D I V I S I O N 31: E A R T H W O R K - Arnell-Westarnell-west.com/wp-content/uploads/2016/09/TG-Division-31.pdf31 1123 AGGREGATE BASE ... f. ASTM D698-12, ‘Standard Test Methods

Table of Contents - 1 - Document 31 0000

D I V I S I O N 31: E A R T H W O R K

31 0500 C O M M O N W O R K R E S U L T S F O R E A R T H W O R K

31 0501 COMMON EARTHWORK REQUIREMENTS

31 1000 S I T E C L E A R I N G

31 1123 AGGREGATE BASE

31 2000 E A R T H M O V I N G

31 2316 EXCAVATION

31 2323 FILL

31 6000 S P E C I A L F O U N D A T I O N S A N D L O A D – B E A R I N G E L E M E N T S

31 6252 HELICAL PILE SYSTEM

END OF TABLE OF CONTENTS

Table of Contents - 2 - Document 31 0000

B L A N K P A G E

Project Number: 5066654-16020101 3 June 2016 Taylorsville Gardens 1,2

Common Earthwork Requirements - 1 - 31 0501

SECTION 31 0501

COMMON EARTHWORK REQUIREMENTS

PART 1 - GENERAL

1.1 SUMMARY

A. Includes But Not Limited to:1. General procedures and requirements for earthwork.

1.2 ADMINISTRATIVE REQUIREMENTS

A. Pre-Installation Conference:1. Participate in pre-installation conference for common earthwork sections:

a. Schedule conference after completion of site clearing but before beginning grading work.b. Participate in pre-installation conference held jointly with following sections:

1) Section 03 3053: 'Miscellaneous Exterior Cast-In-Place Concrete'.2) Section 31 1123: ‘Aggregate Base’.3) Section 31 2316: ‘Excavation’.4) Section 31 2323: ‘Fill’.

B. General Earthwork Sequencing:1. Excavation.2. Rough Grading.3. Compacted Fill.4. Fine Grading.5. Aggregate Base or Topsoil Grading.

PART 2 - PRODUCTS: Not Used

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verification Of Conditions:1. Forty eight (48) hours minimum before performing any work on site, contact Blue Stakes to

arrange for utility location services.2. Perform minor, investigative excavations to verify location of various existing underground

facilities at sufficient locations to assure that no conflict with the proposed work exists andsufficient clearance is available to avoid damage to existing facilities.

3. Perform investigative excavating ten (10) days minimum in advance of performing any excavationor underground work.

4. Upon discovery of conflicts or problems with existing facilities, notify Architect by phone or faxwithin twenty four (24) hours. Follow telephone or fax notification with letter and diagramsindicating conflict or problem and sufficient measurements and details to evaluate problem.


Common Earthwork Requirements - 2 - 31 0501

3.2 PREPARATION

A. Protection:1. Spillage:

a. Avoid spillage by covering and securing loads when hauling on or adjacent to public streetsor highways.

b. Remove spillage and sweep, wash, or otherwise clean project, streets, and highways.2. Dust Control:

a. Take precautions necessary to prevent dust nuisance, both on-site and adjacent to publicand private properties.

b. Correct or repair damage caused by dust.3. Existing Plants And Features:

a. Do not damage tops, trunks, and roots of existing trees and shrubs on site that are intendedto remain.

b. Do not use heavy equipment within branch spread.c. Interfering branches may be removed only with permission of Architect.d. Do not damage other plants and features that are to remain.

3.3 FIELD QUALITY CONTROL

A. Field Tests:1. Owner reserves right to require additional testing to re-affirm suitability of completed work

including compacted soils that have been exposed to adverse weather conditions.

B. Field Inspections:1. Notify Architect forty eight (48) hours before performing excavation or fill work.2. If weather, scheduling, or any other circumstance has interrupted work, notify Architect twenty

four (24) hours minimum before intended resumption of grading or compacting.

C. Non-Conforming Work:1. If specified protection precautions are not taken or corrections and repairs not made promptly,

Owner may take such steps as may be deemed necessary and deduct costs of such from moniesdue to Contractor. Such action or lack of action on Owner's part does not relieve Contractor fromresponsibility for proper protection of The Work.

END OF SECTION


Aggregate Base - 1 - 31 1123

SECTION 31 1123

AGGREGATE BASE

PART 1 - GENERAL

1.1 SUMMARY

A. Includes But Not Limited To:1. Furnish and install the following as described in Contract Documents:

a. Aggregate Base:1) Miscellaneous cast-in-place concrete and equipment pads.

B. Products Installed But Not Furnished Under This Section:

C. Related Requirements:1. Section 01 0000: ‘General Requirements’:

a. Section 01 1200: ‘Multiple Contract Summary’ for multiple contracts.b. Section 01 3100: ‘Project Management and Coordination’ for pre-installation conference.c. Section 01 4000: ‘Quality Requirements’ for administrative and procedural requirements for

quality assurance and quality control.d. Section 01 4301: ‘Quality Assurance – Qualifications’ establishes minimum qualification

levels required.e. Section 01 4523: ‘Testing and Inspecting Services’ for testing and inspection, and testing

laboratory services for materials, products, and construction methods.f. Section 01 7800: ‘Closeout Submittals’.

2. Section 31 0501: ‘Common Earthwork Requirements’:a. General procedures and requirements for earthwork.b. Pre-installation conference held jointly with other common earthwork related sections.

3. Section 31 2323: Compaction procedures and tolerances.

1.2 REFERENCES

A. Association Publications:1. Council of American Structural Engineers. CASE Form 101: Statement of Special Inspections.

Washington, DC: CASE, 2001. (c/o American Council of Engineering Companies, 1015 15th

St.,NW, Washington, DC 20005; 202-347-7474; www.acec.org).

B. Definitions:1. AASHTO: The American Association of State Highway and Transportation Officials.

Organization of highway engineers from the 50 states that develops guides and standards.

C. Definitions (Following are specifically referenced for testing):1. Accreditation: Process in which certification of competency, authority, or credibility is presented.

Verify that laboratories have an appropriate quality management system and can properlyperform certain test methods (e.g., ANSI, ASTM, and ISO test methods) and calibrationparameters according to their scopes of accreditation.

2. Approved: To authorize, endorse, validate, confirm, or agree to.3. Field Quality Control: Testing, Inspections, Special Testing and Special Inspections to assure

compliance to Contract Documents.4. Inspection/Special Inspection: Inspection of materials, installation, fabrication, erection or

placement of components and connections requiring special expertise to ensure compliance withapproved construction documents and referenced standards:a. Inspection: Not required by code provisions but may be required by Contract Documents.b. Special Inspection: Required by code provisions and by Contract Documents.



c. Inspection-Continuous: Full-time observation of the Work requiring inspection by approvedinspector who is present in area where the Work is being performed.

d. Inspection-Periodic: Part-time or intermittent observation of the Work requiring inspection byapproved inspector who is present in area where the Work has been or is being performedand at completion of the Work.

5. Installer/Applicator/Erector: Contractor or another entity engaged by Contractor as an employee,Subcontractor, or Sub-subcontractor, to perform particular construction operation, includinginstallation, erection, application, and similar operations.

6. Mockups: Full-size, physical assemblies that are constructed on-site. Mockups are used to verifyselections made under sample submittals, to demonstrate aesthetic effects and, where indicated,qualities of materials and execution, and to review construction, coordination, testing, oroperation. They are not samples. Approved mockups establish standard by which the Work willbe judged.

7. Owner’s Representative: Owner’s Designated Representative (Project Manager or FacilitiesManager) who will have express authority to bind Owner with respect to all matters requiringOwner’s approval or authorization.

