks Mfg. Co., Yorkville, IL.




HNF-SPEC-61935 33 05 23, Rev. 0 3/9/2018


3.1 EXAMINATION

3.1.1 Confirm location of all known existing utilities prior to the start of work in the

construction area.

3.1.2 The Buyer will provide the necessary control points required by the Subcontractor for

this construction. The Seller shall provide the detailed layout required to keep the bore

on grade.

3.2 PIT INSTALLATION

3.2.1 Notify the Buyer not less than 15 working days before beginning pit excavation.

3.2.2 Methods of construction for jacking/receiving pits shall be such as to ensure the safety

of the work, Seller’s employees, other on-site personnel, existing utilities, and adjacent

facilities. Place fencing, gates, lights, and signs, as necessary around shafts and staging

areas to provide for safety.

3.2.3 Before beginning construction of jacking/receiving pit, adequately protect existing

structures, utilities, and other existing facilities.

3.2.4 Excavate and install jacking/receiving pits according to the Access Pit Construction

Plans prepared, submitted, and approved for this project and in accordance with

specification 31 23 00 – Earthwork.

3.2.5 Pit walls more than 4 feet high shall be shored, cut back to a stable slope, or provided

with equivalent means of protection per OSHA regulations for personnel who may be

exposed to moving ground or cave in.

3.2.6 Geotechnical Engineer/Technician shall inspect pit excavations to check safety of

excavation.

3.3 EQUIPMENT SELECTION

3.3.1 Select necessary equipment and methods to install casing and carrier pipe as shown on

drawings. Selected equipment shall be capable of accurate alignment and grade

control, and shall protect against subsidence or other disturbance of ground, existing

utilities, existing road surface, railroad facilities and existing structures.

3.4 LUBRICATION OF CASING EXTERIOR

3.4.1 Bentonite slurry may be used to lubricate exterior of casing during installation.




HNF-SPEC-61935 33 05 23, Rev. 0 3/9/2018

3.5 BORING

3.5.1 The boring shall be accomplished by means of augering to the size, line, and grade

shown on the drawings. The hole diameter shall be essentially the same as the outside

diameter of the casing pipe.

3.6 INSTALLATION OF CASING PIPE

3.6.1 Verify casing pipe minimum wall thickness is adequate for anticipated jacking loads.

3.6.2 Hole diameter shall not exceed outside diameter of casing pipe by more than 1 inch.

3.6.3 Where unstable soil conditions are found to exist, conduct boring operations in a

manner that will not be detrimental to the facility being crossed.

3.6.4 Tolerance shall be as follows:

a. Line Tolerance: 2 inches, maximum per 100 ft .

b. Grade Tolerance: 2 inches, maximum per 100 feet.

3.6.5 Provide means of checking line and grade at all times to confirm allowable tolerance

has been achieved.

3.6.6 Provide means of steering casing to ensure allowable tolerance for line and grade can

be achieved.

3.6.7 Jack the steel casing pipe into place as the boring proceeds. Join sections of casing by

welding or with threaded couplings. Weld sections of casing pipe together to provide

the required casing pipe length. Welds shall be continuous, complete joint penetration

(CJP) butt joint welds as required for rigid connections in accordance with AWS D1.1.

The welding inspector shall visually inspect welds in accordance with AWS D1.1

visual inspection criteria and perform Liquid Penetration Tests in accordance with

ASTM E1417 on each casing weld. Each weld shall be inspected, tested, and approved

prior to continuing with boring and jacking.

3.6.8 Do not remove unacceptable casing without prior approval from the Buyer. If the

removal of casing pipe is permitted, make proper provisions to prevent caving in of the

earth surrounding the casing.

3.6.9 If necessary to abandon a bored hole, remedial measures shall be taken by the Seller,

subject to review by the Buyer.

3.7 CORRECTION OF GRADE




HNF-SPEC-61935 33 05 23, Rev. 0 3/9/2018

3.7.1 If required grade tolerance has not been achieved, correct grade using casing spacers of

the appropriate size to achieve correct tolerance.

3.8 MONITORING OF SURFACE MOVEMENT

Perform a preconstruction survey of ground surface. Record horizontal coordinates and

elevations. Mark location of where measurements were taken. Monitor movement of

ground surface on a daily basis and provide results to the Buyer. Stop operations if

movement exceeds 1/2 inch and immediately notify the Buyer.

3.9 INSTALLATION OF CARRIER PIPE (SEE FIGURE 1)

3.9.1 Jack the steel casing pipe into place as the boring proceeds.

3.9.2 Entire length of casing shall be installed complete, flushed and cleaned, and inspected

and approved by the Buyer before any carrier pipe is placed therein. Repair defects in

casing pipe or leakage at joints.

3.9.3 Check each joint makeup and pipe segment prior to pushing carrier pipe segments into

casing.

3.9.4 Casing spacers shall be spaced apart as directed by the Manufacturer’s installation

instructions.

3.9.5 Casing end seals shall be provided at the end of the casing pipe after installation of the

carrier pipe.

3.10 CASING PIPE AND CARRIER PIPE ANNULAR SPACE

3.10.1 The annular space shall be left empty except for casing spacers.

3.11 REMOVAL OF JACKING/RECEIVING PIT SUPPORT SYSTEM

3.11.1 Remove support elements, except those required by the Seller to remain in place, from

excavation in upper five (5) feet below ground surface. In addition, remove support

elements as needed to install the pipeline.

3.11.2 Removal of support system shall be performed in a manner that will not disturb or harm

adjacent construction or facilities.

