**************************************************************************

USACE / NAVFAC / AFCEC / NASA UFGS-31 73 00 (November 2008)

-----------------------------
Preparing Activity: USACE Superseding
UFGS-31 73 00 (April 2006)

UNIFIED FACILITIES GUIDE SPECIFICATIONS

References are in agreement with UMRL dated July 2019

**************************************************************************

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 73 00

TUNNEL AND SHAFT GROUTING

11/08

PART 1 GENERAL

1.1 SUMMARY
1.2 UNIT PRICES
1.2.1 Mobilization and Demobilization
1.2.1.1 Payment
1.2.1.2 Unit of Measure
1.2.2 Drilling Grout Holes
1.2.2.1 Payment
1.2.2.2 Measurement
1.2.2.3 Unit of Measure
1.2.3 Drilling Drain Holes
1.2.3.1 Payment
1.2.3.2 Measurement
1.2.3.3 Unit of Measure
1.2.4 Drilling Exploratory Holes
1.2.4.1 Payment
1.2.4.2 Measurement
1.2.4.3 Unit of Measure
1.2.5 Placing Grout
1.2.5.1 Payment
1.2.5.2 Measurement
1.2.5.3 Unit of Measure
1.2.6 Connections to Grout Holes
1.2.6.1 Payment
1.2.6.2 Measurement
1.2.6.3 Unit of Measure
1.2.7 Portland Cement in Grout
1.2.7.1 Payment
1.2.7.2 Measurement
1.2.7.3 Unit of Measure
1.2.8 Mineral Filler in Grout
1.2.8.1 Payment
1.2.8.2 Measurement
1.2.8.3 Unit of Measure
1.2.9 Sand in Grout

SECTION 31 73 00 Page 1
 1.2.9.1 Payment
1.2.9.2 Measurement
1.2.9.3 Unit of Measure
1.2.10 Fluidifier in Grout
1.2.10.1 Payment
1.2.10.2 Measurement
1.2.10.3 Unit of Measure
1.2.11 Chemicals in Chemical Grout
1.2.11.1 Payment
1.2.11.2 Measurement
1.2.11.3 Unit of Measure
1.2.12 Steel Pipe and Fittings
1.2.12.1 Payment
1.2.12.2 Measurement
1.2.12.3 Unit of Measure
1.2.13 Pressure Washing and Pressure Testing
1.2.13.1 Payment
1.2.13.2 Measurement
1.2.13.3 Unit of Measure
1.3 REFERENCES
1.4 SEQUENCING
1.5 SUBMITTALS
1.6 QUALIFICATIONS

PART 2 PRODUCTS

2.1 GROUTING MATERIALS

2.1.1 Water
2.1.2 Cement
2.1.3 Sand
2.1.4 Admixtures
2.1.5 Mineral Filler
2.1.6 Chemical Grouting Materials
2.2 EQUIPMENT
2.2.1 Drilling Equipment
2.2.2 Grouting Equipment
2.2.2.1 Cement Grouting Equipment
2.2.2.1.1 Grout Pump
2.2.2.1.2 Grout Mixer
2.2.2.1.3 Holding Tank or Sump
2.2.2.1.4 Supply and Pressure Control
2.2.2.1.5 Flow Cone
2.2.2.1.6 Communications
2.2.2.2 Chemical Grouting Equipment
2.3 GROUT
2.3.1 Cement Grout
2.3.2 Chemical Grout
2.3.3 Grouting Material Samples
2.4 PIPE AND FITTINGS

PART 3 EXECUTION

3.1 GROUT, DRAINAGE, AND EXPLORATORY HOLES

3.1.1 Embedded Pipe
3.1.2 Grout and Vent Hole Drilling
3.1.3 Drain Hole Drilling
3.1.4 Exploratory Hole Drilling
3.1.5 Disposal of Drill Cuttings
3.2 GROUTING PROCEDURES

SECTION 31 73 00 Page 2
 3.2.1 Washing and Pressure Testing Holes
3.2.2 Contact Grouting
3.2.3 Grouting Behind a Steel Liner
3.2.4 Tunnel, shaft, and Ring Curtain Grouting
3.2.4.1 Grout Injection (Cement Grout)
3.2.4.2 Refusal
3.2.4.3 Grout in Drains
3.2.4.4 Stage Grouting
3.2.4.5 Grout Injection (Chemical Grout)
3.2.4.6 Grout Injection Pipes
3.2.5 Waste Water and Grout
3.3 PATCHING AND CLEANUP
3.4 RECORDS
3.5 CONTRACTOR QUALITY CONTROL

ATTACHMENTS:

[, ___ Form ___, dated ______]

ENG FORM 1836

-- End of Section Table of Contents --

SECTION 31 73 00 Page 3
 **************************************************************************
USACE / NAVFAC / AFCEC / NASA UFGS-31 73 00 (November 2008)
-----------------------------
Preparing Activity: USACE Superseding
UFGS-31 73 00 (April 2006)

UNIFIED FACILITIES GUIDE SPECIFICATIONS

References are in agreement with UMRL dated July 2019

**************************************************************************

SECTION 31 73 00

TUNNEL AND SHAFT GROUTING

11/08

**************************************************************************
NOTE: This guide specification covers the
requirements for tunnel and shaft grouting
applicable to constructing new and repairing
existing underground structures. This section was
originally developed for USACE Civil Works projects.

Adhere to UFC 1-300-02 Unified Facilities Guide

Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable item(s) or insert
appropriate information.

Remove information and requirements not required in

respective project, whether or not brackets are
present.

Comments, suggestions and recommended changes for

this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************

PART 1 GENERAL

1.1 SUMMARY

**************************************************************************
NOTE: The work will be under the direction of the
Contracting Officer or his authorized
representative, i.e., Government Representative who
will be an engineering geologist or geotechnical
engineer experienced in the design and grouting of
tunnels and shafts.
**************************************************************************

This section describes the equipment, materials, and procedures to perform

drilling and grouting work. It covers the equipment and materials to use;
drilling grout, drain and exploratory holes; installing grouting pipe and

SECTION 31 73 00 Page 4
 fittings; connections to grout holes; furnishing, handling, transporting,
storing, mixing, and injecting grout; handling, controlling, and disposing
of drill cuttings, waste water, and waste grout; patching finished grout
and exploratory holes; final cleanup upon completion of work and all other
operations incidental to drilling and grouting. The work consists of
drilling exploratory and drain holes as directed or shown and performing
[contact][ and ][tunnel and shaft][and ][steel liner][ and ][ring curtain]
grouting as shown. Exploratory drilling may be required to define problem
areas or verify results ahead of the working face or through the lining
during construction. The total amount of drilling and grouting required
is not known and will be determined by conditions encountered as the work
progresses. Grouting mixes, pressures, pumping rates, and the sequence in
which holes are drilled and/or grouted will be determined in the field and
shall be as directed. Work under this section shall be in accordance with
EM 1110-1-3500, EM 1110-2-2901, and EM 1110-2-3506

1.2 UNIT PRICES

**************************************************************************
NOTE: If Section 01 22 00.00 10 PRICE AND PAYMENT
PROCEDURES is included in the project
specifications, this paragraph title (UNIT PRICES)
should be deleted from this section and the
remaining appropriately edited subparagraphs below
should be inserted into Section 01 22 00.00 10.
**************************************************************************

1.2.1 Mobilization and Demobilization

1.2.1.1 Payment

Payment will be made for costs of assembling all plant and equipment at
the site preparatory to initiating the work and for removing it when the
drilling and grouting has been completed. Sixty (60) percent of the
contract lump sum price for mobilization and demobilization will be paid
following completion of moving onto the site, including complete assembly,
in working order, of all equipment necessary to perform the required
drilling and grouting operations. The remaining forty (40) percent of the
contract lump sum price will be paid when all equipment has been removed
from the site.