8. Preconstruction Testing: Tests and inspections that are performed specifically for Project beforeproducts and materials are incorporated into the Work to verify performance or compliance withspecified criteria.

9. Product Testing: Tests and inspections that are performed by testing agency qualified to conductproduct testing and acceptable to authorities having jurisdiction, to establish product performanceand compliance with industry standards..

10. Relative Compaction: Ratio of field dry density as determined by ASTM D6938 or ASTM D2216,and laboratory maximum dry density as determined by ASTM D1557.

11. Quality Assurance: Testing, Inspections, Special Testing and Special Inspections provided for byOwner.

12. Quality Control: Testing, Inspections, Special Testing and Special Inspections provided for byContractor.

13. Service Provider: Agency or firm qualified to perform required tests and inspections.14. Source Quality Control Testing: Tests and inspections that are performed at source, i.e., plant,

mill, factory, or shop.15. Special Inspection: See Inspection.16. Special Inspector: Certified individual or firm that implements special inspection program for

project.17. Special Test: See Test.18. Test/Special Test: Field or laboratory tests to determine characteristics and quality of building

materials and workmanship.a. Test: Not required by code provisions but may be required by Contract Documents.b. Special Test: Required by code provisions and by Contract Documents.

19. Testing Agency: Entity engaged to perform specific tests, inspections, or both.20. Testing Agency Laboratory: Agency or firm qualified to perform field and laboratory tests to

determine characteristics and quality of materials and workmanship.21. Verification: Act of reviewing, inspecting, testing, etc. to establish and document that product,

service, or system meets regulatory, standard, or specification requirements.

D. Reference Standards:1. ASTM International:

a. ASTM C29/C29M-09, ‘Standard Test Method for Bulk Density ("Unit Weight") and Voids inAggregate’.

b. ASTM C117-13, ‘Standard Test Method for Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing’.

c. ASTM C131-06, 'Standard Test Method for Resistance to Degradation of Small-Size CoarseAggregate by Abrasion and Impact in the Los Angeles Machine’.

d. ASTM C136-06, ‘Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates’.e. ASTM C1077-13b, ‘Standard Practice for Laboratories Testing Concrete and Concrete

Aggregates for Use in Construction and Criteria for Laboratory Evaluation’.f. ASTM D698-12, ‘Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Standard Effort (12 400 ft-lbf/ft3 (600 kN-m/m3))’.g. ASTM D1556-07, ‘Standard Test Method for Density and Unit Weight of Soil in Place by the

Sand-Cone Method’.



h. ASTM D1557-12, ‘Standard Test Methods for Laboratory Compaction Characteristics of SoilUsing Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))’.

i. ASTM D2216-10, 'Standard Test Methods for Laboratory Determination of Water (Moisture)Content of Soil and Rock by Mass’.

j. ASTM D2419-09, ‘Standard Test Method for Sand Equivalent Value of Soils and FineAggregate’.

k. ASTM D2487-11, 'Standard Classification of Soils for Engineering Purposes (Unified SoilClassification System)’.

l. ASTM D3666-13, ‘Standard Specification for Minimum Requirements for Agencies Testingand Inspecting Road and Paving Materials’.

m. ASTM D3740-12a, ‘Standard Practice for Minimum Requirements for Agencies Engaged inTesting and/or Inspection of Soil and Rock as Used in Engineering Design andConstruction’.

n. ASTM D6938-10, 'Standard Test Method for In-Place Density and Water Content of Soil andSoil-Aggregate by Nuclear Methods (Shallow Depth)’.

o. ASTM E11-13, ‘Standard Specification for Wire Cloth and Sieves for Testing Purposes’.p. ASTM E329-13b: ‘Standard Specification for Agencies Engaged in Construction Inspection

and/or Testing’.q. ASTM E543-13, ‘Standard Specification for Agencies Performing Nondestructive Testing’.r. ASTM E1212-12, ‘Standard Practice for Quality Management Systems for Nondestructive

Testing Agencies’.2. International Building Code (IBC):

a. Chapter 17, ‘Structural Tests and Special Inspections’ (2012 or latest edition available).


A. Pre-Installation Conferences:1. Participate in pre-installation conference as specified in Section 31 0501.2. In addition to agenda items specified in Section 01 3100 and Section 31 0501, review following:

a. Review aggregate base installation requirements.b. Review proposed miscellaneous exterior concrete schedule.c. Review Section 01 4523 for Testing and Inspection administrative requirements and

responsibilities and Field Quality Control tests and inspections required of this section.1) Review frequency of testing and inspections.

B. Sequencing:1. Compaction as described in Section 31 2216 'Fine Grading'.2. Exterior Footings and Foundations are installed.3. Aggregate Base:

a. Install aggregate base at location shown in Contract Drawings.4. Concrete Slab is installed.

C. Scheduling:1. Miscellaneous exterior concrete:

a. Notify Testing Agency and Architect twenty four (24) hours minimum before placing concretefor exterior site work concrete (sidewalks, curbs, gutters, etc.), footings, foundation walls,and building slabs to allow inspection of aggregate base.

1.4 SUBMITTALS

A. Closeout Submittals:1. Include following in Operations And Maintenance Manual specified in Section 01 7800:

a. Record Documentation:1) Testing and Inspection Reports:

a) Testing Agency Testing and Inspecting Reports of aggregate base.



1.5 QUALITY ASSURANCE

A. Testing and Inspection.1. Owner will provide Testing and Inspection for aggregate base:

a. See Section 01 1200: ‘Multiple Contract Summary’.

1.6 DELIVERY, STORAGE, AND HANDLING

A. Delivery And Acceptance Requirements:1. Materials shall be delivered in original, unopened packages with labels intact.

1.7 FIELD CONDITIONS

A. Ambient Conditions:1. Do not perform work during unfavorable conditions as specified below:

a. Aggregate Base:1) Presence of free surface water.2) Over-saturated sub base materials.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Aggregate Base:1. Miscellaneous exterior concrete (Section 03 3053):

a. New Aggregate Base:1) Road Base to conform to State DOT Specifications.

PART 3 - EXECUTION

3.1 PREPARATION

A. Stockpiles:1. Provide area for each stockpile of adequate size, reasonably uniform in cross-section, well

drained, and cleared of foreign materials.2. Locate piles so that there is no contamination by foreign material and no intermingling of

aggregates from adjacent piles. Do not use steel-tracked equipment on stockpiles.3. Do not store aggregates from different sources, geological classifications, or of different gradings

in stockpiles near each other unless bulkhead is placed between different materials.4. Do not use washed aggregates sooner than twenty four (24) hours after washing or until surplus

water has drained out and material has uniform moisture content.5. Do not stockpile higher than 15 feet (4.57 m). Cover or otherwise protect stockpiles for use in

HMA to prevent buildup of moisture.

B. Surface Preparation (Miscellaneous Exterior Concrete):1. Subgrade:

a. Finish grade to grades required by Contract Documents.b. Compact subgrade as specified in Section 31 2323.

3.2 INSTALLATION

A. Aggregate Base:



1. General:a. Do not place aggregate base material when subgrade is frozen or unstable.b. Spread aggregate base material with equipment except in limited or restricted areas where

use of hand spreading is allowed.c. Spread aggregate base material in manner that does not break down material and

eliminates segregation, ruts, and ridges.d. Correct damage to aggregate base caused by construction activities, and maintain corrected

aggregate base until subsequent course is placed.e. Do not allow traffic on aggregate base.f. Remove all standing storm water.

2. Miscellaneous exterior concrete aggregate base:a. Except under mow strips, place 4 inches (100 mm) minimum of aggregate base, level, and

compact as specified in Section 31 2323.