3.11.3 Fill voids created by removal of support system with clean stone as approved by

Jacobs.




HNF-SPEC-61935 33 05 23, Rev. 0 3/9/2018

Figure 1. Standard Carrier/Casing Pipe Detail for Water Lines

Notes:

1. Casing spacers to be spaced as shown in accordance with manufacturer’s

installation instructions.

2. Plastic or stainless casing spacers shall be a minimum of 4" long.

3.12 BACKFILLING OF JACKING/RECEIVING PIT

3.12.1 Backfill pits when no longer required. Backfill in accordance with Specification 31 23

00 – Earthwork.

Carrier Pipe OD

Cross-Section Profile

Stainless Steel Straps

Plastic or Metal Casing Chocks

Rubber End Seal Steel Casing Pipe

PVC Carrier Pipe




HNF-SPEC-61935 33 10 00, Rev. 0 3/9/2018

Section 33 10 00

WATER UTILITIES

PART 1 – GENERAL

1.1 SCOPE

This specification covers materials and installation of new above grade and below grade water

piping. Furnish all products and perform all labor necessary to fulfill the requirements of this

specification.

1.2 REFERENCES




1.2.1 American Society of Mechanical Engineers (ASME)

ASME B16.5 Pipe Flanges and Flanged Fittings NPS ½ through NPS 24

ASME B16.9 Factory-Made Wrought Steel Buttwelding Fittings

ASME B16.21 Nonmetallic Flat Gaskets for Pipe Flanges

ASME B16.25 Buttwelding Ends

ASME B31.9 Building Service Piping


ASTM A53 Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and

Seamless

ASTM A105 Carbon Steel Forgings for Piping Applications

ASTM A106 Seamless Carbon Steel Pipe for High-Temperature Service

ASTM A126 Gray Iron Castings for Valves, Flanges, and Pipe Fittings

ASTM A193 Alloy Steel and Stainless Steel Bolting for High Temperature or

High Pressure Service and Other Special Purpose Applications

ASTM A194 Carbon Steel, Alloy Steel and Stainless Steel Nuts for Bolts for

High Pressure or High Temperature Service, or Both

ASTM A234 Pipe Fittings of Wrought Carbon Steel and Alloy Steel for

Moderate and High Temperature Service

ASTM A307 Carbon Steel Bolts, Studs, and Threaded Rod 60,000 psi Tensile

Strength




HNF-SPEC-61935 33 10 00, Rev. 0 3/9/2018

ASTM A536 Ductile Iron Castings

ASTM A563 Carbon and Alloy Steel Nuts

ASTM D1330 Rubber Sheet Gaskets

ASTM D1784 Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated

Poly (Vinyl Chloride) (CPVC) Compounds

ASTM D2241 Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR Series)

ASTM F477 Elastomeric Seals (Gaskets) for Joining Plastic Pipe

ASTM F593 Stainless Steel Bolts, Hex Cap Screws, and Studs

ASTM F594 Stainless Steel Nuts

ASTM F1674 Joint Restraint Products for use with PVC Pipe

1.2.3 American Water Works Association (AWWA)

AWWA C104 Cement-Mortar Lining for Ductile-Iron Pipe and Fittings

AWWA C110 Ductile-Iron and Gray-Iron Fittings, 3 inches Through 48 inches,

for Water and Other Liquids

AWWA C111 Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings

AWWA C116 Protective Fusion-Bonded Coatings for the Interior Surfaces of

Ductile-Iron and Gray-Iron Fittings

AWWA C151 Ductile-Iron Pipe, Centrifugally Cast, for Water or Other Liquids

AWWA C153 Ductile Iron Compact Fittings 3 inches through 24 inch and 54

inches though 64 inches for Water Service

AWWA C200 Steel Water Pipe, 6 in. and Larger

AWWA C207 Steel Pipe Flanges for Waterworks Service – Sizes 4 in. through

144 in

AWWA C210 Liquid-Epoxy Coatings and Linings for Steel Water Pipe and

Fittings

AWWA C509 Resilient Seated Gate Valves for Water Supply Service

AWWA C515 Reduced-Wall, Resilient Seated Gate Valves for Water Supply

Service

AWWA C550 Protective Epoxy Interior Coatings for Valves and Hydrants

AWWA C600 Installation of Ductile-Iron Mains and Their Appurtenances

AWWA C605 Underground Installation of Polyvinyl Chloride (PVC) and

Molecularly Oriented Polyvinyl Chloride (PVCO)

AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4

inches through 60 inches




HNF-SPEC-61935 33 10 00, Rev. 0 3/9/2018


AWS D1.1 Structural Welding Code - Steel

1.2.5 Factory Mutual Global

FM Approval Guide Factory Mutual Approval Guide

1.2.6 National Fire Protection Association (NFPA)

NFPA 24 Installation of Private Fire Service Mains and Their Appurtenances

2016 Edition

1.2.7 Society for Protective Coatings (SSPC)

SSPC-PA 1 PA 1, Shop, Field, and Maintenance Painting of Steel

SSPC-SP10 National Association of Corrosion Engineers International, NACE

2, Near-White Blast Cleaning

1.2.8 Underwriters Laboratories (UL)

UL 262 UL Standard for Safety Gate Valves for Fire Protection Service

2004 Edition

UL 789 UL Standard for Safety Indicator Posts for Fire-Protection Service

2004 Edition

1.2.9 Washington State Department of Ecology / Washington State Department of Health

Pipeline Separation Standards Pipeline Separation Design and Installation

Reference Guide, July 2006, Publication Number

06-10-029.