1.2.1.2 Unit of Measure

Unit of measure: lump sum.

1.2.2 Drilling Grout Holes

1.2.2.1 Payment

Payment will be made for costs associated with drilling and redrilling
grout holes; washing and pressure testing of grout holes; containing and
disposing of waste water and waste grout; clean-up of the site;
furnishing, handling, transporting and storing of grout materials; and for
furnishing all labor and supplies incidental to the work. [Unless
otherwise specified, no][No] separate payment will be made for any
material constituent of the grout, including cement and/or chemical grout
materials placed in the performance of contract grouting. No payment will
be made for grout, or the material constituents thereof, wasted due to
improper anchorage of grout pipe or connections, or which is wasted due to

SECTION 31 73 00 Page 5
 negligence on the part of the Contractor, nor for grout which is rejected
by the Contracting Officer because of improper mixing. Payment will be
made at the applicable contract unit prices for materials contained in
grout which are wasted, where the wasting is not due to negligence on the
part of the Contractor.

1.2.2.2 Measurement

Drilling of grout holes will be measured for payment on the basis of the
linear meters feet of holes actually drilled in concrete, rock or soil, as
shown or as directed, including all intermediate holes at locations where
pipe was not installed.

1.2.2.3 Unit of Measure

Unit of measure: linear meter foot.

1.2.3 Drilling Drain Holes

1.2.3.1 Payment

Payment will be made for costs associated with drilling of drain holes
actually drilled in concrete, rock, or soil, as shown or as directed.

1.2.3.2 Measurement

Drilling of drain holes will be measured for payment on the basis of the
linear meters feet of holes actually drilled in concrete, rock, or soil,
as shown or as directed.

1.2.3.3 Unit of Measure

Unit of measure: linear meter foot.

1.2.4 Drilling Exploratory Holes

1.2.4.1 Payment

Payment will be made for costs associated with drilling of exploratory

holes.[ Core boxes shall be provided at no additional cost to the
Government.]

1.2.4.2 Measurement

Drilling of exploratory holes will be measured for payment on the basis of

the linear meters feet of holes actually drilled in concrete, rock, or
soil, as directed by the Contracting Officer.

1.2.4.3 Unit of Measure

Unit of measure: linear meter foot.

1.2.5 Placing Grout

**************************************************************************
NOTE: Select appropriate alternatives.

Under certain conditions it may be desirable to

include a pay item for standby time for Government

SECTION 31 73 00 Page 6
 directed suspension of drilling or grouting
operations.
**************************************************************************

1.2.5.1 Payment

[Payment will be made for costs associated with satisfactorily placing

grout in contact grout holes[ and behind steel liner], which includes full
compensation for[ furnishing all materials,] proportioning the mix as
directed,[ drilling grout holes if necessary,] and mixing and injecting
the grout as specified or as directed.][Payment will be made for costs
associated with satisfactorily placing grout in grout holes, which
includes full compensation for proportioning the mix, mixing, and
injecting the grout as specified or as directed. Separate payment will be
made for all materials used in [contact ]grout as provided in unit price
pay item(s) "Portland Cement in Grout" "Mineral Filler in Grout", "Sand in
Grout", "Fluidifier in Grout", and "Chemicals in Chemical Grout".]

1.2.5.2 Measurement

The operation of placing grout will be measured for payment on the basis
of the number of[ cubic meters cubic feet of the component materials (bulk
materials), satisfactorily placed, exclusive of water [and fluidifier] and
regardless of the proportions of the mixes, measured individually as
specified in unit price pay items "Portland Cement in Grout", "Mineral
Filler in Grout", and "Sand in Grout".][hours of satisfactory placing
regardless of the proportions of the mixes. Measurement will begin with
the initiation of grout injection at the proper elevation or stage and
continue until grout injection ceases, for a given hole, exclusive
downtime. Downtime is defined as any failure to inject grout
continuously, except for intermittent grouting as directed by the
Contacting Officer. Time will be measured cumulatively to the next whole
hour of operation. Payment for placing grout in holes will be based on
the total amount of time required for satisfactorily placing grout,
determined by reducing the total number of minutes of operation to the
nearest whole hour.]

1.2.5.3 Unit of Measure

Unit of measure: [cubic meter foot][nearest whole hour].

1.2.6 Connections to Grout Holes

1.2.6.1 Payment

**************************************************************************
NOTE: The price to be inserted in this paragraph
should be determined on the basis of the estimated
cost to the Contractor for the operation of moving
the grout supply line onto the hole. This price
should not include any allowance for pipe or other
materials used in making the connections. This unit
price pay item may be optional for grout payment on
an hourly basis.
**************************************************************************

[Payment will be made for costs associated with connections to grout holes
at a rate of [_____] dollars per connection.] [Payment for only one
connection will be made for each hole regardless of the number of

SECTION 31 73 00 Page 7
 settings.]

1.2.6.2 Measurement

Connections to grout holes will be measured for payment per connection for
each time the grout supply line is connected to the ring grout hole or an
exploratory hole for the purpose of injecting grout, regardless of the
number of times such connections are made per hole or the amount of grout
actually injected.

1.2.6.3 Unit of Measure

Unit of measure: each.

1.2.7 Portland Cement in Grout

1.2.7.1 Payment

Payment will be made for costs associated with Portland cement in grout.

1.2.7.2 Measurement

Portland cement in grout will be measured for payment on the basis of the
number of cubic meters (42.6 kg) cubic feet (94 pounds) of cement used in
the grout satisfactorily placed in ring grout holes and in filling
exploratory holes, or wasted when such wasting is not due to the
Contractor's negligence.

1.2.7.3 Unit of Measure

Unit of measure: meter (42.6 kg) cubic foot (94 pounds).

1.2.8 Mineral Filler in Grout

1.2.8.1 Payment

Payment will be made for costs associated with mineral filler in grout.

1.2.8.2 Measurement

Mineral filler in grout will be measured for payment on the basis of the
number of cubic meters (36.3 kg) cubic feet (80 pounds) of filler used in
the grout and satisfactorily placed in grout holes.

1.2.8.3 Unit of Measure

Unit of measure: cubic meter (36.3 kg) cubic foot (80 pounds).

1.2.9 Sand in Grout

1.2.9.1 Payment

Payment will be made for costs associated with sand in grout.