A. Field Tests and Inspections:1. Aggregate Base

a. Miscellaneous exterior concrete areas:1) Testing Agency shall provide testing and inspection for exterior aggregate base.2) Number of tests may vary at discretion of Architect.3) Testing Agency will test compaction of base in place according to ASTM D1556, ASTM

D2167, and ASTM D6938, as applicable. Tests will be performed at followingfrequency:a) Sitework Areas: One test for every 10,000 sq. ft. (930 sq. m) or less of exterior

pads area but no fewer than three tests.

END OF SECTION



B L A N K P A G E


Excavation - 1 - 31 2316

SECTION 31 2316

EXCAVATION

PART 1 - GENERAL

1.1 SUMMARY

A. Includes But Not Limited To:1. Perform Project excavating and trenching as described in Contract Documents, except as

specified below.2. Procedure and quality for excavating and trenching performed on Project under other Sections

unless specifically specified otherwise.

B. Related Requirements:1. Section 31 0501: ‘Common Earthwork Requirements’ for:

a. General procedures and requirements for earthwork.b. Pre-installation conference held jointly with other common earthwork related sections.

2. Section 31 1123: ‘Aggregate Base’.3. Section 31 2323: ‘Fill’ for compaction procedures and tolerances for base.4. Performance of excavating inside and outside of building required for electrical and mechanical

work is responsibility of respective Section doing work unless arranged differently by Contractor.


A. Pre-Installation Conference:1. Participate in pre-installation conference as specified in Section 31 0501:2. In addition to agenda items specified in Section 01 3100 and Section 31 0501, review following:

a. Review protection of existing utilities requirements.

PART 2 - PRODUCTS: Not Used

PART 3 - EXECUTION

3.1 EXAMINATION

A. Verification Of Conditions:1. Carefully examine site and available information to determine type soil to be encountered.2. Discuss problems with Architect before proceeding with work.

3.2 PREPARATION

A. Protection of Existing Utilities:1. Protect existing utilities identified in Contract Documents during excavation.2. If existing utility lines not identified in Contract Documents are encountered, contact Architect

before proceeding.

3.3 PERFORMANCE

A. Interface With Other Work:


Excavation - 2 - 31 2316

1. Section 31 2213: ‘Rough Grading’ for rough grading and preparation of natural soil subgradesbelow fill and aggregate base materials.

2. Section 31 2216: ‘Fine Grading’ for grading of subgrade below aggregate base and topsoil.

B. Excavation:1. Building Footings And Foundations:

a. Bottom of excavations to receive footings shall be undisturbed soil.b. Excavation Carried Deeper Than Required:

1) Under Footings: Fill with concrete specified for footings.2) Under Slabs: Use specified compacted backfill material.

2. Pavement And Miscellaneous Cast-In-Place Concrete:a. Excavate as necessary for proper placement and forming of concrete site elements and

pavement structure. Remove vegetation and deleterious material and remove from site.b. Backfill over-excavated areas with compacted base material specified in Section 31 1123.c. Remove and replace exposed material that becomes soft or unstable.

3. Utility Trenches:a. Unless otherwise indicated, excavation shall be open cut. Short sections of trench may be

tunneled if pipe or duct can be safely and properly installed and backfill can be properlytamped in tunnel sections and if approved by Architect.

b. Excavate to proper alignment, depth, and grade. Excavate to sufficient width to allowadequate space for proper installation and inspection of utility piping.

c. If trenches are excavated deeper than required, backfill until trench bottom is proper depthwith properly compacted native material.

d. Pipe 4 Inches (100 mm) In Diameter Or Larger:1) Grade bottom of trenches to provide uniform bearing and support for each section of

pipe on undisturbed soil at every point along its length.2) Except where rock is encountered, take care not to excavate below depths indicated.

a) Where rock excavations are required, excavate rock with minimum over-depth of 4inches (100 mm) below required trench depths.

b) Backfill over-depths in rock excavation and unauthorized over-depths with loose,granular, moist earth, thoroughly compacted.

3) Whenever wet or unstable soil incapable of properly supporting pipe, as determined byArchitect, occurs in bottom of trench, remove soil to depth required and backfill trenchto proper grade with coarse sand, fine gravel, or other suitable material acceptable toArchitect.

4. If unusual excavating conditions are encountered, stop work and notify Architect.

3.4 REPAIR / RESTORATION

A. Repair damage to other portions of the Work resulting from work of this Section at no additional cost toOwner. On new work, arrange for damage to be repaired by original installer.

3.5 CLEANING

A. Debris and material not necessary for Project are property of Contractor and are to be removed beforecompletion of Project. However, if material necessary for Project is hauled away, replace withspecified fill / backfill material.

END OF SECTION


Fill - 1 - 31 2323

SECTION 31 2323

FILL

PART 1 - GENERAL

1.1 SUMMARY

A. Includes But Not Limited To:1. Perform Project backfilling and compacting as described in Contract Documents, except as

specified below.2. Procedure and quality for backfilling and compacting performed on Project under other Sections

unless specifically specified otherwise.

B. Related Requirements:1. Section 01 0000: ‘General Requirements’:

a. Section 01 1200: ‘Multiple Contract Summary’ for multiple contracts.b. Section 01 3100: ‘Project Management and Coordination’ for pre-installation conference.c. Section 01 4000: ‘Quality Requirements’ for administrative and procedural requirements for

quality assurance and quality control.d. Section 01 4301: ‘Quality Assurance – Qualifications’ establishes minimum qualification

levels required.e. Section 01 4523: ‘Testing and Inspecting Services’ for testing and inspection, and testing

laboratory services for materials, products, and construction methods.f. Section 01 7800: ‘Closeout Submittals’.

2. Section 31 0501: ‘Common Earthwork Requirements’ for:a. General procedures and requirements for earthwork.b. Pre-installation conference held jointly with other common earthwork related sections.

3. Section 31 1123: ‘Aggregate Base’ for aggregate base requirements.4. Section 31 2316: ‘Excavation’.5. Performance of backfilling and compacting inside and outside of building required for electrical

and mechanical work is responsibility of respective Section doing work unless arranged differentlyby Contractor.

1.2 REFERENCES

A. Association Publications:1. American Concrete Institute, Farmington Hills, MI www.concrete.org. Abstracts of ACI

Periodicals and Publications.a. ACI 229R-99, Controled Low-Strength Materials (Reapproved 2005).

2. Council of American Structural Engineers. CASE Form 101: Statement of Special Inspections.Washington, DC: CASE, 2001. (c/o American Council of Engineering Companies, 1015 15

thSt.,

NW, Washington, DC 20005; 202-347-7474; www.acec.org).

B. Definitions (Following are specifically referenced for testing):1. Accreditation: Process in which certification of competency, authority, or credibility is presented.

Verify that laboratories have an appropriate quality management system and can properlyperform certain test methods (e.g., ANSI, ASTM, and ISO test methods) and calibrationparameters according to their scopes of accreditation.

2. Approved: To authorize, endorse, validate, confirm, or agree to.3. Field Quality Control: Testing, Inspections, Special Testing and Special Inspections to assure

compliance to Contract Documents.4. Inspection/Special Inspection: Inspection of materials, installation, fabrication, erection or

placement of components and connections requiring special expertise to ensure compliance withapproved construction documents and referenced standards:a. Inspection: Not required by code provisions but may be required by Contract Documents.


Fill - 2 - 31 2323

b. Special Inspection: Required by code provisions and by Contract Documents.c. Inspection-Continuous: Full-time observation of the Work requiring inspection by approved

inspector who is present in area where the Work is being performed.d. Inspection-Periodic: Part-time or intermittent observation of the Work requiring inspection by

approved inspector who is present in area where the Work has been or is being performedand at completion of the Work.