1.3 SUBMITTALS



1.3.2.1 Pipe Cleaning Procedures: Within 30 days from Notice of Award, submit procedures

describing the methods and materials for cleaning/flushing of installed pipe.

a. The 8 inch Export Water line shall be flushed at 10 ft/sec in accordance with

NFPA 24. Flushing procedure shall include methods for handling flush water,

i.e., pipe, valves, and fittings for filling pipeline and similar for discharging flush

water, and method for restraining above ground pipe and preventing erosion

damage.




HNF-SPEC-61935 33 10 00, Rev. 0 3/9/2018

b. Due to the length and volume of the Cross-Tie pipeline, typical pipe flushing with

water at 10 feet/second (NFPA 24) or 3 feet/second (AWWA C605) is not

considered to be a viable pipe cleaning method. The Subcontractor shall propose

an alternative method that uses a pipe cleaning pig or swab to progressively clean

the installed pipe. Installed and cleaned sections of pipe shall be sealed to prevent

dirt or debris from entering pipes.

1.3.2.2 Valves: Within 30 days from Notice of Award, submit Certificate of Conformance by

suppliers for each type of valve specified, indicating products supplied satisfy

applicable standards, i.e., AWWA, ASTM, etc.

1.3.2.3 Valves: Within 60 days of Notice of Award submit Vendor information for those

valves listed in the Vendor Information List at the end of this section.


1.3.3.1 Notification of Proposed Tie-In / Request for Tie-In Permit

1.3.3.2 Weld Examination Results

1.3.3.3 Verification of Pipeline Flushing

1.3.3.4 Verification of Hydrostatic Pressure Testing

1.3.3.5 Verification of In-Service Testing

1.3.3.6 Record Drawings / As-Built Survey





Document Paragraph

Core Drilling/Tie-ln Permit 1.5.1

Flushing Verification 3.5.1

Hydrostatic Pressure Testing 3.5.2.1

In-Service Testing 3.5.2.2

1.5 PERMITS




HNF-SPEC-61935 33 10 00, Rev. 0 3/9/2018

1.5.1 A Core Drilling/Tie-ln Permit is required for each element of work involving waterline

tie-in. Obtain from the Buyer and conspicuously post permit before starting work

under this Section. Notify Buyer 7 days before need. See SOW.


1.6.1 See SOW for general requirements.

PART 2 – PRODUCTS

2.1 SUBSTITUTES

2.1.1 See SOW for substitution approvals.

2.2 BELOW GRADE PIPING MATERIALS AND APPURTENANCES

2.2.1 PVC Pipe: PVC pipe shall conform to AWWA C900, with a Dimension Ratio (DR) of

21, and shall be capable of withstanding a working pressure of 200 psi. PVC pipe shall

be manufactured from rigid polyvinyl chloride compounds in accordance with ASTM

D1784, cell class 12454. PVC pipe shall be ductile iron pipe equivalent size and shall

have belled ends for push-on type jointing. Pipe shall be supplied in minimum lengths

of 20 feet.

2.2.2 Ductile Iron Fittings for PVC Pipe: Fittings shall be ductile iron and shall conform to

AWWA C110 or AWWA C153 with a minimum rated working pressure of 250 psi.

Fittings shall be cement lined in accordance with AWWA C104 and shall be furnished

with a bituminous outside coating. In lieu of cement lining and bituminous coating,

fittings may be provided with a fusion bonded coating and lining meeting the

requirements of AWWA C116. Special adapters shall be provided as recommended by

the manufacturer to adapt the PVC pipe to mechanical jointing with cast or ductile iron

pipe fittings, or valves.

2.2.3 Ductile Iron Pipe: Ductile iron pipe shall be pressure class 250, centrifugally cast per

AWWA C151/A21.51, cement lined per AWWA C104/A21.4. Fittings shall conform

to AWWA C153/A21.53.

2.2.4 Joints: Push-on Joints in accordance with AWWA C111/A21.11; Rubber Gasket joints

for Ductile Iron Pressure Pipe and Fittings.

2.2.5 Flanges: Ductile iron pipe flanges shall conform to AWWA C207 Class E flanges, rated

at 275 psi.

2.2.6 Connections of plain end PCV or Ductile Iron pipe to flanged fittings shall be made

with EBAA Iron Inc., Megaflange Series 2100 restrained flange adapters.




HNF-SPEC-61935 33 10 00, Rev. 0 3/9/2018

2.2.7 Gaskets: Full Face gasket, 1/8" thick, Garlock 2400 or approved equal. Size to match

AWWA C207 Class E Standard Steel Flange.

2.2.8 Bolts and Nuts: ASTM A307, Grade A or B bolts, ASTM A563, Grade A heavy hex

nuts. For stainless steel: ASTM F593, Alloy Group 1 for stainless steel bolts and studs

and ASTM F594, Allow Group 1 for stainless steel nuts.

2.2.9 Gate Valves: Valves 4 inches in diameter and larger shall be resilient wedge type

conforming to the requirements of AWWA C509 or AWWA C515 rated for 200 psi

working pressure. Gate valves shall be manufactured by American Flow Control,

Mueller or M & H Valve.

2.2.9.1 Valves shall be provided with two O-ring stem seals with one O-ring located above and

one O-ring below the stem collar. The area between the O-rings shall be filled with

lubricant to provide lubrication to the thrust collar bearing surfaces each time the valve is

operated. At least one anti-friction washer shall be utilized to further minimize operating

torque. All seals between valve parts, such as body and bonnet, bonnet and bonnet cover,

shall be flat gaskets or O-rings.