1.2.9.2 Measurement

Sand in grout will be measured for payment on the basis of the number of
cubic meters cubic feet of sand [, dry rodded measurement,] used in the
grout satisfactorily placed in ring grout holes or in filling exploratory

SECTION 31 73 00 Page 8
 holes.

1.2.9.3 Unit of Measure

Unit of measure: cubic foot.

1.2.10 Fluidifier in Grout

1.2.10.1 Payment

Payment will be made for costs associated with fluidifier in grout [,

including full allowance for the payment by the Contractor of all required
royalties].

1.2.10.2 Measurement

Fluidifier in grout will be measured for payment on the basis of the

number of pounds of fluidifier used in the grout satisfactorily placed in
ring grout holes.

1.2.10.3 Unit of Measure

Unit of measure: kilogram pound.

1.2.11 Chemicals in Chemical Grout

1.2.11.1 Payment

Payment will be made for costs associated with chemicals in chemical grout.

1.2.11.2 Measurement

Chemicals in chemical grout will be measured for payment on the basis of

the number of gallons of chemicals actually used in grout mixtures
satisfactorily placed in ring grout holes.

1.2.11.3 Unit of Measure

Unit of measure: kilogram pound.

1.2.12 Steel Pipe and Fittings

1.2.12.1 Payment

Payment will be made for costs associated with embedded grout and drain
hole pipe and fittings remaining in the permanent work, which includes
costs for removal of pipe and fittings, and patching and cleanup pursuant
to Section 31 73 00 TUNNEL AND SHAFT GROUTING, paragraph PATCHING AND
CLEANUP. All pipe and fittings removed shall become the property of the
Contractor.

1.2.12.2 Measurement

Embedded pipe and fittings through which holes will be drilled and
grouted, as shown and as directed or approved, will be measured for
payment on the basis of the actual [kilograms][linear meters]
[pounds][linear feet][, as differentiated by pipe size and schedule
number,] of satisfactorily installed pipe and fittings left in place. No
additional allowance will be made for [overweight][differences] caused by

SECTION 31 73 00 Page 9
 installation of oversized pipe (diameter or length) and pipes that are not
specified or approved. Upon completion of the grouting, no additional
allowance will be made for costs of cutting off and removing from the
project site all grout pipe connections protruding from the inside face of
the concrete liner.

1.2.12.3 Unit of Measure

Unit of measure: kilogram pound.

1.2.13 Pressure Washing and Pressure Testing

1.2.13.1 Payment

Payment will be made for pressure washing, and pressure testing of grout
holes and pressure testing of exploratory holes, which includes the cost
of preliminary washing, materials for washing and testing, and making and
breaking connections incidental to the work. Payment will be based upon
the total amount of time required for pressure washing and pressure
testing, determined by reducing the total number of minutes of operation
to the nearest whole hour. No payment will be made for time lost due to
fault or negligence of the Contractor, or due to defective equipment
furnished by the Contractor.

1.2.13.2 Measurement

Pressure washing and pressure testing will be measured for payment on the
basis of the actual time water pumps are operating. Pressure washing and
pressure testing will be measured from the time pumping is begun on a hole
or section of a hole until the time pumping is completed on the hole or
section of the hole as determined by the Contracting Officer. Time will
be measured cumulatively to the next whole minute of operations.

1.2.13.3 Unit of Measure

Unit of measure: nearest whole hour.

1.3 REFERENCES

**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.

Use the Reference Wizard's Check Reference feature

when you add a Reference Identifier (RID) outside of
the Section's Reference Article to automatically
place the reference in the Reference Article. Also
use the Reference Wizard's Check Reference feature
to update the issue dates.

References not used in the text will automatically

be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************

SECTION 31 73 00 Page 10
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by
the basic designation only.

ASME INTERNATIONAL (ASME)

ASME B16.3 (2016) Malleable Iron Threaded Fittings,

Classes 150 and 300

ASME B16.5 (2017) Pipe Flanges and Flanged Fittings

NPS 1/2 Through NPS 24 Metric/Inch Standard

ASME B16.9 (2018) Factory-Made Wrought Buttwelding

Fittings

ASTM INTERNATIONAL (ASTM)

ASTM A53/A53M (2018) Standard Specification for Pipe,

Steel, Black and Hot-Dipped, Zinc-Coated,
Welded and Seamless

ASTM C117 (2017) Standard Test Method for Materials

Finer than 75-um (No. 200) Sieve in
Mineral Aggregates by Washing

ASTM C136/C136M (2014) Standard Test Method for Sieve

Analysis of Fine and Coarse Aggregates

ASTM C150/C150M (2018) Standard Specification for Portland

Cement

ASTM C494/C494M (2017) Standard Specification for Chemical

Admixtures for Concrete

ASTM C618 (2019) Standard Specification for Coal Fly

Ash and Raw or Calcined Natural Pozzolan
for Use in Concrete

ASTM C937 (2016) Grout Fluidifier for

Preplaced-Aggregate Concrete

ASTM C939/C939M (2016a) Standard Test Method for Flow of

Grout for Preplaced-Aggregate Concrete
(Flow Cone Method)

ASTM C940 (2016) Standard Test Method for Expansion

and Bleeding of Freshly Mixed Grouts for
Preplaced-Aggregate Concrete in the
Laboratory

ASTM C942 (2010) Compressive Strength of Grouts for

Preplaced-Aggregate Concrete in the
Laboratory

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 400 (1963) Requirements for Water for Use in

Mixing or Curing Concrete

SECTION 31 73 00 Page 11
 EM 385-1-1 (2014) Safety and Health Requirements
Manual

EM 1110-1-3500 (1995) Engineering and Design -- Chemical

Grouting

EM 1110-2-2901 (1997) Engineering and Design -- Tunnels

and Shafts in Rock

EM 1110-2-3506 (2017) Grouting Technology

1.4 SEQUENCING

Perform grouting in the work sequence as shown and as specified.

[[Contact grouting][ and/or ][grouting behind steel liner] shall be done
at a reasonable time following installation of the permanent liner and
prior to any application of internal or external water pressure, air
shock, or vibration.][ Tunnel and shaft grouting or ring grouting shall
be done at the appropriate time during the excavation/muck/support mining
cycle to achieve the desired water flow reduction or stabilization prior
to the passage of any water within the tunnel or shaft.] Grouting, once
started, shall normally proceed to completion without significant
interruption.

1.5 SUBMITTALS

**************************************************************************
NOTE: Review submittal description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.

The Guide Specification technical editors have

designated those items that require Government
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a “G” to an item, if the submittal
is sufficiently important or complex in context of
the project.

For submittals requiring Government approval on Army

projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.

The "S" following a submittal item indicates that

the submittal is required for the Sustainability
eNotebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29

SECTION 31 73 00 Page 12
 SUSTAINABILITY REPORTING. Locate the "S" submittal
under the SD number that best describes the
submittal item.