5. Installer/Applicator/Erector: Contractor or another entity engaged by Contractor as an employee,Subcontractor, or Sub-subcontractor, to perform particular construction operation, includinginstallation, erection, application, and similar operations.

6. Observation: Visual observation of building / site elements or structural system by registereddesign professional for general conformance to approved construction documents at significantconstruction stages and at completion. Observation does not include or waive responsibility forperforming inspections or special inspections.

7. Owner’s Representative: Owner’s Designated Representative (Project Manager or FacilitiesManager) who will have express authority to bind Owner with respect to all matters requiringOwner’s approval or authorization.

8. Preconstruction Testing: Tests and inspections that are performed specifically for Project beforeproducts and materials are incorporated into the Work to verify performance or compliance withspecified criteria.

9. Product Testing: Tests and inspections that are performed by testing agency qualified to conductproduct testing and acceptable to authorities having jurisdiction, to establish product performanceand compliance with industry standards.

10. Relative Compaction: Ratio of field dry density as determined by ASTM D6938 or ASTM D2216,and laboratory maximum dry density as determined by ASTM D698 or ASTM D1557.

11. Quality Assurance: Testing, Inspections, Special Testing and Special Inspections provided for byOwner.

12. Quality Control: Testing, Inspections, Special Testing and Special Inspections provided for byContractor.

13. Service Provider: Agency or firm qualified to perform required tests and inspections.14. Source Quality Control Testing: Tests and inspections that are performed at source, i.e., plant,

mill, factory, or shop.15. Special Inspection: See Inspection.16. Special Inspector: Certified individual or firm that implements special inspection program for

project.17. Special Test: See Test.18. Test/Special Test: Field or laboratory tests to determine characteristics and quality of building

materials and workmanship.a. Test: Not required by code provisions but may be required by Contract Documents.b. Special Test: Required by code provisions and by Contract Documents.

19. Testing Agency: Entity engaged to perform specific tests, inspections, or both.20. Testing Agency Laboratory: Agency or firm qualified to perform field and laboratory tests to

determine characteristics and quality of materials and workmanship.21. Verification: Act of reviewing, inspecting, testing, etc. to establish and document that product,

service, or system meets regulatory, standard, or specification requirements.

C. Reference Standards:1. ASTM International (Following are specifically referenced for fill and aggregate base testing):

a. ASTM D698-12, ‘Standard Test Methods for Laboratory Compaction Characteristics of SoilUsing Standard Effort (12 400 ft-lbf/ft3 (600 kN-m/m3))’.

b. ASTM D1556-07, ‘Standard Test Method for Density and Unit Weight of Soil in Place by theSand-Cone Method’.

c. ASTM D1557-12, ‘Standard Test Methods for Laboratory Compaction Characteristics of SoilUsing Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))’.

d. ASTM D2167-08, ‘Standard Test Method for Density and Unit Weight of Soil in Place by theRubber Balloon Method’.

e. ASTM D2216-10, 'Standard Test Methods for Laboratory Determination of Water (Moisture)Content of Soil and Rock by Mass’.

f. ASTM D2487-11, 'Standard Classification of Soils for Engineering Purposes (Unified SoilClassification System)’.


Fill - 3 - 31 2323

g. ASTM D3666-13, ‘Standard Specification for Minimum Requirements for Agencies Testingand Inspecting Road and Paving Materials’.

h. ASTM D3740-12a, ‘Standard Practice for Minimum Requirements for Agencies Engaged inTesting and/or Inspection of Soil and Rock as Used in Engineering Design andConstruction’.

i. ASTM D6938-10, 'Standard Test Method for In-Place Density and Water Content of Soil andSoil-Aggregate by Nuclear Methods (Shallow Depth)’.

j. ASTM E329-14: ‘Standard Specification for Agencies Engaged in Construction Inspectionand/or Testing’.

k. ASTM E543-13, ‘Standard Specification for Agencies Performing Nondestructive Testing’.l. ASTM E1212-12, ‘Standard Practice for Quality Management Systems for Nondestructive

Testing Agencies’.2. International Code Council (IBC):

a. Chapter 17, ‘Structural Tests and Special Inspections’ (2012 or latest edition available).


A. Pre-Installation Conferences:1. Participate in pre-installation conference as specified in Section 31 0501.2. In addition to agenda items specified in Section 01 3100, Section 31 0501, and Section 31 2324 if

Flowable Fill is included, review following:a. Review backfill requirements.b. Review Geotechnical Evaluation Report.c. Review Section 01 4523 for Testing and Inspection administrative requirements and

responsibilities and Field Quality Control tests and inspections required of this section.1) Review frequency of testing and inspections.

B. Sequencing:1. Do not backfill against bituminous dampproofing for twenty four (24) hours after application of

dampproofing.2. Before backfilling, show utility and service lines being covered on record set of Drawings. Do not

backfill until utilities involved have been tested and approved by Architect and until instructed byArchitect.

C. Scheduling:1. Notify Testing Agency and Architect seventy two (72) hours minimum before installation of fill /

engineered fill to perform proctor and plasticity index tests on proposed fill or subgrade.2. Notify Testing Agency and Architect twenty four (24) hours minimum before installation of fill /

engineered fill to allow inspection.3. Allow special inspector to review all subgrades and excavations to determine if site has been

prepared in accordance with geotechnical report prior to placing any fill (or concrete).4. Allow inspection and testing agency to inspect and test subgrades and each fill or backfill layer.

Proceed with subsequent earthwork only after inspections and test results for previouslycompacted work comply with requirements.

1.4 SUBMITTALS

A. Closeout Submittals:1. Include following in Operations And Maintenance Manual specified in Section 01 7800:

a. Record Documentation:1) Testing and Inspection Reports:

a) Testing Agency Testing and Inspecting Reports of fill / engineered fill.


A. Testing and Inspection.


Fill - 4 - 31 2323

1. Owner will provide Testing and Inspection for fill / engineering fill:a. See Section 01 1200: ‘Multiple Contract Summary’.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Site Material:1. Existing excavated material on site is suitable for use as fill and backfill to meet Project

requirements.

B. Imported Fill / Backfill:1. Well graded material conforming to ASTM D2487 free from debris, organic material, frozen

materials, brick, lime, concrete, and other material which would prevent adequate performance ofbackfill.a. Under Building Footprint And Paved Areas: Fill shall comply with soil classification groups

GW, CL, GP, GM, SW, SP, or SM. Fill may not contain stones over 6 inches (150 mm)diameter and ninety five (95) percent minimum of fill shall be smaller than 1-1/2 inch (38mm) in any direction.

b. Under Landscaped Areas:1) Fill more than 36 inches (900 mm) below finish grade shall comply with soil

classification groups GW, CL, GP, GM, SW, SP, or SM. Fill may not contain stonesover 6 inches (150 mm) diameter and ninety (90) percent minimum of fill shall besmaller than 1-1/2 inch (38 mm) in any direction.

2) Fill less than 36 inches (900 mm) below finish grade shall comply with soil classificationgroups SW, SP, SM, or SC. Fill may not contain stones larger than 1-1/2 inches (38mm) in any direction and ninety (90) percent minimum of fill shall be smaller than 3/8inch (4.7 mm) in any direction.

2.

PART 3 - EXECUTION

3.1 PREPARATION

A. Before placing fill, aggregate base, or finish work, prepare existing subgrade as follows:1. Do not place fill or aggregate base over frozen subgrade.2. Under Building Slab and Equipment Pad Areas:

a. Scarify subgrade 6 inches (150 mm) deep, moisture condition to uniform moisture content ofbetween optimum and four (4) percent over optimum, and mechanically tamp 6 inches (150mm) deep to ninety five (95) percent minimum of relative compaction.

