1611490 Spec 31 68 13.pdf

P658 Nuclear Regional Maintenance Facility 1611490 NSB Kings Bay, GA

SECTION 31 68 13

SOIL AND ROCK ANCHORS

11/20

PART 1 GENERAL

1.1 SYSTEM DESCRIPTION

Prior to commencing any work on the anchors, the Contractor, including all field personnel to be involved in drilling and installation of the anchors, must meet with the Contracting Officer to review the drawings and specifications, work plans, and submittals. Drilling may commence upon approval of the anchor installation plan and procedures described in paragraph SUBMITTALS and after the conduct of the Preparatory Meeting.

1.1.1 General Requirements

Submit drawings and detailed installation procedures and sequences showing complete details of the installation procedure and equipment; anchor fabrication; grouting methods; grout mix designs; anchor placement and installation; corrosion protection for bond length, stressing length and anchorage; anchorage and trumpet; stressing and testing procedures with lengths, forces, deformations, and elongations for the approval by the Contracting Officer. Shop drawings for anchors must include locations and details of the couplers, centralizers, and grout tubes. If different types of anchors are to be installed, each anchor type must be readily identifiable. Once reviewed by the Contracting Officer, no changes or deviation from shop drawings will be permitted without further review by the Contracting Officer. The work includes design, fabrication and installation of the soil anchor system. Install and fabricate the anchors as shown on the drawings. Prepare fabrication and installation drawings and an installation plan for approval. Soil anchors must be threaded bar type.

1.1.2 Scope of Work

General indicative design is shown on the drawings. The materials, design, stressing, load testing, and acceptance must be in accordance with PTI DC35.1 and these specifications.

a. The Contractor is responsible for the design of the anchor and bearing plate, determining drilling methods, and determining hole diameter and bond length. Submit design computations and data for the bearing plates, and walers.

b. Include computations with drawings, design assumptions, calculations, and other information in sufficient detail to verify the design proposed. The design must be certified by a registered Professional Engineer with proven experience in design of soil anchor components as stated in paragraph Qualifications. Include calculations for the stressing frames.

c. The Contracting Officer will approve the design calculations.

Approval of the design calculations will not relieve the Contractor of responsibility for unsatisfactory performance of the installed soil anchors. Furnish all design computations at least 30 calendar days prior to the proposed commencement of drilling. The complete design, including design computations, fabrication and installation drawings

SECTION 31 68 13 Page 1 06 June 2023 and installation plan, must be certified by a registered Professional Engineer and must be submitted for approval.

d. Submit a plan for installing the soil anchors for review and comment.

The proposal must describe the sequence for installation and other restrictions as outlined on the drawings or specified. Determine the anchor installation procedures as part of the anchor design. Include the installation plan with descriptions of methods and equipment to be used for alignment checking of anchor holes.

1.2 REFERENCES

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.

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 301 (2016) Specifications for Structural Concrete

ASTM INTERNATIONAL (ASTM)

ASTM A123/A123M (2017) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A153/A153M (2016a) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A572/A572M (2021; E 2021) Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel

ASTM A615/A615M (2020) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A780/A780M (2020) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

ASTM C150/C150M (2021) Standard Specification for Portland Cement

ASTM D1248 (2016) Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable

ASTM D1784 (2020) Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds

ASTM D3350 (2021) Polyethylene Plastics Pipe and

SECTION 31 68 13 Page 2

Fittings Materials

ASTM D4101 (2017) Standard Classification System and Basis for Specification for Polypropylene Injection and Extrusion Materials

POST-TENSIONING INSTITUTE (PTI)

PTI DC35.1 (2014) Recommendations for Prestressed Rock and Soil Anchors

PTI TAB.1 (2006) Post-Tensioning Manual

1.3 SITE CONDITIONS

A foundation investigation has been conducted at the site by the government.While the foundation information is representative of subsurface conditions at the respective locations, local variations in the characteristics of the subsurface materials may be anticipated. Local variations which may be encountered include, but are not limited to, classification and thickness of rock strata, fractures, and other discontinuities in the rock structure, and variation in the soil classifications. Such variations will not be considered as differing materially within the purview of the contract clauses, paragraph differing site conditions. Foundation data are available for inspection as specified in the special contract requirements, paragraph physical data.