Choose the first bracketed item for Navy, Air Force

and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for [Contractor Quality
Control approval.][information only. When used, a designation following
the "G" designation identifies the office that will review the submittal
for the Government.] Submittals with an "S" are for inclusion in the
Sustainability eNotebook, in conformance to Section 01 33 29
SUSTAINABILITY REPORTING. Submit the following in accordance with Section
01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Drilling Operations
Pressure Washing and Pressure Testing Operations
Cement and Chemical Grouting Operations

SD-03 Product Data

Qualifications
Grouting Equipment; G[, [_____]]
Grout Application; G[, [_____]]

SD-04 Samples

Grouting Material Samples; G[, [_____]]

1.6 QUALIFICATIONS

Grouting shall be performed by a specialty Contractor or subcontractor

experienced and competent in [cement grouting] [chemical grouting] [both
cement and chemical grouting]. Submit evidence that the grouting
specialist or grouting foreman has had at least 3 years experience within
the past 5 years on similar grouting type projects.

Perform all grouting work under the direct field supervision of a

qualified grouting specialist or grouting foreman whose qualifications
have been provided to the Contracting Officer. The foreman or specialist
shall supervise the performance of the work in compliance with these
specifications.

PART 2 PRODUCTS

2.1 GROUTING MATERIALS

Provide grout of a nonshrink type and normally composed of water, cement,

and fluidifier with shrinkage compensators (expanding agents). Use sand,
admixtures to vary grout properties, and mineral fillers as specified or
approved. The grout mixes will be designed or approved by the Contracting
Officer and will be varied to meet the characteristics of each hole or
situation as determined by the conditions encountered. The various
materials furnished shall conform to the following paragraphs.

SECTION 31 73 00 Page 13
2.1.1 Water

[Furnish the water used in the grout. It shall be fresh, clean, and free
of sewage, oil, or organic matter and injurious amounts of acid, alkali,
and salts or other damaging substances as determined by COE CRD-C 400.][Water
suitable for use in the work will be furnished by the Government. Provide
any necessary connections and extensions to the Government supply line.]

2.1.2 Cement

**************************************************************************
NOTE: Designer should insert the Section number and
title that specifies the storage requirements for
cement.
**************************************************************************

Provide cement used in grout conforming to the requirements of

ASTM C150/C150M, portland cement Type [_____]. Store cement in accordance
with Section [03 30 00 CAST-IN-PLACE CONCRETE] [03 30 53 MISCELLANEOUS
CAST-IN-PLACE CONCRETE] [_____]. Employ methods of handling,
transporting, and storage that are satisfactory to the Contracting
Officer. Only cement furnished in cloth or paper bags will be accepted
for use in the work unless bulk cement is approved. Store a sufficient
quantity of cement at or near the site of the work to ensure that grouting
operations will not be delayed due to shortage of cement. Care shall be
taken in storage and handling to protect the cement from contamination and
moisture. In the event the cement contains lumps or foreign matter that
will not pass through a standard #100 mesh screen, remove the cement from
the work site and replace it at no cost to the Government.

2.1.3 Sand

Sand for grout shall consist of hard, tough, durable, uncoated particles.
It may be composed of [natural sand][manufactured sand][a combination of
natural and manufactured sand]. The shape of the particles shall be
generally rounded or cubical and shall not contain more than 5 percent of
flat or elongated pieces having a maximum dimension in excess of five
times the minimum dimension. If the sand is a combination of separately
processed sizes, classification, or a combination of natural and
manufactured sands, the different components shall be batched separately,
or, subject to written approval, blended prior to delivery to the mixing
plant. The sand shall be well-graded from fine to coarse, and the
gradation, as determined in accordance with ASTM C136/C136M and ASTM C117,
shall conform to the following requirements:

SIEVE DESIGNATION CUMULATIVE PERCENTAGE BY WEIGHT

(U.S. STANDARD SQUARE MESH)

PASSING RETAINED

8 100 0

16 95-100 0-5

SECTION 31 73 00 Page 14
 SIEVE DESIGNATION CUMULATIVE PERCENTAGE BY WEIGHT
(U.S. STANDARD SQUARE MESH)

PASSING RETAINED

30 60-85 15-40

50 20-50 50-80

100 10-30 70-90

200 0-5 95-100

In addition to the grading limits shown, all sand used in the work shall
have a fineness modulus within the range of 1.50 to 2.00. The grading of
the sand as delivered to the mixes, during any 24-hour period of
operation, shall be controlled so that the fineness moduli of samples
taken will not vary more than 0.10 from the average fineness modulus. The
results of previous tests and the service record may be used to determine
the acceptability of the sand. Sand shall be stored in a manner to
facilitate drainage and avoid the inclusion of any foreign materials in
the grout. The storage piles shall be constructed to prevent segregation
and contamination.

2.1.4 Admixtures

An admixture is any material other than water, sand, and cement added to
the grout immediately before or during its mixing to alter its chemical or
physical properties to a desired characteristic during its fluid or
plastic state. Admixtures shall conform to ASTM C494/C494M at the time of
acceptance testing sample submittal; furnish certification from the
manufacturer that the material meets all the requirements of these
specifications. All admixtures to be used in each batch of grout shall be
separately packaged and weighed prior to use. Grout fluidifier and
expanding agents shall conform to the requirements of ASTM C937.
Accelerator additive shall be calcium chloride (CaCl2) in amounts up to 2
percent of the cement by weight or an approved product manufactured for
the specific purpose of accelerating grout set-up time. The calcium
chloride shall be granular or flaked and added to the grout by dissolving
it in a portion of the mix water.

2.1.5 Mineral Filler

Fillers used in grout as replacement for a portion of the cement shall be

fly ash composed of finely divided siliceous residue and in accordance
with ASTM C618, Class F. The maximum amount of fly ash should not exceed
30 percent of the cement by weight.

2.1.6 Chemical Grouting Materials

**************************************************************************
NOTE: Designers should seek information from
chemical grout suppliers and manufacturers and other
reference material on the subject about which
type(s) of chemical grout is best suited for their
particular application and job.

SECTION 31 73 00 Page 15
 **************************************************************************

Grouting materials shall be nonflammable and the type used in grouts that
are either water-based (gel forming) or water-reactive (foam forming).
Only the following water-based chemical types shall be used; silicates,
acrylates, polyacrylamides, acrylamides (only certain products), modified
tannin, and epoxy resins. Only the following water-reactive chemical
types shall be used; polyurethanes and elastomers. Chemical compounds
shall be EPA approved. A sufficient quantity of chemical grouting
materials shall be stored at or near the work site to ensure that grouting
operations will not be delayed due to storage of these materials. Storage
requirements, mixing, and handling of all component materials as well as
the grout mixture itself shall be in accordance with the manufacturer's or
supplier's recommendations.

2.2 EQUIPMENT

Drilling and grouting equipment shall be of a type, capacity, and

mechanical condition suitable for the work, as approved by the Contracting
Officer. Power, compressed air, all other equipment, and the layout
thereof shall meet the requirements of local, State, and Federal
regulations and codes, both with respect to safety and otherwise. The use
of gasoline internal combustion engines for operation of drilling and
grouting equipment underground is not permitted. Internal combustion
engines shall be diesel powered fitted with suitable and efficient
scrubbers and in compliance with EM 385-1-1.