2.2.9.2 The valve gate shall be made of cast or ductile iron having a vulcanized, synthetic rubber

coating, or a seat ring attached to the disc with retaining screws. Sliding of the rubber on

the seating surfaces to compress the rubber will not be allowed. The design shall be such

that compression-set of the rubber shall not affect the ability of the valve to seal when

pressure is applied to either side of the gate. The sealing mechanism shall provide zero

leakage at the water working pressure when installed with the line flow in either direction.

2.2.9.3 All internal ferrous surfaces shall be coated with epoxy to a minimum thickness of 4 mils.

2.2.10 Air Valves: Combination air/vacuum release valve, cast iron body in accordance with

ASTM A126, Class B with stainless steel float; inlet and outlet size 4 inch NPT,

working pressure, 250 psi, 1/8 inch orifice and a 8500 gpm system maximum flow rate.

Valve & Primer Corp. -APCO Model 149C, or an approved substitute.

2.2.11 Indicator Posts: Provide indicator posts which conform to UL 789 for gate valves

where indicated, American model IP-71 or approved substitute.

2.2.12 Casing Pipe and Accessories

2.2.12.1 Casing for the 30” Cross-Tie Water Line shall be PVC casing pipe which conforms to

AWWA C900, with a Dimension Ratio (DR) of 21. PVC pipe shall be manufactured

from rigid polyvinyl chloride compounds in accordance with ASTM D1784, cell class

12454.




HNF-SPEC-61935 33 10 00, Rev. 0 3/9/2018

2.2.12.2 Casing Spacers:

a. Spacer Band Material: Carbon steel coated with fusion bonded epoxy or Type 304

stainless steel.

b. Spacer Width: As recommended by spacer manufacturer for the specific

application.

c. Spacer Runners: Suitable for supporting the weight of the carrier pipe and

manufactured of material having a low coefficient of friction and designed to

support the carrier pipe without damage or excessive wear.

d. Size: Sufficient to provide a minimum clearance of 2 inches between outside of

carrier pipe bells or couplings and inside of casing.

2.2.12.3 Joint Restraints: Provide joint-restraints for PVC push joints within Casing. Joint

restraints shall be compatible with AWWA C900 PVC DR21 pipe; APS - Model SS1

or S1, Cascade waterworks -Style CCS, CCI Pipeline System- Model CSS8 or equal.

2.2.12.4 End Boot/ Seal: Conical shaped, seamless pull-on or wrap around compatible with

casing spacer design.

a. Advance Products and Systems, Inc., Lafayette, LA.

b. Cascade Waterworks Mfg. Co., Yorkville, IL.

c. Pipeline Seal and Insulator, Inc. (PSI), Houston, TX.

2.3 ABOVE GRADE PIPING MATERIALS

2.3.1 Steel Pipe: Steel pipe shall conform to AWWA C200, Section 2.1, manufactured to

meet the requirements of ASTM A53, Grade B, Schedule 40 standard weight, beveled

ends, electric resistance welded or seamless. Fittings shall be standard weight, ASTM

A234, ANSI B16.9, Grade “WPB”.

2.3.2 Flanges: Steel flanges shall be carbon steel, ASTM A105, 150# weld neck or slip-on,

flat face or raised face to meet ANSI B16.5.

2.3.3 Gaskets: Full Face gasket, ASME B16.21, Class 150, 1/8" thick. Aramid fibers with

nitrile binder, Garlock 3000 or approved equal.

2.3.4 Bolts and Nuts: Alloy threaded stud, ASTM A193 Gr. B7 with heavy hex nuts, ASTM

A194 Gr. 2

2.4 COATING FOR BURIED METAL COMPONENTS

2.4.1 Coat metal components to be buried with a coal tar epoxy bituminous coating in

accordance with AWWA C210, Carboline Bitumastic 300 M or approved substitute.




HNF-SPEC-61935 33 10 00, Rev. 0 3/9/2018


3.1 INSTALLATION

3.1.1 General

3.1.1.1 Install piping and piping accessories in accordance with AWWA C600 or C605 (where

applicable), the Drawings, the manufacturer's instructions and this Section. Crossings

of existing Sanitary Water Lines must meet Washington State Pipeline Separation

Standards.

3.1.1.2 Keep piping systems clean during installation. Once fabrication has started on length

of pipe, plug or cap open ends when installation is not in progress.

3.1.1.3 Install with alignment and grade as shown on the Drawings and as specified in this

Section.

3.1.1.4 Vent valve assembly shall be located as shown on the Drawings.

3.1.1.5 Coat carbon steel components that are buried, such as tie rods, fasteners, clamps, etc.

with Carboline Bitumastic 300M. Allow time for Carboline coating to dry before

backfilling. Follow the manufacturer's instructions for mixing, applying, and drying

Carboline.

3.1.1.6 Provide concrete thrust restraint at tees and bends in accordance with NFPA 24, Article

10.6.

a. Concrete thrust blocks – location and bearing areas as shown on drawings.

3.1.2 PVC Pipe

3.1.2.1 Handle and install PVC pipe in accordance with AWWA C605 and the manufacturer's

instructions.

3.1.2.2 Provide thrust restraints as specified above.

3.1.3 Carbon Steel Pipe

3.1.3.1 After cutting, ream pipe to nominal inside diameter. Remove burrs from mating

threads in threaded piping before assembly.