The contractor is responsible for verifying the location of all utilities that may be affected by construction or the installation of the anchors.

1.4 DEFINITIONS

The following definitions are in addition to those given in PTI DC35.1 , Section 2.0:

1.4.1 Anchored Structure

The wall, foundation or other structure to which the anchor is to transfer force.

1.5 SUBMITTALS

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are for Contractor Quality Control approval. When used, a code following the "G" classification identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00

SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Fabricator Qualifications; G, AE

Installer Qualifications; G, AE

SD-02 Shop Drawings

Fabrication and Installation Drawings; G, AE

Stressing Test and Computations; G, AE

SECTION 31 68 13 Page 3

SD-03 Product Data

Equipment

Installation Plan; G, AE

SD-06 Test Reports

Cement Grout Mixture Proportions; G, AE

SD-07 Certificates

Prestressing Steel

Galvanizing

Cement

Structural Steel

Bearing Plate

Corrosion Inhibiting Compound

SD-11 Closeout Submittals

Driller Logs

Anchor Records; G, AE

1.6 QUALITY ASSURANCE

Submit anchor fabricator and installer qualifications for approval in accordance with paragraph SUBMITTALS. The submittals must, where applicable, identify individuals who will be working on this contract and their relevant experience. No changes must be made in approved personnel without prior approval of the Contracting Officer.

1.6.1 Fabricator Qualifications

The anchors must be fabricated by a manufacturer that has been in the practice of designing and fabricating soil anchors similar in size and scope to this project for at least ten years.

1.6.2 Installer Qualifications

Submit the qualifications and experience records for approval. In the experience record, identify all the individuals responsible for the anchors and must include a listing of projects of similar scope performed within the specified period along with points of contact. Qualifications prior to the installation of any anchors specified in this section. The anchors must be installed by a firm which is regularly engaged in the installation of soil anchors and has at least ten years experience in the installation of similar anchors. The superintendent must have installed anchors on at least.

SECTION 31 68 13 Page 4

1.7 DELIVERY, STORAGE, AND HANDLING

Materials must be suitably wrapped, packaged or covered at the factory or shop to prevent being affected by dirt, water, oil, grease, and rust.

Protect materials against abrasion or damage during shipment and handling. Place materials stored at the site above ground on a well-supported platform and covered with plastic or other approved material. protect materials from adjacent construction operations.

Grounding of welding leads to prestressing steel will not be permitted.

Reject and remove from the site prestressing steel which is damaged by abrasion, cuts, nicks, heavy corrosions, pitting, excessive heat, welds or weld spatter. Inspect tendons prior to insertion into anchor holes for damage to corrosion protection. Repair any such damage in a manner recommended by the tendon manufacturer and approved by the Contracting Officer. Lifting of pre-grouted tendons must be to manufacturers' recommendations and not cause excessive bending, which can debond the prestressing steel from the surrounding grout.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Prestressing Steel

Submit certified test reports for each heat or lot of prestressing steel with materials delivered to the site.

2.1.1.1 Galvanizing

Submit written certification for coating material and coated bars with the delivery of the bars. Not Used.

2.1.1.2 Steel Bar

ASTM A615/A615M , Grade 75. Hot-dip galvanize.

2.1.2 Structural Steel

Bearing Plates, Double Channel Waler, and Waler Seat: ASTM A572/A572M Grade 50. Hot-dip galvanize.

2.1.3 Tubing

2.1.3.1 Smooth Polyethylene Tubing

ASTM D3350 ASTM D1248, Type III.

2.1.3.2 Smooth Polypropylene Tubing

ASTM D4101, designation PP 210 B5542-11.

2.1.3.3 Smooth Polyvinyl Chloride (PVC) Tubing

ASTM D1784. Class 12454 or 13464.