3. Under Miscellaneous Concrete Site Elements And Outside Face of Foundation Wallsa. Scarify subgrade 6 inches (150 mm) deep, moisture condition to uniform moisture content

between optimum and four (4) percent over optimum, and mechanically tamp to ninety five(95) percent minimum of relative compaction.

4. Landscape Areas:a. Compact subgrade to eighty five (85) percent relative compaction.

3.2 PERFORMANCE

A. Interface With Other Work:1. Section 31 2213: ‘Rough Grading’ for rough grading and preparation of natural soil subgrades

below fill and aggregate base materials.2. Section 31 2216: ‘Fine Grading’ for grading of subgrade below aggregate base and topsoil.3. Section 31 2324: 'Flowable Fill' for backfilling of piping systems and other utilities under paving'.


Fill - 5 - 31 2323

B. Fill / Backfill:1. General:

a. Around Buildings And Structures: Slope grade away from building as specified in Section 312216. Hand backfill when close to building or where damage to building might result.

b. Site Utilities:1) In Landscape Areas: Use backfill consisting of on-site soil.2) Under Pavement and Concrete Site Elements: Extend excavatable flowable fill / backfill

to elevation of subgrade. Do not place aggregate base material until excavatableflowable fill / backfill has cured seventy two (72) hours.

c. Do not use puddling or jetting to consolidate fill areas.2. Compacting:

a. Fill / Backfill And Aggregate Base:1) All fill material shall be well-graded granular material with maximum size less than 3

inch (76 mm) and with not more than fifteen (15) percent passing No. 200 sieve.2) Under Building Slab and Equipment Pad Areas:

a) Place in 8 inch (200 mm) maximum layers, moisture condition to plus or minustwo (2) percent of optimum moisture content, and mechanically tamp to ninety five(95) percent minimum of maximum laboratory density as established by ASTMD1557.

3) Under Driveways And Parking Areas:a) Place in 8 inch (200 mm) maximum layers, dampen but do not soak, and

mechanically tamp to ninety five (95) percent minimum of maximum laboratorydensity as established by ASTM D1557.

4) Under Miscellaneous Concrete Site Elements And Outside Face of Foundation Walls:a) Place in 8 inch (200 mm) maximum layers, dampen but do not soak, and

mechanically tamp to ninety five (95) percent minimum of maximum laboratorydensity as established by ASTM D1557.

5) Utility Trenches:a) Site:

(1) Place fill in 12 inch (300 mm) layers and moisture condition to plus or minustwo (2) percent of optimum moisture content.

(2) Compact fill to ninety five (95) percent minimum relative compaction to within12 inches (300 mm) of finish grade.

(3) Compact fill above 12 inches (300 mm) to eighty five (85) percent relativecompaction.

b) Under Slabs:(1) Under Slabs: Place fill in 6 inch (150 mm) layers, moisture condition to plus

or minus two (2) percent of optimum moisture content, and compact to ninetyfive (95) percent minimum relative compaction to within 4 inches (100 mm) offinish grade.

(2) Final 4 inches (100 mm) of fill shall be aggregate base as specified inSection 31 1123.

6) Fill Slopes: Compact by rolling or using sheepsfoot roller.7) Backfill Under Footings: Not allowed.8) Landscape Areas:

a) Compact fill to eighty five (85) percent minimum relative compaction.9) Other Backfills: Place other fills in 12 inch (300 mm) layers and compact to ninety five

(95) percent relative compaction.10) Loose material from compacted subgrade surface shall be immediately removed before

placing compacted fill or aggregate base course.

3.3 REPAIR / RESTORATION

A. Repair damage to other portions of the Work resulting from work of this Section at no additional cost toOwner. On new work, arrange for damage to be repaired by original installer.


Fill - 6 - 31 2323


A. Field Tests and Inspections:1. Fill / Engineered Fill:

a. Testing Agency shall provide testing and inspection for fill.b. Number of tests may vary at discretion of Architect.c. Testing Agency is to provide one (1) moisture-maximum density relationship test for each

type of fill material.d. Prior to placement of engineered fill, inspector shall determine that site has been prepared in

accordance with geotechnical report.e. Footing subgrade: At footing subgrades Certified Inspector is to verify that soils conform to

geotechnical report.f. Testing Agency will test compaction of soils according to ASTM D1556, ASTM D2167, and

ASTM D6938, as applicable. Lift thicknesses shall comply with geotechnical report.Inspector shall determine that in-place dry density of engineered fill material complies withgeotechnical report. Tests will be performed at following locations and frequencies:1) Paved Areas: At each compacted fill and backfill layer, at least one (1) test for every

10,000 sq. ft. (930 sq. m) or less of paved area but in no case less than three (3) tests.2) Building Slab Areas: At each compacted fill and backfill layer, at least on test for every

2,500 sq. ft. (232 sq. m) or less of building slab area but in no case less than three (3)tests.

3) Foundation Wall/Continuous Footing Backfill: At each compacted backfill layer, at leastone (1) test for each 40 linear feet (12 linear m) or less of wall length, but no fewer thantwo (2) tests.

4) Trench Backfill: At each 12 inch (305 mm) compacted lift for each 100 linear feet (30.5linear m) or less of trench length but no fewer than two (2) tests.

5) Sidewalks, Curbs, Gutters, Exterior Pads: Minimum of one (1) test for each lift for each40 lineal feet (12 linear m) or one (1) test for every 5,000 sq. ft. (465 sq. m) or less ofpad area but no fewer than three (3) tests.

g. Required verification and inspection of soils as referenced in 2009 IBC Table 1704.7.Periodic and continuous inspections include:1) Verify materials below shallow foundations are adequate to achieve design bearing

capacity (periodic).2) Verify excavations are extended to proper depth and have reached proper material

(periodic).3) Perform classification and testing of compacted fill materials (periodic).4) Verify use of proper materials, densities and lift thicknesses during placement and

compaction of compacted fill (continuous).5) Prior to placement of compacted fill, observe subgrade and verify that site has been

prepared properly (periodic).

3.5 CLEANING

A. Debris and material not necessary for Project are property of Contractor and are to be removed beforecompletion of Project. However, if material necessary for Project is hauled away, replace withspecified fill / backfill material.

END OF SECTION


Helical Piles and Helical Anchors - 1 - 31 6252

SECTION 31 6252

HELICAL PILES AND HELICAL ANCHORS

PART 1 - GENERAL

1.1 SUMMARY

A. Includes But Not Limited To:1. This work pertains to furnishing and installing Helical Piles, Helical Anchors, and Bracket

Assemblies shown in the Contract in accordance with the Drawings and this specification. EachHelical Pile and Helical Anchor shall be installed at the location and to the elevation, minimumlength, installation torque, and allowable capacities shown on the Plans or as established. Thiswork also pertains to load testing and pre-loading Helical Piles and Helical Anchors (if required onthe Drawings).

1.2 PRICE AND PAYMENT PROCEDURES

A. Unit Prices:1. Bid shall be for lump sum amount based on number of piles, estimated length, and total

estimated footage as shown in Contract Documents.2. Quote unit prices to cover each of following:

a. Amount to be added for additional footage over total base amount of footage quoted uponand to be deducted for less footage than total base amount quoted upon.

b. Charge for temporary pile drilling if required.3. Keep records showing depth to which each pier was placed and amount of material used in each

pier.

1.3 REFFERENCES

A. This specification is based on nationally recognized codes and standards including the referenceslisted below. In case of a conflict between the reference and this specification, this specification shallgovern.