3.1.3.2 Close or butt nipples are not permitted.




HNF-SPEC-61935 33 10 00, Rev. 0 3/9/2018

3.1.3.3 Make joints in threaded piping systems with specified joint sealant. Apply sealant to

male threads only.

3.1.4 Perform specified flushing and leak/pressure testing before coating application.

3.1.5 Welding

3.1.5.1 Steel Support Welding: Qualify processes and operators according to AWS D1.1,

"Structural Welding Code--Steel".

3.1.5.2 Steel Pipe Welding: Qualify processes and operators according to ASME Boiler and

Pressure Vessel Code: Section IX, "Welding and Brazing Qualifications”.

a. Comply with provisions in ASME B31 Series, "Code for Pressure Piping".

b. Certify that each welder has passed AWS qualification tests for welding processes

involved and that certification is current.

3.1.5.3 Direct welded connections shall not be made to valves, strainers, equipment, etc.,

unless specifically noted in drawings; use welding flanges, etc.

3.1.5.4 All welds shall be 100% penetration and subject to dye penetrant testing of 10% of all

pipe welds.

3.1.5.5 All butt welding shall be done on prepared ends shaped by machining to the

requirements of ASME B16.25. Welding electrodes shall be in accordance with ASME

and AWS specifications selection governed by piping materials. Fillet socket welds

shall have a minimum length and height of fillet equal to 1-1/4" times pipe wall

thickness, but in no case less than 1/8". Weld-on branch fittings are acceptable for

branch outlets only if the main is 2" nominal size and larger and provided that the outlet

is 2 or more sizes smaller than the main.

3.2 PIPE CASING SPACERS AND END SEALS

3.2.1 Install Casing Spacers, restrained type, following manufactures instructions. Place

spacers at 5-feet maximum spacing in either the centered or non-centered pipe position.

3.2.2 Install joint restraint spacers for all bell and spigot, gasket joints located within the pipe

encasement.

3.2.3 Place and secure end boots/ seals on each end of casing pipe with 3/4"-wide (minimum)

stainless steel bands following manufactures instructions. End boot seal design shall be

made to fit the centered or non-centered pipe position.

3.3 EXTERIOR PROTECTIVE COATING FOR CARBON STEEL PIPE




HNF-SPEC-61935 33 10 00, Rev. 0 3/9/2018

3.3.1 Complete visual NDE and leak/pressure testing before application of grout or exterior

protective coating.

3.3.2 Steel pipe used for casings or encasements do not need to be coated.

3.3.3 Above grade pipe and fittings shall be exterior coated. Pipe and fittings shall be coated

in accordance with AWWA Standard C210. Coatings shall be applied by spray unless

stated otherwise by the job specifications or local regulations. If spray application is

not allowed, the coatings shall be applied by brush. Unless otherwise specified, the

painting system shall be as follows:

3.3.3.1 Surface Preparation: Surfaces to be painted shall be thoroughly cleaned prior to the

application of paint. Surface preparation required by this specification is as designated

by SSPC-SP10 (Steel Structures Painting Council).

3.3.3.2 Brush Off Blast Cleaning: Surfaces to be coated shall be prepared by removing all

visible oil, dirt, dust, loose mill scale, loose rust and loose paint by sand or grit air

blasting. Abrasives which peen the surface (i.e.; steel shot) shall not be used. Tightly

adherent mill scale, rust and paint may remain on the surface. Mill scale, rust and paint

are considered highly adherent if they cannot be removed by lifting with a dull putty

knife. Oils, grease or other soluble contaminants shall first be removed by solvent

cleaning as per SSPC-PA 1.

3.3.3.3 Primer Coat: One coat of primer consisting of a single package moisture cured epoxy

phenolic primer shall be applied. Epoxy phenolic primer shall have a minimum of 50

percent solids by volume. Primer shall be able to be applied at 6.0 mils dry film

thickness (DFT) in one coat.

3.3.3.4 Final Coat: Minimum of one coat of Epoxy Phenolic (semi-gloss) or (gloss). The color

shall be as specified by owner. Epoxy Phenolic shall be lead free. Epoxy Phenolic shall

have a minimum of 58 percent solids by volume for semi-gloss or 74 percent solids for

gloss. Epoxy shall be able to be applied at 6.0 mils. DFT in one coat.

3.4 FIELD QUALITY CONTROL

3.4.1 Weld Examination: Perform visual examination of piping system welds in accordance

with ASME B31.9, paragraph 936.4, and 936.4.1; and inspect welds per 936.6.1 and

936.6.2. Record results.

3.4.2 Cleaning/flushing and testing installed pipe shall be performed by the Subcontractor

and witnessed by the Buyer, unless otherwise directed by the Buyer.

3.4.2.1 Clean the Cross-Tie Water Line and maintain free of dirt and debris in accordance with

the approved cleaning procedure.




HNF-SPEC-61935 33 10 00, Rev. 0 3/9/2018

3.4.2.2 Flush the 8 inch Export Water Line in accordance with NFPA 24 and the approved

flush procedure. Use raw water for flushing raw water lines. With piping full, use a

flushing velocity of 10 ft/s minimum, or the maximum which can be achieved with the

water system.

3.4.3 Hydrostatic Pressure Testing

3.4.3.1 Installed water lines shall be filled with water and pressure tested. Pipes or pipe

sections shall maintain 200 psi plus or minus 5% without interruption for a minimum of

2 hours plus any additional time required for inspection of pipe being tested. Test

water mains for 2 hours in accordance with NFPA 24.