2.1.4 Galvanizing

Hot-dip galvanize bars, bearing plates, trumpets, waler, waler seats, nuts, washers, and all steel fabrications or devices necessary for proper

SECTION 31 68 13 Page 5 installation, unless indicated otherwise. Galvanizing must occur after fabrication where practicable. Provide galvanizing in accordance with ASTM A123/A123M or ASTM A153/A153M . Submit written certification for coating material with the material delivery.

Where zinc coatings are destroyed or damaged by cutting, welding or other causes, repair damaged surfaces with galvanizing repair method and paint in accordance with ASTM A780/A780M or by application of stick or thick paste material specifically designed for repair of galvanizing, as approved by Contracting Officer. Clean areas to be repaired and remove slag from welds. Heat, with a torch, surfaces to which stick or paste material will be applied. Heat to a temperature sufficient to melt the metals in the stick or paste. Spread molten material uniformly over surfaces to be coated and wipe off excess material.

2.1.5 Corrosion Inhibiting Compound

The corrosion inhibiting compound must conform to the requirements of Section 4.6 of PTI DC35.1 .

2.2 MANUFACTURED UNITS

2.2.1 Anchor Head

Anchor head must consist of steel bearing plate with nut for bar anchors, trumpet, double waler, and waler seat. Submit Stressing Test and Computations for the stressing test layout and capacity of the anchorage system.

Anchorage devices must be capable of developing 95 percent of the guaranteed ultimate strength of prestressing steel. The anchorage devices must conform to the static strength requirements of Section 3.1.6 (1) and Section 3.1.8 (1) and (2) of PTI TAB.1 . Fabricate the trumpet used to provide a transition from the anchorage to the unbonded length corrosion protection from steel pipe or steel tube. The minimum wall thickness must be 0.125 inch for diameters up to 4 inches and 0.20 inch for larger diameters. Weld the trumpet to the bearing plate.

2.2.2 Prestressing Steel Couplers

Prestressing steel couplers for bars must be capable of developing 100 percent of the minimum specified ultimate tensile strength of the prestressing steel.

2.2.3 Centralizers

Fabricate centralizers from plastic, steel or other approved material which is nondetrimental to the prestressing steel. Do not use wood. The centralizer must be able to support the tendon in the drill hole and position the tendon so a minimum of 0.5 inch of grout cover is provided.

Centralizers must permit grout to freely flow up the drill hole.

2.3 EQUIPMENT

The Contractor's Quality Control manager must verify that the equipment used on site is the same as the equipment submitted for approval. Submit catalog cuts, brochures, or other descriptive literature describing the equipment to be used for drilling, grouting, handling, and installing the soil anchors. Submit sketches, drawings or details showing the access and

SECTION 31 68 13 Page 6 temporary supports where required for the drilling equipment and stressing frames. Provide descriptions of stressing jacks, gages, dynamometers, load cells, or other devices for measuring stressing load, certified calibration records for each set of jacking equipment, and current testing curves for stress measurement gages which show that gages have been calibrated for the jacks for which they are used 30 days prior to the start of the testing operations.

2.3.1 Drilling Equipment

Provide drilling equipment suitable for advancing the drill tools to the depths and at the alignment required.

2.3.2 Grouting Equipment

2.3.2.1 Grout Mixer

Grout mixer must conform to PTI DC35.1 -14 Section 7.8.1.

2.3.2.2 Grout Pump

The grout pump must be of the positive displacement type, and must be capable of pumping at all flow rates below 20 gpm, must be capable of pumping at the pressure of at least 50 psi at zero flow rate. For neat cement grout, the pump must have a screen with 0.125 inch maximum clearance to sieve the grout before being introduced into the pump.

Screens are not required for shear type mixers. Make available a pump which is capable of pumping both neat cement grout mixes and sanded grout mixes. The pumping equipment must have a pressure gage capable of measuring pressures of at least 150 psi or twice the required grout pressure, whichever is greater.