1. American Society for Testing and Materials (ASTM):

A. ASTM A36/A36M Structural Steel

B. ASTM A123-02 Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron andSteel Products

C. ASTM A153-05 Standard Specification for Zinc Coating (Hot Dip) on Iron and Steel Hard-ware

D. ASTM A450/A450M-07 Standard Specification for General Requirements for Carbon andLow Alloy Steel Tubes

E. ASTM D1143/D1143M-07 Standard Test Method for Piles Under Static Axial CompressiveLoad

F. ASTM D3689 Standard Test Method for Individual Piles Under Static Axial Tensile Load

G. ASTM D3966-07 Standard Test Method for Piles Under Lateral Loads

2. American Society of Mechanical Engineers (ASME):

A. ANSI/ASME Standard B18.2.1-1996, Square and Hex Bolts and Screws, Inch Series

3. Occupational Safety and Health Administration (OSHA): Excavation Safety Guidelines

4. ICC-Evaluation Services, Inc.: AC358 Acceptance Criteria for Helical Foundation Systems andDevices

5. American Welding Society: ANSI/AWS B2.1-00 Standard for Welding Procedure and PerformanceQualification.



1.4 DEFINITIONS

A. Helical Pile: Manufactured steel foundation with one or more helical bearing plates that is rotated intothe ground to support structures.

B. Helical Anchor: Same as a Helical Pile. Term generally used when axial tension is the primary ser-vice load.

C. Engineer: Individual or firm retained by Owner or General Contractor to verify Helical Pile and HelicalAnchor quality assurance with the Contract, the Drawings, and this specification.

D. Allowable Bearing Capacity: Ultimate bearing capacity of the bearing stratum divided by a factor ofsafety.

E. Lead Section: The first section of a Helical Pile or Helical Anchor to enter the ground. Lead Sectionsconsist of a central shaft with a tapered end and one or more helical bearing plates affixed to theshaft.

F. Extension Section: Helical Pile or Helical Anchor sections that follow the Lead Section into theground and extend the Helical Lead to the appropriate depth. Extension Sections consist of a centralshaft and may have helical bearing plates affixed to the shaft.

G. Brackets: Cap plate, angle, thread bar, or other termination device that is bolted or welded to the endof a Helical Pile or Helical Anchor after completion of installation to facilitate attachment to structuresor embedment in cast-in-place concrete.

H. Augering: Rotation of the shaft with little or no advancement. It can occur when the helical bearingplates pass from a relatively soft material into a comparatively hard material. Augering can also resultfrom insufficient crowd or downward pressure during installation. In some cases, augering may be(temporarily) necessary in order to grind through an obstruction.

I. Pile Design Professional: Individual or firm responsible for the design of Helical Piles, Helical An-chors, and Brackets.

1.5 QUALIFICATIONS

A. Due to the special requirements for manufacture and quality control of Helical Piles, Helical Anchors,and Brackets, all Helical Piles, Helical Anchors and Brackets shall be obtained from a company spe-cializing in the manufacturing and distribution of these products. Manufacturer qualifications for thisproject shall be submitted to the Engineer for review. The submittal shall include:1. A product catalog and all necessary technical data sufficient to qualify the proposed product sub-

stitution.2. Evidence showing manufacturer has at least ten (10) years experience in the design and manu-

facture of Helical Piles and Helical Anchors.3. Current ICC-ES product evaluation report or complete description of product testing and engi-

neering calculations used to assess product capacity.4. Current ISO 9001:2008 certification.

B. Due to the special requirements for installation of Helical Piles, Helical Anchors, and Brackets, all Hel-ical Piles, Helical Anchors, and Brackets shall be installed by an organization specializing in the in-stallation of those products. Any Contractor desiring to bid as the Helical Pile and Helical Anchor in-staller for this project shall submit a request to the Engineer for review. The request must include:1. Evidence the Contractor has completed training in the proper methods of installation of Helical

Piles and Helical Anchors and the mounting of Brackets.2. A recent company brochure indicating experience in this type of work.3. Evidence of having installed Helical Piles and Helical Anchors on at least ten (10) projects, includ-

ing project name, number and type of Helical Piles or Helical Anchors, project location, and clientcontact information.

4. Resume of Contractor’s foreman including experience in the oversight of Helical Pile and HelicalAnchor installation on at least five (5) projects in the last five (5) years, including project name,number and type of Helical Piles or Helical Anchors installed, project location, and client contactinformation.

5. List of installation and testing equipment and detailed description of proposed method of installa-tion and load testing Helical Piles and Helical Anchors (if testing is required).

6. Current ANSI/AWS welding certificate and documentation of welder experience within the last 5years (if welding is required).



C. Due to the special requirements for design of Helical Piles, Helical Anchors, and Brackets, all HelicalPiles, Helical Anchors, and Brackets shall be designed by a licensed design professional specialized inthe engineering and design of Helical Piles and Helical Anchors. Pile Design Professional’s qualifica-tions shall be submitted to the Engineer for review. The submittal shall include:1. The curriculum vitae of the designated Pile Design Professional indicating at least ten (10) years

experience in this type of work as well as graduate education in structural and/or geotechnical en-gineering.

2. Evidence of Pile Design Professional having designed Helical Piles and Helical Anchors on atleast ten (10) projects, including project name, number and type of Helical Piles or Helical An-chors, project location, and client contact information.

3. Professional errors and omissions liability insurance certificate.4. Evidence of current license to practice engineering in the project state.

D. Prior to submitting a bid for the project, written approval to bid must be received from the Engineer.Engineer shall grant approval based on compliance with specific criteria herein. The Engineer’s deci-sion is final.

1.6 SUBMITTALS

A. Contractor shall prepare and submit to the Engineer for review and approval, Shop Drawings andspecifications for the Helical Piles and Helical Anchors intended for use on the project at least 14 cal-endar days prior to planned start of installation. The Shop Drawings shall include the following:1. Helical Pile and Helical Anchor product identification number(s) and designation(s)2. Maximum allowable mechanical compression and tensile strength of the Helical Piles and Helical

Anchors3. Number of Helical Piles and Helical Anchors and respective design allowable capacities from the

Drawings4. Planned installation depth and the number of lead and extension sections5. Preliminary helical configuration (number and diameter of helical bearing plates)6. Manufacturer’s recommended capacity to installation torque ratio7. Minimum final installation torque(s)8. Product identification numbers and designations for all Bracket Assemblies and number and size

of connection bolts or concrete reinforcing steel detail9. Corrosion protection coating on Helical Piles, Helical Anchors, and Bracket Assemblies

B. Contractor’s Pile Design Professional shall submit to the Engineer design calculations for the HelicalPiles, Helical Anchors, and Brackets intended for use on the project at least 14 calendar days prior toplanned start of installation. The Shop Drawings shall include the following:1. Reduction in shaft dimension and strength by the sacrificial thickness anticipated based on corro-

sion loss over the design life for project soil conditions.2. Considerations for downdrag, buckling, and expansive soils (as appropriate).3. Minimum installation depth to reach bearing stratum and to achieve pullout capacity (if required).4. Soil bearing and pullout capacity.5. Lateral resistance of the shaft (if required).6. Estimated pile head movement at design loads.

C. Contractor shall submit to the Engineer calibration information certified by an independent testingagency for the torque measurement device and all load testing and monitoring equipment to be usedon the project. Calibration information shall have been tested within the last year of the date submit-ted. Calibration information shall include, but is not limited to, the name of the testing agency, identi-fication number or serial number of device calibrated, and the date of calibration.