2.2.1 Drilling Equipment

Use standard drilling equipment of the rotary, percussion, or

rotary-percussion type to perform grout hole, drain hole, and exploratory
hole drilling. The use of hand-held equipment, such as jackhammer or
jackleg percussion-type drills for drilling holes above the horizontal, is
not permitted. The equipment shall be of a type and condition that will
allow a drilling rate which will not delay the work and will be adequate
to maintain an alignment within a tolerance of 4 percent or less of the
depth. All drilling equipment shall be properly maintained and a
sufficient supply of bits, tools, and spare parts shall be kept at the job
site to avoid delays. In the case of equipment breakdown, repairs shall
be made promptly. Exploratory drilling shall be accomplished using rotary
core drilling rigs and equipment. A standard ball bearing, swivel type,
triple-tube, or double-tube core barrel shall be used at all times when
drilling exploratory holes. The core barrel shall be of a length,
generally 1.5 or 3 meters 5 or 10 feet, appropriate for the working space
and the type of material being drilled. Appropriate coring bits for
exploratory holes and drain holes shall be NW size except wire line bits
shall be NQ in size or as directed. Grout hole sizes shall be EW. A wire
line system shall be used on downward inclined holes that are [15][_____]
meters [50][_____] feet or greater in depth.

2.2.2 Grouting Equipment

2.2.2.1 Cement Grouting Equipment

Submit a plan of the proposed grouting equipment types and layout for
approval. An example of a typical grouting equipment layout is included
at the end of this section. The grout plant shall be capable of
supplying, mixing, stirring, and pumping the grout as specified. The
plant shall have a minimum capacity of [0.11][_____] cubic meters per

SECTION 31 73 00 Page 16
 minute [4][_____] cubic feet per minute (cfm) of grout injected at a
pressure not greater than [690][_____] kPa [100][_____] pounds per square
inch (psi). It shall be maintained in first-class operating condition at
all times, and any grout hole lost or damaged due to mechanical failure of
equipment or inadequacy of grout supply shall be replaced at no expense to
the Government. Grouting equipment to be furnished shall include the
following:

2.2.2.1.1 Grout Pump

Air or electrically powered grout pump(s) of the progressive cavity

(helical screw) type that is free of surging are capable of pumping a
great range of grout consistencies, provide close control of pumping
pressures and variable rates of injection, and can be easily and quickly
serviced during grouting operations. A minimum of one spare grout pump
and spare pump parts shall be available on site during all grouting
operations.

2.2.2.1.2 Grout Mixer

Grout mixers either mechanically driven, high-speed, shear-type tub mixers

with either vertical or horizontal drum, or high-speed colloidal mixers.
Mixers shall be capable of effectively mixing and stirring a capacity of
at least 0.11 cubic meters 4 cubic feet of grout with water to cement
ratios from 0.6:1 to 6.0:1 and achieve mixing by constant rapid
circulation of grout. The mixer shall be equipped with a suitable
volume-measuring water metering device for batching water for the grout
mix. The water meter shall be calibrated to read in cubic meters and
thousandths cubic feet and tenths and designed in a manner that after each
delivery the hands can be conveniently set back to zero. The water meter
shall have a certificate of calibration from an independent laboratory.
Prior to each use, the water meter shall be checked for accuracy and, if
necessary, recalibrated.

2.2.2.1.3 Holding Tank or Sump

Holding tank(s) or sump(s) of the mechanically agitated type to provide a

high volume and continuous injection of grout. The sump shall be capable
of holding the solids of the mix in suspension and have a capacity of at
least 0.34 cubic meters 12 cubic feet of grout or three times the capacity
of the mixing system. Volume of grout used from the agitator holding
tank(s) or sump(s) shall be measured by a vertical graduated stick or
marks at different levels in the tank(s)/sump(s).

2.2.2.1.4 Supply and Pressure Control

Valves, pressure gauges, grout lines, header arrangements, and accessories

as necessary to provide a continuous supply of grout and accurate pressure
control. Grout shall be conveyed between the pump and the hole using a
[single-line system consisting of a pipe or hose or combination of both
extending from the pump discharge to the header at the hole collar with
grout injection rate controlled by the pump speed][ or ][circulating
double-line system composed of a supply line to the header at the hole
collar and a return line from the header to the grout pump, sump, or
holding tank]. Grout lines shall consist of either black steel pipe or
reinforced rubber or plastic hose or a combination of both. The maximum
inside diameter of all grout lines shall be 25 millimeters 1 inch. The
grout injection rate for the single-line system shall be controlled by the
pump speed so that settlement of solids within the lines will not occur

SECTION 31 73 00 Page 17
 when pumping at or above the minimum discharge capacity of the pump. The
pressure in the double-line system shall be controlled by one or more
valves on the control line. The distance between the hole and the pump or
holding tanks shall be as short as possible to minimize the accumulation
of solids and possible clogging. Pressure gauges shall be high precision,
graduated with divisions not greater than 10 kPa 2 psi on the dial face,
calibrated and certified correct prior to use. Gauges shall be tested for
accuracy[ daily] during the work by cross comparison with a standard set
of oil-filled gauges. The moving parts of all gauges shall be protected
from dust, grit, and direct contact with grout.

2.2.2.1.5 Flow Cone

Flow cone(s) to ascertain the fluidity of grout mixtures. The flow cone
and method of test shall be in accordance with ASTM C939/C939M.

2.2.2.1.6 Communications

Telephone or radio communications between the grout plant and the hole
being grouted when the site conditions such as distance, noise level, or
visual obstructions negatively impact on the proper control of grouting
operations.

2.2.2.2 Chemical Grouting Equipment

The chemical grout plant shall be of the continuous mixing and pumping
type. Provide all chemical grouting equipment in strict compliance with
the grout manufacturer or supplier recommendations for the specific grout
and The method to be used in grout application approved by the Contracting
Officer. All equipment shall be of a type, capacity, and mechanical
condition suitable for doing the work, compatible with the chemical to be
handled, and maintained in first-class operating conditions throughout the
job.

2.3 GROUT

2.3.1 Cement Grout

Design the grout mixture to expand [3 to 5 percent][2 to 4 percent] when

tested in accordance with ASTM C940. Grout flow time-of-efflux, when
tested in accordance with ASTM C939/C939M shall be [between 10 and 30
seconds]. The unconfined compressive strength of the solidified grout
shall range between [3.5 and 13.8][13.8 and 20] MPa [500 and 2,000][2,000
and 3,000] psi when tested in accordance with ASTM C942.

2.3.2 Chemical Grout

Chemical grout shall be composed of commercially available materials

consisting of base material, reactant, water, and accelerator if
required. Set times for chemical grout shall be controllable from 1 to 30
minutes following injection. All components shall be compatible with each
other and with the rock or soil and groundwater. The Contractor and
manufacturer shall certify that the proposed grout is chemically stable
and will not render surrounding groundwater unpotable.[ The grout mix
shall be such that when injected in medium dense Ottawa 20-30 sand and
tested by an approved method, the unconfined compressive strength of the
grouted sand shall average at least 690 kPa 100 psi.]