2.3.3 Stressing Equipment

Stressing equipment must be hydraulically operated and must have a capacity sufficient to stress the anchors to the required Test Loads within the rated capacity in one stroke. Pumps must be capable of applying each load increment in less than 60 seconds and must be capable of maintaining the hydraulic pressure within 50 psi. The equipment must permit stressing of the tendon in increments and raising or lowering the load in the tendon. Calibrate the equipment with an accuracy of +2 percent and ensure that the calibration certificate and graphs must be available at the site. The production gage must have graduations of 100 psi or less. Maintain a second certified gage for periodic verification of the production gage. Provide a dial gage or approved device to measure total tendon elongation at each load increment to the nearest 0.001 inch.

The dial gage must be capable of measuring the entire anchor movement without being reset. Verify the calibration of gages no more than 30 calendar days prior to commencing work under this contract and at six-month intervals throughout the period of use.

2.3.4 Testing Equipment

Provide testing equipment consisting of a hydraulic jack with calibrated pressure gage for applying the load and a dial gage or vernier scale to measure anchor movement. The ram travel of the stressing equipment must be not less than the theoretical elastic elongation of the total anchor length at the maximum Test Load. Graduate the pressure gage in 100 psi increments. Calibrate the stressing equipment and pressure gage as a unit

SECTION 31 68 13 Page 7 no more than 30 calendar days prior to commencing work under this contract and at six-month intervals throughout the period of use. The movement measuring device must have a minimum travel equal to the theoretical elastic elongation of the total anchor length at the maximum Test Load without resetting the device. Provide an approved dial gage or vernier scale and stand to measure movement of the sheetpile wall.

2.4 GROUT

2.4.1 Cement

ASTM C150/C150M, Type I, II, III or V.

2.4.2 Water

Provide fresh, clean, potable water free from injurious amounts of sewage, oil, acid, alkali, salts, or organic matter.

2.4.3 Aggregates

Fine aggregate for sand-cement grout must conform to ACI 301 and ASTM C33/C33M for grout for backfilling holes. Aggregates must not contain substances which may be deleteriously reactive with alkalis in the cement.

2.4.4 Admixtures.

Admixtures which control bleed, improve flowability, reduce water content and retard set may be used in the grout subject to the approval of the Contracting Officer. Any admixtures used must be compatible with the prestressing steel and must be mixed in accordance with the manufacturer's recommendations.

2.4.5 Grout for Anchors

2.4.5.1 Cement Grout

Cement grout must conform to PTI DC35.1 -14 Section 6.11 and Section

7.8.2.3. Submit cement grout mixture proportions.

2.5 TENDON FABRICATION

2.5.1 General

Fabrication of the anchors must be as recommended by the suppliers.

Completely assemble anchors with all centralizers, grout and vent tubes prior to insertion into the hole. Protect, transport and store fabricated anchors in a manner to prevent contamination or damage to any components.

2.5.2 Tendon

Tendon material must be unblemished and free of pitting, nicks, grease, or injurious defects. When required to maintain the tendon location within the hole, provide centralizers at a maximum of 10 foot intervals center-to-center throughout the bond length. The entire bond length of the tendon must be free of dirt, lubricants, loose rust, corrosion-inhibiting coatings or other contaminants.

SECTION 31 68 13 Page 8

2.5.3 Bond Breaker

Bond breaker for free stressing length of unbonded anchors must consist of smooth polyethylene tubing, minimum wall thickness 0.04 inch, or smooth PVC tubing, minimum wall thickness 0.04 inch.

2.5.4 Vent Tubes

Vent tubes used during grouting operations, if necessary, must be any appropriate type for the job, as recommended by the supplier of the anchors.

2.5.5 Grout Tubes

Grout tubes must be polyethylene tubing or as recommended by the anchor manufacturer and approved by the Contracting Officer. Inside diameter of grout tubes must be adequate to fully grout the entire hole.

2.5.6 Corrosion Protection

Corrosion protection must be as indicated. Provide corrosion protection for the entire anchor and include anchorages covers and trumpets filled with corrosion inhibiting compound and grout encapsulation of the free stressing length and bond length.