D. If load tests or proof load tests are required on the Drawings, the Contractor shall submit for reviewand acceptance the proposed load testing procedure. The proposal shall provide the minimum follow-ing information:1. Type and sensitivity of load equipment2. Type and sensitivity of load measuring equipment3. Type and sensitivity of pile-head deflection equipment4. General description of load reaction system, including description of reaction anchors or bearing

plate



5. Calibration reports for equipment, including hydraulic jack, pressure gauges, and deflection dialgauges

E. Manufacturer shall provide a one year warranty against manufacturing defects on Helical Pile, HelicalAnchor, and Bracket products. Any additional warranty provided by the Contractor shall be issued asan addendum to this specification.

F. Work shall not begin until all the submittals have been received and approved by the Engineer. TheContractor shall allow the Engineer a reasonable number of days to review, comment, and return thesubmittal package after a complete set has been received. All costs associated with incomplete orunacceptable submittals shall be the responsibility of the Contractor.

1.7 SHIPPING, STORAGE AND HANDLING

A. All Helical Pile, Helical Anchor, and Bracket Assemblies shall be free of structural defects and pro-tected from damage. Store Helical Piles, Helical Anchors, and Bracket Assemblies on wood palletsor supports to keep from contacting the ground. Damage to materials shall be cause for rejection.

PART 2 - PRODUCTS

2.1 HELICAL PILES, HELICAL ANCHORS AND BRACKETS

A. Unless noted otherwise, it is the Contractor’s Pile Design Professional’s responsibility to select theappropriate size and type of Helical Piles, Helical Anchors, and Brackets to support the design loadsshown on the Drawings. These specifications and the Drawings provide minimum requirements to aidthe Contractor in making appropriate materials selections. The size and number of helical bearingplates must be such that the Helical Piles and Helical Anchors achieve the appropriate torque andcapacity in the soils at the site within the minimum and maximum length requirements. Failure toachieve proper torque and capacity shall result in Contractor replacing Helical Piles and Helical Anchorsas appropriate to support the required loads. All material replacements shall be acceptable to Engineer.

B. The design strength of the helical bearing plates, shaft connections, Brackets, and the pile shaft itselfshall be sufficient to support the design loads specified on the Drawings times appropriate service loadfactors. In addition, all Helical Piles and Helical Anchors shall be manufactured to the following criteria.1. Central Shaft: The central shaft shall consist of a high strength structural steel tube meeting the

requirements of ASTM A513. Helical Bearing Plates: One or more helical bearing plates shall beaffixed to the central shaft.

2. Helical bearing plates shall be attached to central shafts via fillet welds continuous on top andbottom and around the leading edges. Helical bearing plates shall be cold pressed into a nearperfect helical shape that when affixed to the central shaft are perpendicular with the centralshaft, of uniform pitch, and such that the leading and trailing edges are within 3/8 inch of parallel.Average helical pitch shall be within plus or minus 1/4 inch of the thickness of the helical bearingplate plus 3 inches.

3. Corrosion Protection: Depending on project requirements and soil corrosivity, Helical Piles,Helical Anchors, and Brackets shall be bare steel, powder coated, or hot-dip galvanized (perASTM A123 or A153 as applicable).

4. Shaft Connections: The Helical Pile and Helical Anchor shaft connections shall consist of anexternal sleeve connection or a welded connection. External sleeve connections shall be in-line,straight and rigid and shall have a maximum tolerable slack of 1/16-inch. Welded connectionsshall consist of a full penetration groove weld all-around the central shaft. Shaft connections shallhave a flexural strength at least as great as the shaft itself.

5. Bolts: Bolt holes through the external sleeve and central shaft shall have a diameter that is1/16th inch greater than the bolt diameter. Bolts and nuts used to join Helical Pile and HelicalAnchor sections at the shaft connections shall be bare steel, epoxy coated, or zinc coated tomatch the corrosion protection used for the central shaft. All Helical Pile and Helical Anchor boltsshall be securely snug tightened.

6. Plug Welds: Alternatively, external sleeve connections may be made using plug welds matchingthe diameter and number of bolt holes.



7. External sleeve: External sleeve Helical Pile and Helical Anchor shaft connections shall consistof a high strength structural steel tube outer sleeve meeting the requirements of ASTM A513.The outer sleeve shall be welded to the central shaft via a continuous fillet weld all-around. Thefillet weld shall have a throat thickness equal to the external sleeve tube thickness.

C. Helical Piles and Helical Anchors shall be fitted with a manufactured Bracket that facilitates connectionto the structure. Brackets shall be rated for the design loads shown on the Drawings. Brackets shall beaffixed to the end of Helical Piles and Helical Anchors via bolts, plug welds, or continuous penetrationwelds meeting the requirements for shaft connections given previously in these specifications.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Contractor shall take reasonable effort to locate all utilities and structures above and underground in the areaof the Work. Contractor shall pot hole to determine the exact location of underground utilities and buriedstructures within a distance from a Helical Pile or Helical Anchor equal to three times the maximum helix di-ameter. Contractor is responsible for protection of utilities and structures shown on the Drawings. Costs ofavoiding, relocating, or repair of utilities not shown on Drawings shall be paid by Owner as extra work.

B. Contractor shall review Drawings and soil borings in the Contract Documents to determine subsurface condi-tions for sizing and installation of Helical Piles and Helical Anchors. In addition, Contractor shall make a sitevisit to observe conditions prior to the start of Work.

C. Contractor shall notify Engineer of any condition that would affect proper installation of Helical Piles and Heli-cal Anchors immediately after the condition is revealed. Contractor shall halt installation work until the mattercan be resolved upon mutual satisfaction of Contractor, Owner, and Engineer. Costs associated with con-struction delays, product substitutions, pile or anchor relocations, or other related costs shall be the responsi-bility of the Owner if the result of an unforeseen condition that could not be inferred by a reasonable Contrac-tor from the Drawings and Construction Documents.

D. If the number and size of helical bearing plates required for the project is not shown on the working drawings,the contractor shall have the option of performing subsurface tests using methods subject to the review andacceptance of the Owner. The data collected along with other information pertinent to the project site shall beused to determine the required helical bearing plate configuration.

E. If excavation is required for proper installation of Helical Piles and Helical Anchors, Contractor shall makesafe excavations in accordance with OSHA standards. All excavations greater than 20 feet in depth or not instrict accordance with OSHA standard details shall be designed by a registered design professional specializ-ing in the design of excavations and shoring. The costs of all excavations, shoring, and related design shallbe born by the Contractor unless noted otherwise in the Contract.

F. Contractor shall notify Engineer at least 24 hours prior to installation of Helical Piles or Helical Anchors toschedule quality assurance observations required on the Drawings.

3.2 INSTALLATION EQUIPMENT

A. Torque Motor: Helical Piles and Helical Anchors should be installed with high torque, low RPM torque mo-tors, which allow the helical plates to advance with minimal soil disturbance. The torque motor shall be hy-draulic power driven with clockwise and counter-clockwise rotation capability. The torque motor shall be ad-justable with respect to revolutions per minute during installation. Percussion drilling equipment shall not bepermitted. The torque motor shall have torque capacity equal to or greater than the minimum final installationtorque required for the project. The connection between the torque motor and the installation rig shall haveno more than two pivot hinges oriented 90 degrees from each other. Additional hinges promote wobbling andaffect lateral capacity.



B. Installation Equipment: The installation equipment shall be capable of applying adequate crowd and torquesimultaneously to ensure normal advancement of the Helical Piles and Helical Anchors. The equipment shallbe capable of maintaining proper alignment and position.

C. Drive Tool: The connection between the torque motor and Helical Pile and Helical Anchor shall be in-line,straight, and rigid, and shall consist of a hexagonal, square, or round kelly bar adapter and helical shaft sock-et. To ensure proper fit, the drive tool shall be manufactured by the Helical Pile manufacturer and used in ac-cordance with the manufacturer’s installation instructions.