SECTION 31 73 00 Page 18
2.3.3 Grouting Material Samples

**************************************************************************
NOTE: The Designer should insert the name and
address of the Division Laboratory where material
samples are to shipped and tested.
**************************************************************************

Ship grouting material samples for acceptance laboratory testing to:

[_____] Division Laboratory

[_____]
[_____]

The samples shall include:

Cement 5 sacks (or 213 kg 470 pounds)

Additive(s) 2.25 kg 5 pounds of each

Sand 0.75 cubic meter 1 cubic yard

Mineral Filler 68 kg 150 pounds

Chemical Grout (to include reactant and 4 L 1 gallon

catalyst)

Each sample shall be from the manufacturer or supplier and representative

of the materials to be used in the work or from the shipment received at
the work site. Shipment shall be made to permit arrival at the lab 28
calendar days before the earliest start of grouting. Any substitution of
materials after mix design is approved will require a new mix design and
an additional 28 days. State the intended grout pumping temperature
range. Grout mixes will be designed and approved only for the stated
temperature range.

2.4 PIPE AND FITTINGS

All pipe shall conform to ASTM A53/A53M standard weight. The fittings
shall be malleable iron Type I in accordance with ASME B16.3, ASME B16.5,
and ASME B16.9, Class 150. Pipe shall be black steel of the diameter
shown or as directed.

PART 3 EXECUTION

3.1 GROUT, DRAINAGE, AND EXPLORATORY HOLES

Holes through shotcrete or concrete or into the surrounding rock, for the
purpose of injecting grout or air release and providing drainage, shall be
at the location in the direction and to the depths shown or as directed or
approved. Form holes by embedding pipe in the concrete or shotcrete at
the time of placing or made by drilling through the concrete, shotcrete,
or rock as indicated below for the various kinds of holes. All grout,
drainage, and exploratory holes shall be drilled using only water or
compressed air.

3.1.1 Embedded Pipe

Provide all metal pipe and fittings required for constructing grout holes,

SECTION 31 73 00 Page 19
 grout hole connections, and air vents. All pipe and fittings embedded in
concrete shall be cleaned thoroughly of dirt, grease, grout, and mortar
immediately before embedding and shall be firmly held in position and
protected from damage or displacement while the concrete is being placed.
Great care shall be taken to avoid premature clogging of pipes and any
pipe that becomes clogged or obstructed before completion of operations
shall be cleaned out in a satisfactory manner or replaced at the expense
of the Contractor. All piping required for the work shall be cut,
threaded, fabricated, and installed, as required.

3.1.2 Grout and Vent Hole Drilling

Grout and vent holes shall be located as shown and as directed. Grout
holes drilled through shotcrete or concrete shall be of sufficient size to
permit the caulking or grouting of short lengths of 40 mm 1-1/2 inch
diameter pipe into the hole for attachment of the grout supply line.
Grout hole diameters in rock shall be as shown within a tolerance of 6 mm
0.25 inch and not less than 35 mm 1-3/8 inch at the point of deepest
penetration. The size of completed grout holes shall be checked
frequently during the work to assure proper hole diameters are achieved.
It is anticipated that the required depth of [ring][tunnel and shaft]
grout holes will not exceed [15][_____] m [50][_____] feet. Protect each
hole drilled from becoming clogged or obstructed by means of a cap or
other suitable device on the collar. The use of greases, "rod dope," or
other lubricants on the drill rods or in grout holes will not be
permitted. No core recovery will be required, and the drilling fluid
shall be water or compressed air. During the drilling of grout holes,
take all precautionary measures to control dust, fumes, and noise in
conformity with [other sections of these specifications and] the
applicable local, State, and Federal laws, codes, and regulations. No
drilling of tunnel and shaft or ring grout holes shall be accomplished
until all contact grouting within [60][_____] m [200][_____] feet has been
completed.

3.1.3 Drain Hole Drilling

Drainage holes shall be located as shown and as directed, and drilled

through the permanent liner after all grouting from holes within
[60][_____] m [200][_____] feet has been completed. Drain hole diameters
shall be as shown but not less than [50][_____] mm [2][_____] inches with
a tolerance of 6 mm 0.25 inch for their full lengths.

3.1.4 Exploratory Hole Drilling

Perform exploratory drilling as directed when required to determine the

condition of the rock prior to grouting or the effectiveness of the
grouting operations. Such drilling may be required at any inclination and
in advance of the excavation face or from the perimeter of the tunnel or
shaft. Exploratory drill hole depths may vary but will not exceed a
maximum of [15][_____] m [50][_____] feet. The entire length of each
exploratory hole shall be core drilled using water or compressed air.
Core size shall be[ either] NW (54 mm 2-1/8 inch diameter)[ or HQ (54 mm
2-1/2 inch diameter)]. Core drilling shall be performed by competent and
experienced drillers and special care shall be taken to obtain cores in as
good condition as possible. Core logging [will][shall] be performed by
[the Government Representative][a qualified geologist experienced in core
logging]. Suitable wooden core boxes [will be furnished by the
Government][as shown in Section [02 32 00 SUBSURFACE DRILLING, SAMPLING,
AND TESTING] [03 37 29 CONCRETE FOR CONCRETE CUTOFF WALLS]] [shall be

SECTION 31 73 00 Page 20
 furnished by the Contractor] for core storage in a suitable area on site.
Core boxes shall be protected from the weather prior to being delivered to
the storage area upon completion of each exploratory drill hole. Place
the core in the boxes in the correct sequence with each run marked by
accurately labeled wooden blocks according to the measured distances in
the holes. No box shall contain cores from more than one hole.

3.1.5 Disposal of Drill Cuttings

Remove drill cuttings and water produced during the drilling process from
the tunnel or shaft area on a routine basis to avoid buildup that may
impede the function of temporary or permanent drainage system components
such as slotted pipe, sumps, and pumps. Drill cuttings shall be disposed
of at an approved location outside the tunnel or shaft.

3.2 GROUTING PROCEDURES

Perform grouting in the presence and under the direction of the

Contracting Officer. Remove cement grout, which is not injected into the
hole within 1 hour after mixing (30 minutes if the mix contains fluidifier
with expanding agent), from the mixer, sump, and supply line and waste it.