2.5.6.1 Anchorage Protection

The trumpet must be sealed to the bearing plate and must overlap the free stressing length encapsulation by at least 4 inches. The trumpet and anchorage cover must be completely filled with corrosion inhibiting compound. Compound filled trumpets must have a permanent seal between the trumpet and the free length corrosion protection.

2.5.6.2 Free Stressing Length Encapsulation

Encapsulation for free stressing length must consist of a sheath of smooth polyethylene tubing, minimum wall thickness 0.06 inch; smooth polypropylene tubing, minimum wall thickness 0.06 inch; smooth PVC tubing, minimum wall thickness 0.04 inch; steel pipe or tube with minimum wall thickness 0.20 inch. Sheath for bars and strands may be heat shrinkable sleeve with a minimum thickness of 0.024 inch. Free stressing length encapsulation must extend at least 4 inches into the trumpet, but must not contact the bearing plate during testing and stressing of the tendon.

PART 3 EXECUTION

3.1 DRILLING HOLES

3.1.1 General

Drill holes at the locations and inclinations shown and to the depths and diameters indicated on the drawings. The locations of the holes may be changed only as approved by the Contracting Officer. Any redesign of the anchored structure due to relocation of anchor holes must be performed by the Contractor. Unless otherwise specified, the Contractor must determine the drilling method to be used. Do not drill holes within 50 feet of a grouted hole until the grout has set at least 24 hours. Take care while drilling to avoid damage of any kind to the existing structures. Damages of any nature will be evaluated by the Contracting Officer and repairs or

SECTION 31 68 13 Page 9 replacements must be made as required. Drill holes a maximum of 3 feet beyond the required anchor bond length. Provide a temporary plug for all holes drilled more than 10 days prior to installation of the anchor.

Collect, recycle, or treat waste water from drilling operations; do not discharged directly into the water or on the ground. See also Section

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS.

3.1.2 Drilling in Soil

Holes in soil may be drilled by rotary drilling, rotary percussive, or vibratory driven casing. Holes in soil must be provided with steel casing where required for support of the surrounding material. Where soil is susceptible to caving, holes through soil must be drilled by the duplex method using an inner and outer casing with return water flow between the casings.

3.1.3 Records

Submit driller logs and records as specified in paragraph Driller Logs.

The presence of a Government inspector or the keeping of separate drilling records by the Contracting Officer must not relieve the Contractor of the responsibility for the work specified in this paragraph. Payment will not be made for any work for which the required records have not been furnished by the Contractor.

3.1.4 Alignment

3.1.4.1 Tolerances

The anchor hole must be located within 12 inches of the plan location.

The entry angle must be within 3 degrees of the specified inclination.

The alignment of the drilled hole must be within 3 degrees of the theoretical alignment. If tolerances cannot be maintained, then notify Contracting Officer.

3.1.4.2 Alignment Check

Check each drilled hole for alignment as specified herein upon completion of drilling and before commencement of any other work.

3.2 INSTALLATION OF ANCHORS

3.2.1 General

The Contractor is responsible for each drilled hole until the anchor has been installed, grouted, stressed and accepted.

All the equipment used in handling and placing the anchors must be such that it does not damage or deteriorate the prestressing steel, corrosion protection, or the anchorages. Each anchor must be inspected prior to insertion into the hole. Any damage to corrosion protection must be repaired prior to insertion or, if determined by the Contracting Officer to be not repairable, the anchor must be replaced. Insertion of anchors must be in accordance with PTI DC35.1 .

3.2.2 Grouting of Soil Anchors

Within the bond length, grout placement must proceed such that the hole is filled in a manner to prevent air voids. The soil anchor hole must be

SECTION 31 68 13 Page 10 progressively filled with grout and maintained completely full from bottom to top of the zone until the grout has set. Grouting of a soil anchor hole must be performed within 48 hours of the time the hole is drilled.

Grouting may be accomplished through the casing pipe, grout tubes, hollow-stem augers or hollow drill rods. The grouting procedure used must provide soil anchors which meet the specified design capacity.

Double waler, bearing plates, and nut must be installed perpendicular to the tendon, within 3 degrees, and centered on the tendon without bending of the stressing steel.