D. Connection Pins: The central shaft of the Helical Pile or Helical Anchor shall be attached to the drive tool byASME SAE Grade 8 smooth tapered pins matching the number and diameter of the specified shaft connec-tion bolts. The connection pins should be maintained in good condition and safe to operate at all times. Thepins should be regularly inspected for wear and deformation. Pins should be replaced with identical pinswhen worn or damaged.

E. Torque Indicator: A torque indicator shall be used to measure installation torque during installation. Thetorque indicator can be an integral part of the installation equipment or externally mounted in-line with the in-stallation tooling. The torque indicator shall be capable of torque measurements with a sensitivity of 500 ft-lbor less. Torque indicators shall have been calibrated within 1-year prior to start of Work. Torque indicatorsthat are an integral part of the installation equipment shall be calibrated on-site. Torque indicators that aremounted in-line with the installation tooling shall be calibrated either on-site or at an appropriately equippedtest facility. Indicators that measure torque as a function of hydraulic pressure shall be re-calibrated followingany maintenance performed on the torque motor. Torque indicators shall be re-calibrated if, in the opinion ofthe Engineer, reasonable doubt exists as to the accuracy of the torque measurements.

3.3 INSTALLATION PROCEDURES

A. Unless shown on the Drawings, the number and size of helical blades shall be determined by the Contractor’sPile Design Professional in order to achieve the required torque and tensile/bearing capacity for the soil con-ditions at the site. The ratio of design load to the total area of the helical bearing plates shall not exceed theAllowable Bearing Capacity.

B. Connect the lead section to the Torque Motor using the Drive Tool and Connection Pins. Position and alignthe Lead Section at the location and to the inclination shown on the Drawings and crowd the pilot point intothe soil. Advance the Lead Section and continue to add Extension Sections to achieve the Termination Crite-ria. All sections shall be advanced into the soil in a smooth, continuous manner at a rate of rotation between10 and 40 revolutions per minute. Snug tight all coupling bolts.

C. Constant axial force (crowd) shall be applied while rotating Helical Piles and Helical Anchors into the ground.The crowd applied shall be sufficient to ensure that the Helical Pile and Helical Anchor advances into theground a distance equal to at least 80% of the blade pitch per revolution during normal advancement.

D. The manufacturer’s torsional strength rating of the Helical Pile or Helical Anchor shall not be exceeded duringinstallation.

E. Bolt hole elongation due to torsion of the shaft of a Helical Anchor at the drive tool shall be limited to ¼ inch.Helical Anchors with bolt hole damage exceeding this criterion shall be uninstalled, removed, and discarded.

F. When the Termination Criteria of a Helical Pile or Helical Anchor is obtained, the Contractor shall adjust theelevation of the top end of the shaft to the elevation shown on the Drawings or as required. This adjustmentmay consist of cutting off the top of the shaft and drilling new holes to facilitate installation of Brackets to theorientation shown on the Drawings. Alternatively, installation may continue until the final elevation and orien-tation of the pre-drilled bolt holes are in alignment. Contractor shall not reverse the direction of torque andback-out the Helical Pile or Helical Anchor to obtain the final elevation.

G. The Contractor shall install Brackets in accordance with Helical Pile manufacturer’s details or as shown on theDrawings.



H. All Helical Pile and Helical Anchor components including the shaft and Bracket shall be isolated from makinga direct electrical contact with any concrete reinforcing bars or other non-galvanized metal objects since thesecontacts may alter corrosion rates.

I. After installation, Helical Anchors shall be pre-tensioned if indicated on the Drawings.

3.4 TERMINATION CRITERIA

A. Helical Piles and Helical Anchors shall be advanced until all of the following criteria are satisfied.1. Axial capacity is verified by achieving the final installation torque as shown on the Drawings or as provid-

ed by the Pile Design Professional.2. Minimum depth is obtained. The minimum depth shall be as shown on the Drawings, that which corre-

sponds to the planned bearing stratum, or the depth at which the final installation torque is measured,whichever is greater. In addition, Helical Anchors shall be advanced until the average torque over the lastthree (3) feet equals or exceeds the required final installation torque.

B. If the torsional strength rating of the Helical Pile or Helical Anchor and/or the maximum torque of the installa-tion equipment has been reached or Augering occurs prior to achieving the minimum depth required, the Con-tractor shall have the following options:1. Terminate the installation at the depth obtained subject to the review and acceptance of the Engineer and

Owner.2. Remove the Helical Pile or Helical Anchor and install a new one with fewer and/or smaller diameter heli-

cal bearing plates or with dual cutting edge helical bearing plates. The new helical configuration shall besubject to review and acceptance of the Engineer and Owner.

3. Remove the Helical Pile or Helical Anchor and pre-drill a 4-inch diameter pilot hole in the same locationand reinstall the anchor/pile.

4. If the obstruction is shallow, remove the Helical Pile or Helical Anchor and remove the obstruction by sur-face excavation. Backfill and compact the resulting excavation and reinstall the anchor/pile.

5. Remove the Helical Pile or Helical Anchor and relocate 1-foot to either side of the installation locationsubject to the review and acceptance of Engineer and Owner.

6. Reverse the direction of torque, back-out the Helical Pile or Helical Anchor a distance of 1 to 2 feet andattempt to reinstall by decreasing crowd and Augering through the obstruction.

7. Remove the Helical Pile or Helical Anchor and sever the uppermost helical bearing plate from the LeadSection if more than one helical bearing plate is in use, or reshape the helical bearing plates to create aspecial tapered edge by cutting with a band saw. Reinstall the anchor or pile with revised helical bearingplate configuration.

C. If the final installation torque is not achieved at the contract length, the Contractor shall have the followingoptions:1. Until the maximum depth is achieved (if any), install the Helical Pile or Helical Anchor deeper using addi-

tional Extension Sections.2. Remove the Helical Pile or Helical Anchor and install a new one with additional and/or larger diameter

helical bearing plates.3. Decrease the rated load capacity of the Helical Pile or Helical Anchor and install additional Helical Piles or

Helical Anchors. The rated capacity and additional unit location shall be subject to the review and ac-ceptance of the Engineer and Owner.

3.5 ALLOWABLE TOLERANCES

A. Helical Piles and Helical Anchors shall be installed as close to the specified installation and orientation anglesas possible. Tolerance for departure from installation and orientation angles shall be +/- 5 degrees.

B. Helical Piles, Helical Anchors, and Bracket Assemblies shall be installed at the locations and to the elevationsshown on the Plans. Tolerances for Bracket Assembly placement shall be +/- 1 inch in both directions per-pendicular to the shaft and +/- 1/4 inch in a direction parallel with the shaft unless otherwise specified.




A. The Contractor shall provide the Engineer and Owner copies of installation records within 48 hours after eachinstallation is completed. These installation records shall include, but are not limited to, the following infor-mation:1. Name of project and Contractor2. Name of Contractor’s supervisor during installation3. Date and time of installation4. Name and model of installation equipment5. Type of torque indicator used6. Location of Helical Pile or Helical Anchor by grid location, diagram, or assigned identification number7. Type and configuration of Lead Section with length of shaft and number and size of helical bearing plates8. Type and configuration of Extension Sections with length and number and size of helical bearing plates, if

any9. Installation duration and observations10. Total length installed11. Final elevation of top of shaft and cut-off length, if any12. Final plumbness or inclination of shaft13. Installation torque at minimum three-foot depth intervals14. Final installation torque15. Comments pertaining to interruptions, obstructions, or other relevant information16. Verified axial load capacity

B. Unless specified otherwise on the Drawings or by local codes, the Engineer, the Pile Design Professional, oran inspection agency accepted by the Engineer shall observe and document at least 10 percent of HelicalPile and Helical Anchor installations.

END OF SECTION