3.4.3.2 Install a temporary pressure relief valve during testing of each pipe section being tested.

Relief valve shall have a discharge capacity of 125% minimum of pressurizing device

capacity and be set to operate at 110% maximum of test pressure. Demonstrate relief

valve operation at the following times.

a. Before relief valve is attached to system for each series of leak tests.

b. Whenever the Buyer has cause to question operating accuracy of relief valve.

3.4.3.3 Before applying test pressure, the Subcontractor may backfill or install restraining

devices to prevent distortion and displacement of piping. Pipeline joints are not

required to be visible during pressure testing.

3.4.3.4 Verify that air has been expelled from piping before applying pressure.

3.4.3.5 During pressure testing of the 30 inch pipeline, make-up water may be added to the

pipeline at a rate of 2.48 gallons/hour per 1,000 ft of pipeline.

3.4.3.6 Perform tests as specified herein in the presence of the Buyer, unless otherwise

instructed in writing, and after lines have been cleaned/flushed.

3.4.3.7 Repair unsatisfactory joints and retest by same method.

3.4.3.8 In-Service Testing: Perform in accordance with ASME B31.9, paragraphs 937.3 and

937.5. Test 8-inch and smaller piping and connections or other new piping as directed

by the Buyer for 30 minutes minimum at normal operating system pressure, with no

visible leaks or loss of test pressure. Examine joints, fittings, and other potential leak

sources during testing, (prior to backfilling trench). Repair detectable leaks and retest

by same method.

3.5 DOCUMENT FIELD INSPECTIONS AND TESTS

3.5.1 Flush in accordance with article 3.4.2 and document results.




HNF-SPEC-61935 33 10 00, Rev. 0 3/9/2018

3.5.2 Document leak/pressure testing of piping system in accordance with paragraphs 3.4.3.5

and 3.4.3.6.

3.5.2.1 Verify completion of flushing and hydrostatic test of new water lines and document

results on "Subcontractor's Materials and Test Certificate," a NFPA 24 form furnished

by the Buyer. Under "Description" describe piping system in sufficient detail to define

segment of pipe being tested.

3.5.2.2 Verify in-service test of tie-in and service connections and document results.

3.6 RECORD (RED-LINE) DRAWINGS

3.6.1 Maintain a current set of Record Drawings on site to document horizontal and vertical

location of the newly installed pipeline, valves, fittings and angle points and any

existing buried utilities. Identify existing utilities by indicating the type of material

encountered, (i.e., cable, conduit, pipe, concrete, etc.) outside diameter or depth or any

other distinguishing features.

3.6.2 After laying underground piping and before backfilling trench, record top of pipe

elevations at 100 feet maximum intervals, and all angle points, valve installations, etc.

Exception, record top of pipe casing elevations at centerline and shoulders, (i.e. end of

casing), and top of export pipe at each end near casing, (+/- foot).

3.6.3 In lieu of waiting for record survey prior to backfilling, provide alternate method

approved by the Buyer for obtaining required record survey data. Recorded top of pipe

elevations, with corresponding coordinates and stationing, shall be used to develop an

As-Built profile and location of the installed water lines.

3.6.4 After pipe trench has been backfilled and compacted, record the finished grade profile

along the recorded centerline of the installed pipeline, again at 100 foot maximum

intervals, with corresponding coordinates and stationing. Prior to paving, record

subgrade elevations at all road crossings. This information shall be used to verify that

the minimum cover requirements have been satisfied. Insufficient cover shall be

corrected before paving operations or final ballast rock placement begins or

stabilization is placed at the Subcontractor's expense.

3.6.5 Installation of air vents shall be constructed in accordance with the Buyer’s standard air

vent detail (see Drawings).

3.6.6 Prepare the collected Drawing data and As-Built profiles within 3 days of backfilling

pipe trench. A State of Washington Licensed Land Surveyor shall certify survey data

collected.

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HNF-SPEC-61935 33 30 10, Rev. 0 3/9/2018

Section 33 30 10

PRECAST VAULTS AND MANHOLES

PART 1 – GENERAL

1.1 SCOPE

This specification covers the installation of precast vaults and manhole sections for valves for the

Cross-Tie water line. Furnish all labor, material, and equipment to construct vaults with access

manholes at locations shown on the drawings.

1.2 REFERENCES




1.2.1 American Association of State Highway and Transportation Officials (AASHTO)

AASHTO M 43 Sizes of Aggregate for Road and Bridge Construction


ASTM A48 Gray Iron Castings

ASTM C270 Mortar for Unit Masonry

ASTM C443 Joints for Concrete Pipe and Manholes, Using Rubber Gaskets

ASTM C478 Circular Precast Reinforced Concrete Manhole Sections

ASTM C858 Standard Specification for Underground Precast Concrete Utility

Structures

ASTM C923 Resilient Connectors between Reinforced Concrete Manhole

Structures, Pipes, and Laterals

ASTM C990 Joints for Concrete Pipe, Manholes, and Precast Box Sections

Using Preformed Flexible Joint Sealants.



1.3 SUBMITTALS





HNF-SPEC-61935 33 30 10, Rev. 0 3/9/2018


1.3.2.1 Fill mix: Before ordering, submit fill materials, mix design, and mix proportions.

Identify each material to be used in fill, including amount, by weight, to be utilized in

each yd3 of plastic mix.

1.3.2.2 Test data: Before mixing, submit laboratory trial batches, or field trial data, to verify

mix compressive strength.


1.3.3.1 Installation Inspection Reports




1.5.1 Handle precast concrete manhole sections carefully to prevent cracking or chipping.

1.5.2 Inspect metal items upon arrival and segregate as to types, functions, and sizes. Store

off of the ground in a manner affording easy accessibility and not causing excessive

rusting or coating with grease or other objectionable materials.