3.3 STRESSING

3.3.1 General Requirements

After the anchor grout in the bond zone has reached the specified strength , as verified by grout cube break, the anchors must be stressed. Prior to stressing, surfaces upon which the stressing equipment is resting must be clean and the stressing equipment must be aligned as nearly with the center of the hole as possible. An Alignment Load of 10 percent of the Design Load must be applied to the anchor prior to setting dial gauges.

Stress the anchor in accordance with the anchor manufacturer's recommendation, subject to the approval of the Contracting Officer.

Design and Lock-off loads are given on the drawings. Determine the lock-off procedure so that the lift-off results meet the acceptance criteria specified in paragraph Acceptance. The maximum stress must never exceed 80 percent of the guaranteed ultimate strength of anchor steel.

The process of stressing the anchors must be so conducted that accurate elongation of the anchor steel can at all times be recorded and compared with the computations submitted to, and accepted by the Contracting Officer. Safety precautions must be taken to prevent workers from being behind or in front of the stressing equipment during stressing. Stressing of the anchors must be performed in a sequence submitted by the Contractor for review by the Contracting Officer. All stressing must be done in the presence of a representative of the Contracting Officer. At no time during the stressing and testing of an anchor will the stressing equipment be disconnected from the temporary stressing head or anchor. Each anchor to be performance tested must be declared acceptable before proceeding with drilling for other anchors within the section represented by that anchor.

3.3.2 Lock-off

After completion of the all required tests, the load must be returned to the Alignment Load and the specified Lock-off Load must be applied to the anchor. A lift-off test must be made to verify the load in the anchor tendon before the tendon is locked-off and the stressing equipment is removed. The lift-off reading must be within five percent of the specified lock-off load. If the lift-off reading is not within five percent of the specified lock-off load, the anchorage will be reset and another lift-off reading must be made. This procedure must be repeated until a satisfactory lift-off reading is obtained. After lock-off, the trumpet must be filled with corrosion inhibiting compound and the anchor head protective cap must be installed.

3.4 FIELD QUALITY CONTROL

The first two anchors and a minimum of 2 percent of the remaining anchors must be designated as demonstration test anchors. Designated

SECTION 31 68 13 Page 11 demonstration test anchors must be used to verify soil quality and the adequacy of the Contractor's anchor bond capacity and installation procedures. Demonstration test anchors must pass the performance test prior to placing other anchors within the section represented by the respective demonstration test anchor. All other anchors must be proof tested. During the stressing of each anchor, a record must be kept of gage pressure and of anchor elongation at each stage of stressing to the specified test or Lock-off Load, as applicable. The Test Load must not be exceeded. Provide a qualified engineer to evaluate the anchor test results and determine the acceptability of the anchors in accordance with the criteria indicated hereunder. Final acceptance of each anchor will be made by the Contracting Officer. All tests must be run in the presence of the Contracting Officer or his representative.

3.4.1 Performance Test

Performance test must consist of cyclically and incrementally loading and unloading the anchor, and must be conducted in accordance with PTI DC35.1 , Paragraph 8.3.2. During the testing of each anchor, a record must be kept of gage pressure and of anchor elongation at each stage of stressing to each Test Load required by PTI DC35.1 . Measurements of the elongation of prestressing steel must be made in accordance with PTI DC35.1 . If the total movement at the end of 10 minutes at the Test Load exceeds 0.040 inch, the Test Load will be held an additional 50 minutes and the movement readings will be taken at the interval specified in PTI DC35.1 , Paragraph

8.3.2. Test records, including plots and graphical analysis of test data, must be furnished upon acceptance of each performance tested anchor in accordance with paragraph SUBMITTALS.