3.2.1 Washing and Pressure Testing Holes

**************************************************************************
NOTE: Develop the appropriate form to record test
results and attach it to the end of this section.
**************************************************************************

Immediately before the injection of grout into any hole drilled for the
purpose of tunnel and shaft grouting or exploratory drilling, the hole
shall be thoroughly washed under pressure and then pressure tested to
provide an indication of potential grout take.

a. All intersected rock seams and crevices containing clay or other

washable materials shall be washed with water and air under pressure
to remove as much of these materials as practicable (normally this
means until the return wash water runs clean). The maximum pressure
at which air and water are introduced for any separate washing
operation shall be as directed.

b. All holes sufficiently tight to build up the maximum required pressure

shall be washed at such pressure, and the washing shall continue as
long as there is any increase in the rate at which water is taken.
Holes in which the required pressure cannot be reached or maintained
shall be washed as long as there is any increase in the rate of flow
or drop in pressure when the pump is delivering a capacity flow. Open
holes in which no pressure can be built up shall be washed for a
period of 5 minutes or for such a period of time as fracture-filling
is being removed, as determined by the venting of muddy water through
surface openings or other grout holes. Water pressure testing shall
also be required in grout holes and exploration holes for the purpose
of either assessing the grout take potential or the imperviousness of
a grouted area.

c. The necessary fittings, a gauge for measuring hydraulic water pressure

up to [690][_____] kPa [100][_____] psi and a meter large enough to
measure 0.14 cubic meter per minute to the nearest 0.001 cubic meter 5
cfm to the nearest 0.1 cubic foot shall be provided. The volume of

SECTION 31 73 00 Page 21
 water available at the drill hole shall be a minimum of [0.11][_____]
cubic meters per minute [4][_____] cfm. Drill holes shall be tested
as directed with clean water under a continuous pressure as determined
in the field. After the waterline or header has been secured to the
collar of the hole, water shall be pumped into the system until
approximately [100][_____] kPa [15][_____] psi pressure is obtained.
The pressure shall be maintained by control of a bypass valve and the
flow test continued for 5 minutes. If no flow occurs, the pressure
shall be shut in and held for 5 minutes and any pressure drop
recorded. Both the hold test and the flow test may be repeated in the
same interval if necessary to confirm indications of grout take or
tightness of an already grouted area. During each test, record the
data on the Government supplied form [, ___ Form ___, dated ______].
Drilling, washing, and water pressure testing in previously grouted
areas shall not take place before 24 hours following the completion of
all the planned grouting in that particular area.

3.2.2 Contact Grouting

Contact grouting is defined as the injection of grout behind cast-in-place

concrete lining (shaft and/or tunnel), or grouting behind the initial
support system, to achieve continuous contact between the lining and the
surrounding rock or soil. Tunnel plug contact grouting is also included
in this definition. Perform contact grouting in such a manner as to
ensure that all voids between the concrete or initial support members and
the rock or soil face will be filled with grout. No pressure washing or
testing is required prior to injecting grout. Cast-in-place concrete
final lining shall have been in place at least [7][_____] days before
grouting commences. Grout shall be a [neat ][sanded ][[cement][chemical]
grout] mixture. The grouting of any hole shall not be terminated until
all voids have been filled to the maximum extent practicable and the
Government Representative directs the Contractor to stop grouting. Vent
pipes, for the release of air and water during grouting of crown overbreak
cavities[ which may not be filled with concrete], shall be provided as
shown and in such locations as directed or approved. The installation
requirements of paragraph EMBEDDED PIPE shall apply to vent pipes.
Contact grouting shall be done at the highest safe pressure as directed
but initially not exceeding [69][_____] kPa [10][_____] psi. Grouting
shall be initiated from the lower end and at the invert of a tunnel and
the grout behind the liner displaced upward. Grouting in the tunnel crown
area may require secondary grouting to completely fill all the void space
due to overbreak. Such secondary grouting shall be done with expansive
grout mixtures after the initial contact grout has been injected and set
up. For shaft linings, grout holes or nipples shall be radially located
and grouted from inside the shaft. Split spaced grout injection holes or
nipples may be necessary in shaft liner grouting.

[3.2.3 Grouting Behind a Steel Liner

This type of grouting, often called "skin" grouting, shall consist of

placing neat cement grout in the annular space surrounding a steel liner
or "can" to fill the void between the steel liner and the cast-in-place
concrete final lining. Grouting procedures are the same as those
described in paragraph CONTACT GROUTING with the following exceptions:

a. Grout holes and sealing plugs shall be provided in the steel liner
plates during fabrication. The pattern shall be as shown.

b. Grouting equipment shall be such that sudden surges in pressure at

SECTION 31 73 00 Page 22
 refusal do not occur.

c. Grout hole plugs shall be ground flush with the steel liner and
finished smooth.

d. After grouting is completed, the Government Representative will sound

the liner with hammer blows to determine if all voids are filled. If
directed, additional grout holes shall be drilled and tapped to
receive a nipple. The use of a cutting torch to cut-in and weld-on a
nipple is prohibited.

]3.2.4 Tunnel, shaft, and Ring Curtain Grouting

**************************************************************************
NOTE: Tunnel, shaft, and ring curtain grouting are
defined as the grouting in areas of the work
including, but not limited to, ahead of the tunnel
or shaft face or along any reach of tunnel or shaft
to control water flows or aid in stabilizing and
filling voids in the formation.
**************************************************************************

Accomplish tunnel, shaft, and ring curtain grouting at the locations shown
and/or as directed. Any grout hole that is lost or damaged due to
mechanical failure of equipment, inadequacy of grout supply, or Contractor
error shall be replaced by another hole or holes at the Contractor's
expense.

3.2.4.1 Grout Injection (Cement Grout)

a. If the water pressure testing indicates a relatively tight hole, start

grouting with a thin grout mixture. For an open hole condition, the
water-cement ratio shall be reduced accordingly and, with the grout
pump operating as nearly as practicable at constant speed at all
times, the ratio shall be reduced further, if necessary, until the
required pressure has been reached. If the pressure tends to rise too
high, as determined by the Government Representative, the water-cement
ratio shall be changed as directed. Grout mixes shall be in the
proportions directed by the Government Representative who will direct
changes to suit the conditions existing in the particular grout hole.
The water-cement ratio by volume will be varied to meet the
characteristics of each hole as revealed by the pressure washing and
testing operations and will normally range between [3.0:1.0 and
0.6:1.0][[_____] and [_____]].

b. Grouting pressures shall be varied as directed with conditions

encountered in the respective holes. If it is found impossible to
reach the required pressure after pumping a reasonable volume of grout
at the minimum workable water-cement ratio, a sanded grout mix shall
be used, the pumping speed shall be reduced, or pumping stopped
temporarily and intermittent grouting shall be performed, allowing
sufficient time between grout injections for the grout to stiffen. If
necessary to relieve premature stoppage, periodic applications of
water under pressure shall be made at the direction of the Government
Representative. If the desired results are not obtained with this
mix, grouting in the hole shall be discontinued, if so directed.

c. In such event, the hole shall be cleaned, the grout allowed to set,
and additional drilling and grouting be done in this hole or in the

SECTION 31 73 00 Page 23
 adjacent area, as directed, until the desired resistance is built up.
Under no conditions shall the pressure or rate of pumping be increased
suddenly, because either may produce a water-hammer effect which may
promote stoppage. After the grouting of any hole is completed, the
pressure shall be maintained by means of a stopcock or other suitable
device until the grout has set to the extent that it will be retained
in the hole.

3.2.4.2 Refusal

The grouting of any hole shall not be considered complete until that hole
refuses to take grout at a rate of less than [0.015 cubic meter 0.5 cubic
foot of solids (cement) per 1/2 hour][0.03 cubic meter 1.0 cubic foot of
solids (cement) per 10 minutes] at whatever grout mixture and pressure is
being used.