1.5.3 Store jointing materials and rubber gaskets under cover and out of direct sunlight.

PART 2 – PRODUCTS

2.1 SUBSTITUTES


2.2 PRECAST CONCRETE VAULTS

2.2.1 Precast concrete vaults shall conform to the project drawings. Precast concrete vaults

may be sectional structures and shall meet the requirements of ASTM C858.

2.2.2 Vaults and vault tops shall be capable of supporting HS20 traffic loads.

2.2.3 Vaults shall have cast openings for pipelines with connectors cast into openings.

Connectors shall conform to ASTM C923.




HNF-SPEC-61935 33 30 10, Rev. 0 3/9/2018

2.2.4 All sections of vault structures shall have lifting lugs capable of supporting the section.

2.3 PRECAST CONCRETE MANHOLE RISERS, GRADE RINGS, AND TOP

2.3.1 Precast concrete manhole riser sections shall conform to the project drawings and the

requirements of ASTM C478. The risers shall be monolithic.

2.3.2 The circumferential reinforcement for the manhole sections shall consist of welded wire

fabric per ASTM C478.

2.3.3 The manhole risers and grade rings shall be used to bring the top and manhole cover to

the required elevation.

2.3.4 All sections shall contain factory-installed lifting keys or lugs. Lifting holes through

the manhole structure shall not be permitted.

2.3.5 Each joint shall be a single-step concrete joint design type with a gasket in accordance

with ASTM C443, and one ring of butyl mastic sealant. Gasket shall be adhered to the

concrete with an adhesive as recommended by manufacturer.

2.3.6 All precast reinforced concrete manhole sections specified herein shall be inspected by

the Buyer. All materials that fail to conform to these specifications shall be rejected.

After delivery to the site, any materials that have been damaged in transit or are

otherwise unsuitable for use in the work shall be rejected and removed from the site by

the Subcontractor at no cost to the Buyer.

2.3.7 Precast Concrete Grade Rings and Top

2.3.7.1 Precast concrete (grade) rings of two, three, four, and six inch thickness shall be

manufactured in accordance with ASTM C478.

2.3.7.2 Rings shall have precast bolt holes matching flat top section. Flat top shall have an

opening diameter which matches and supports the full manhole frame.

2.3.7.3 Field molding of grade rings is prohibited.

2.3.8 Mortar

2.3.8.1 Mortar shall be per ASTM C270 and composed of one part Portland cement and two

parts sand (volumetric measure) thoroughly mixed in a tight box, with water added

gradually and mixed continually until mortar has attained the proper consistency for

use; prepared only in such quantities as needed for immediate use; mortar mixed for

more than 30 minutes, retempered, or previously set will not be allowed.




HNF-SPEC-61935 33 30 10, Rev. 0 3/9/2018

2.3.9 Manhole Frames and Covers

2.3.9.1 Cast iron manhole frames and covers shall meet the requirements of the Drawings and

ASTM A48 for Class 30 gray iron. Castings shall be sound, smooth, clean, and free

from blisters and other defects. In addition, the covers shall be machined so that they

rest securely in the frames with no rocking, and such that they are in contact with frame

flanges for the entire perimeter of the contact surfaces.

2.3.9.2 No casting will be accepted which weighs less than 95 percent of the design weight.

Shop drawings must indicate the design weight and provide sufficient dimensions to

permit checking. All castings shall be thoroughly cleaned in the shop and given two

coats of approved bituminous paint before rusting begins.

2.3.10 Butyl Mastic Sealant

2.3.10.1 The sealant shall be used when joining the casting frame to the precast manhole and for

all manhole adjustments to provide a watertight structure. The sealing compound shall

be in conformance with ASTM C990 and produced from blends of refined hydrocarbon

resins and plasticizing compounds reinforced with inert mineral filler, and shall contain

no solvents, irritating fumes, or obnoxious odors. It shall be supplied in extruded rope

form of suitable cross section and in such sizes as to seal the joint space. Use 2

complete ropes at each joint.

2.3.11 Pipe Connection to Manhole

2.3.11.1 Pipe opening seals shall be cast integrally with manhole section, sized to fit pipe

specified, and set at correct elevation and location. Resilient connectors shall meet the

requirements of ASTM C923.


3.1 EXCAVATION AND BACKFILL

3.1.1 Excavation and backfill shall conform to the applicable requirements of Specification

31 23 00 - Earthwork.

3.1.2 Excavate manhole area to allow for a minimum six inch bedding of AASHTO M43 No.

57 aggregate properly leveled and compacted.

3.2 MANHOLE FOUNDATIONS




HNF-SPEC-61935 33 30 10, Rev. 0 3/9/2018

3.2.1 Dewater sufficiently to maintain the ground water level at or below the bottom of the

manhole foundation prior to and during placement of the foundation. Obtain an

adequate foundation for all manhole structures by removing and replacing unsuitable

material with well-graded granular material, by tightening with coarse rock, or by such

other means as provided for foundation preparation of the connected sewers or as

directed by the Buyer.

3.3 MANHOLE INSTALLATION

3.3.1 Construct manholes as shown on the Drawings.

3.3.2 Provide uniform bedding of the bottom section to prevent uneven loading. Install

gaskets and joint sealants in accordance with manufacturer’s recommendations to

produce a watertight structure.

3.3.3 All precast concrete ring sections and top sections shall fit together readily to permit

effective jointing. Joints between adjacent sections of all manholes shall be made with

two strips of approved preformed joint sealing compound.