3.4.2 Proof Test

Proof test must consist of incrementally loading the anchor and will be conducted in accordance with PTI DC35.1 , Paragraph 8.3.3. During the testing of each anchor, a record must be kept of gage pressure and of anchor elongation at each stage of stressing to the Test Load required by PTI DC35.1 . Measurements of the elongation of prestressing steel must be made in accordance with PTI DC35.1 . If the total movement at the end of 10 minutes at the Test Load exceeds 0.040 inch, the Test Load must be held an additional 50 minutes and the movement readings will be taken at the interval specified in PTI DC35.1 , Paragraph 8.3.3. Test records, including plots and graphical analysis of test data, must be furnished upon acceptance of each proof tested anchor in accordance with paragraph SUBMITTALS. The proof test results will be compared with similar anchors in which performance tests have been performed. If any significant variation from the proof tests occurs, the Contracting Officer may require additional performance tests.

3.4.3 Driller Logs

Submit the original handwritten log and three (3) copies in typed format within two days of the completion of each hole. Keep accurate driller logs and records of all work accomplished under this contract and deliver complete, legible copies of these logs and records to the Contracting Officer upon completion of the work or at such other time or times as he may be directed. All such records must be preserved in good condition and order by the Contractor until they are delivered and accepted, and the Contracting Officer will have the right to examine such records at any time prior to their delivery. Separate logs must be made for each hole.

Use DRILLING LOG, ENG FORM 1836 and 1836A or other approved form which

SECTION 31 68 13 Page 12 provides the required information for his logs. The following information must be included on the logs or in the records for each hole:

a. Hole number or designation and elevation of top of hole.

b. Inclination of the hole.

c. Make and manufacturer's model designation of drilling equipment.

d. Dates and time when drilling operations were performed.

e. Time required for drilling each run.

f. Geologic classification or description by depths of each stratigraphic unit drilled.

g. Depth and elevation of rod drops and other unusual occurrences.

h. Depth and elevation at which groundwater is encountered.

i. Depths and elevations at which drill water is lost and regained and amounts.

j. Depth and elevation of bottom of hole, determined by measuring the drill steel length.

3.4.4 Anchor Records

Upon completion of installation of each anchor, the anchor records must be furnished to the Contracting Officer with top of bond zone elevation, bond length, free stressing length of anchor, grout mix, grouting pressure, bags of cement injected grout volume, and a report of performance test or proof test results, and hole alignment surveys. The performance test, proof test and extended creep test results must include measured lengths of drill holes and anchors, the loads and elongations recorded during testing, monitoring and stressing of the anchors, and graphs of test results as specified in paragraph SUBMITTALS. In addition as-built drawings showing the completed installation of the anchors must be furnished upon completion of installation of all anchors.

3.5 ACCEPTANCE

3.5.1 General

Acceptance of anchors must be determined by the Contracting Officer. The following criteria will be used in determination of the acceptability of each anchor:

3.5.1.1 Creep

Creep movement must not exceed 0.040 inch at maximum Test Load during the first 10 minutes of the performance or proof test. If the creep movement exceeds this limit, it must not exceed 0.080 inch at the maximum Test Load at the end of 60 minutes. If the creep movement exceeds 0.080 inch at the maximum Test Load at the end of 60 minutes, the anchor will be rejected.

3.5.1.2 Initial Lift-Off Reading

The initial lift-off reading must be within 5 percent of the specified

SECTION 31 68 13 Page 13

Lock-off Load. If the anchor does not meet this criteria, the anchor must be adjusted as necessary and the lift-off reading must be repeated.

3.5.2 Replacement of Rejected Anchors

Any anchor that fails the performance or proof test or is rejected by the Contracting Officer must be replaced. A replacement anchor, including a new anchor hole, must be provided by the Contractor at no expense to the Government. The location of the replacement anchor will be as directed by the Contracting Officer. Provide all materials, supplies, equipment, and labor necessary to provide a new anchor assembly to the satisfaction of the Contracting Officer. No drilling will be performed for a replacement anchor until the grouting of all rock anchors within 50 feet of the replacement anchor location has been allowed to set for at least 24 hours. Payment will not be made for rejected or failed anchors. Either remove failed anchors and thoroughly ream and clear the anchor hole or remove the load and cut the anchor and casing flush.

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SECTION 31 68 13 Page 14

1.7 DELIVERY, STORAGE, AND HANDLING

3.5.2 Replacement of Rejected Anchors