3.2.4.3 Grout in Drains

If leakage of grout into drains occurs, immediately stop the grouting

operations and remove all grout from the drains by washing, to the
satisfaction of the Contracting Officer. No separate payment will be made
for such work. Such stopping of grouting operations and washing of drains
shall be repeated as often as required to complete the grouting.

3.2.4.4 Stage Grouting

Stage grouting is the procedure by which a grout hole or a ring curtain

hole is drilled, pressure tested, and grouted in successive stages within
progressively deeper zones from the top of the grout hole, either from the
ground surface or from the tunnel or shaft wall, to the depth shown or as
directed, prepared for grouting, and then grouted. After the grout has
achieved an initial set, the hole shall be washed, cleaned, and deepened
and then grouted to the bottom of the next stage. If the Contractor
allows the grout to harden within the grout hole, no payment will be made
for redrilling the grout hole. A minimum period of [24][_____] hours
shall elapse between the completion of grouting in one stage and the start
of drilling for the next stage. This procedure shall be repeated for the
full depth of the grout application. Grouting pressures shall be
increased [as directed][as shown] as successive stages deepen the grout
holes. Normally the grout holes shall be split spaced by locating
secondary holes midway between two previously drilled and grouted primary
holes, and the stage grouting process shall be repeated until the desired
results are attained for the full depth of the grout application.
Tertiary and succeeding series of split spaced holes shall also be drilled
and grouted in stages if directed by the Government Representative.

3.2.4.5 Grout Injection (Chemical Grout)

In the zones to be chemically grouted, chemical grouting shall be

performed in such a way as to produce a continuous cylinder or mass of
chemically grouted ground outside the excavation perimeter of the tunnel
or shaft in either soils or finely fissured rock strata, increasing the
strength and reducing the permeability of the material. Grout in place
shall be chemically stable and nontoxic for the environment in which it is
placed. Excavation through grouted areas shall not commence until the
grouting work has been completed and approved by the Government
Representative. Regrouting shall be performed if the required degree of
waterproofing and/or stabilization is not achieved by the first
application. The method of injection shall be the continuous mixing

SECTION 31 73 00 Page 24
 method, with the proper amounts of grout base material, water, reactant,
and accelerator automatically proportioned and continuously supplied at
proper flow rates and pressures. The batch system of mixing grout shall
not be permitted unless high volumes of chemical grout with shortened gel
times are necessary in flowing water conditions. The base material and
the water-accelerator-catalyst solution shall pass through parallel
separate hoses to a suitable baffling chamber near the top of the hole. A
sampling cock, to allow frequent gel time checks, shall be placed after
the baffling chamber. Suitable check valves shall be placed in the grout
lines at the proper locations to prevent backflow and unintentional
gelations. All mixing, handling, pumping, and injection operations shall
be in accordance with the manufacturer's recommendations. A technical
representative of the manufacturer or supplier shall be present at the
work site during the initial grouting operations.

[3.2.4.6 Grout Injection Pipes

**************************************************************************
NOTE: The following paragraph may be specified for
grouting when it is desirable to exercise maximum
control over the grout injection process, i.e., to
grout or regrout at any specific depth.
**************************************************************************

Grout pipes are commercially available or field fabricated as illustrated

by the attached sketch. Perform installation with care to assure the
sealing grout encapsulates the entire pipe and completely fills the
annulus. Grout used to fill the annulus shall consist of portland cement,
bentonite and fly ash, be thick enough to prevent infiltration into the
soil or rock, and be of low strength and brittle.

]3.2.5 Waste Water and Grout

Waste grout that cannot be placed or injected prior to initial set or

maximum specified time limit. If such grout is mixed at the direction or
approval of the Government Representative, it will be paid for at the
applicable contract unit prices for the material constituents of the
wasted grout. During the progress of the work, provide for adequate
disposal of all wash and waste water and remove all waste grout, on a
daily basis if necessary, to maintain a safe and effective grouting
operation.

3.3 PATCHING AND CLEANUP

Upon completion of the grouting operations, remove all grout supply

connections from embedded pipe to a minimum depth of 25 mm 1-inch,
measured from the face of the concrete [shotcrete]. Holes or depressions
thus formed shall be patched with a damp-pack mortar composed of water,
one part portland cement to two parts sand. One teaspoonful of aluminum
powder will be added to each sack of cement used in the mortar mix to
compensate for shrinkage. An unpolished, nonleafing powder of high purity
and low grease will be used. Damp-pack mortar shall be just moist enough
to form a ball in the hands. It shall be thoroughly tamped into the hole
using hard wooden tools. The patching shall be done in a neat workmanlike
manner to provide a surface smoothness at least equal to undisturbed areas
of the final lining. Exploratory holes which have not been grouted shall
be packed to the full depth of the final lining with tightly rammed dry
mortar and then patched as described above. Prior to final acceptance of
the work, the interior surface of the final lining shall be cleaned of

SECTION 31 73 00 Page 25
 excess cement or chemical grout, mortar, oil, and grease to the greatest
extent practicable, as determined by the Government Representative.

3.4 RECORDS

**************************************************************************
NOTE: Attach ENG FORM 1836 to the end of this
section.
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Prepare, on a daily basis, records of all grout hole and drain hole
drilling operations, all pressure washing and pressure testing operations
and all cement and chemical grouting operations. These records shall
include: driller's logs of all grout holes, drain holes, and exploratory
holes; pressure washing information and pressure testing results[ on
Government provided form]; grouting data including time of each change of
operation, rate of pumping, grouting pressures, changes in water-cement
ratio, changes in proportions of additives such as fluidifier,
accelerator, or sand, and amounts of various materials injected[ on
Government provided form]; [core logging data on Government provided ENG
FORM 1836 at a vertical scale of 1 inch equals 1 foot]; and other data
considered necessary as determined by the Government Representative.
Blank report forms of the type to be used are attached at the end of this
specification.

Duplicate records of all grout hole and drain hole drilling operations,
all pressure washing and pressure testing operations, and all cement and
chemical grouting operations. The Government must receive the originals
of all such records before final payment will be processed.

3.5 CONTRACTOR QUALITY CONTROL

In accordance with Section 01 45 00.00 1001 45 00.00 2001 45 00.00 40

QUALITY CONTROL, establish and maintain quality control that specifically
includes, but is not limited to, inspections to assure that:

a. The specified qualification requirements are met.

b. Drilling and grouting equipment is provided as specified and

maintained in satisfactory condition.

c. The required amount of [cement is][chemical grout materials are] kept

on hand during grouting operations.

d. Grouting is performed in the presence of a Government Representative.

e. Required records are kept and submitted as specified.

f. Accurate [cement][chemical] grout mixture proportions are maintained

[as directed][as recommended by the manufacturer or supplier].

g. Materials are properly protected from moisture and contamination after

delivery and transportation to the site.

h. Only approved materials are used.

i. The quantity of bulk materials used equals the computed amount.

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