3.3.4 All pipes entering the manhole shall be secured by a rubber boot provided in a cored or

precast hole of the proper diameter and in conformance to ASTM C923.

3.3.5 Form channels to accommodate flow path of incoming and outgoing pipes. Channels

shall be rounded and troweled smooth with a consistent grade through the invert. For

changes in direction between incoming and outgoing pipe, make a circular curve in the

manhole invert of as large a radius as possible.

3.3.6 Thoroughly wet and completely fill all precast manhole joints with non-shrinking grout

to a smooth finish, both inside and outside of the manhole.

3.3.7 Manholes shall be constructed such that their walls are plumb.

3.4 FRAMES AND COVERS

3.4.1 Cast iron frames and covers shall be set at the required elevation and properly bonded

to the masonry with two rings of butyl mastic sealant and anchor bolts.

3.4.2 Manhole rim elevations shall be set at grade in traffic areas and finished landscaped

areas (finished grade is at the top of mulch in finished landscape areas), shall be set at 3

inches above grade in nonfinished landscaped areas, and to be set at 2 feet above finish

grade in nontraffic and nonlandscaped areas.




HNF-SPEC-61935 33 30 10, Rev. 0 3/9/2018

3.4.3 Wherever manholes are constructed in paved areas, the top surface of the frame and

cover shall conform to the exact slope, crown, and grade of the adjacent pavement.

3.5 MANHOLE INSTALLATION INSPECTION

3.5.1 The Subcontractor shall inspect all installation activities and submit an inspection

report which documents that manholes were installed in accordance with the

requirements of this specification.

CONTRACTOR

INFO

ONLY

GOV'T

APPR

SUBMIT

NEEDED

BY

APPROVAL

NEEDED BY

MATERIAL

NEEDED BYCODE

SUBMITTAL

DATECODE

DATE

RECEIVED

DATE

RETURNED

DATE

RECEIVED

1 1.3.2.1 Concrete Mix Design STATEMENTS x2 1.3.3.1 Trip Tickets STATEMENTS x3 1.3.3.2 Test Results REPORTS x

1 1.3.2.1 Weld and Inspection Personnel Certifications/Qualifications REPORTS x2 1.3.2.2 Welding, Weld Examination, and Weld Testing Procedures REPORTS x3 1.3.2.3 Weld Examination Results REPORTS x

1 1.3.2.1 Damage Prevention Procedure / Notification Prior to Excavation STATEMENTS x2 1.3.2.2 Location of Existing Utilities / Notification Prior to Pot-holing STATEMENTS x

1.3.2.3 Shoring Plan STATEMENTS x4 1.3.2.4 As-built Survey Data DATA x5 1.3.2.5 Traffic Control Plan STATEMENTS x6 1.3.2.6 Identity of the Earthwork Inspector / Competent Person STATEMENTS x7 1.3.3.1 Compaction Test Reports REPORTS x

1 1.3.2.1 Fill Mix Design STATEMENTS x2 1.3.2.2 Test Data DATA x

1 1.3.2.1 Lab Reports / Mix Design STATEMENTS x2 1.3.2.2 Traffic Control Plan STATEMENTS x3 1.3.3.1 Temperature and Compaction Test Reports REPORTS x

1 1.3.2.1.a Boring and Jacking Plans - Materials and Methods STATEMENTS x2 1.3.2.1.b Boring and Jacking Plans - Access Pit Construction Plans STATEMENTS x3 1.3.2.1.c Boring and Jacking Plans - Notification Prior to Excavation STATEMENTS x

1 1.3.2.1 Flushing Procedures STATEMENTS x2 1.3.2.2 Certificates of Conformance for Valves CERTIFICATES x3 1.3.2.3 Vendor Information for Valves PRODUCT DATA x4 1.3.3.1 Tie-in Permit Request STATEMENTS x5 1.3.3.2 Weld Examination Results REPORTS x6 1.3.3.3 Flushing Verification REPORTS x7 1.3.3.4 Hydrostatic Test Verification REPORTS x8 1.3.3.5 In-Service Test Verification REPORTS x9 1.3.3.6 Record Drawings DRAWINGS x

1 1.3.2.1 Concrete Mix Design STATEMENTS x2 1.3.2.2 Concrete Test Results REPORTS x3 1.3.3.1 Installation Inspection Reports REPORTS x

CONTRACTOR SCHEDULE DATES

SECTION - 05 12 10 Miscellaneous Steel

SECTION - 31 23 00 Earthwork

SECTION - 33 10 00 Water Utilities

SECTION - 31 23 23 Flowable Fill

SECTION - 32 12 16 Asphalt Paving

SECTION - 33 05 23 Boring and Jacking

SECTION - 03 30 00 Cast-In-Place Concrete

SECTION - 33 30 10 Precast Vaults and Manholes

SUBMITTAL REGISTER

CONTRACT NUMBER N40083-14-D-0016

ACTIVITY

NUMBER

CONTRACTOR ACTION

CONTRACTOR TBD

GOVERNMENT ACTION

DATE

3/9/2018

TITLE AND LOCATION

L-894, RAW WATER CROSS-CONNECTION ISOLATION PROJECT

HANFORD SITE, WASHINGTON

TRANS-

MITTAL

NUMBER

TYPE OF SUBMITTAL

CLASSI-

FICATION

REVIEWER

ITEM

NUM-

BER

SPECIFICATION

PARAGRAPH NUMBERDESCRIPTION OF SUBMITTAL

3

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