VOLUME 2 OF 2 - epwater.org · 2. Imperative mood and streamlined language are generally used in the Specifications. Requirements expressed in the imperative mood are to be performed

EL PASO WATER UTILITIES PUBLIC SERVICE BOARD "DONIPHAN & FRONTERA JUNCTION BOX REHABILITATION" _____________________________________________________________________________ Bid Number SWCSP32-20 CITY OF EL PASO, TEXAS

VOLUME 2 OF 2 TABLE OF CONTENTS BIDDING REQUIREMENTS, CONTRACT FORMS, AND CONDITIONS OF THE CONTRACT TECHNICAL SPECIFICATIONS

Division 1

01010 Summary .............................................................................................. 3 01271 Measurement and Payment .................................................................. 4 01290 Payment Procedures ............................................................................. 4 01291 Schedule of Values .............................................................................. 2 01320 Progress Schedule ................................................................................ 3 01330 Submittal Procedures ........................................................................... 8 01412 Storm Water Pollution Prevention Plan and Permits ......................... 11 01414 Earthmoving Permit and Dust Control ................................................ 2 01415 Confined Space Entry Plans .............................................................. 11 01452 Testing Laboratory Services ................................................................ 2 01515 Temporary Sanitary and First Aid Facilities ........................................ 2 01551 Maintenance and Protection of Traffic ................................................ 4 01721 Protection of the Work and Property ................................................... 3 01740 Cleaning ............................................................................................... 2 01782 Record Documents ............................................................................... 4

Division 2

02220 Demolitions ......................................................................................... 3 02230 Clearing ............................................................................................... 2 02235 Fill Materials ........................................................................................ 4 02237 Flowable Fill ........................................................................................ 6 02316 Earthwork ............................................................................................ 9 02318 Crushed Stone and Gravel ................................................................... 3 02321 Trench Excavation and Backfill......................................................... 16 02420 Final Backfill ....................................................................................... 2 02580 Pavement Markings ............................................................................ 4 02600 Asphalt Concrete Paving and Base Course ....................................... 15

Division 3

03013 Epoxy Crack Injection ......................................................................... 6 03132 Pressure Grouting for Soil Stabilizations ............................................. 8

03133 Concrete Repair ................................................................................... 7 03300 Cast-in-Place Concrete ........................................................................ 8

Division 5

05501 Miscellaneous Metal Fabrications ....................................................... 4 Division 7

07920 Fluid Applied Waterproofing ............................................................... 4 Division 33 334101 SPR PE Spiral Wound Steel Reinforced HDPE Liner ......................... 4 No Division

NA ASCE G-I Jet Grouting ...................................................................... 18 NA OSHA Regulations ............................................................................ 39

01010- 1

SECTION 01010

SUMMARY OF WORK

PART 1 - GENERAL 1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the contract, including General and Supplementary Conditions and other Division 1 Specifications Sections, apply to this section.

1.2 WORK COVERED BY CONTRACT DOCUMENTS

A. Project Identification: Project consists of the Doniphan & Frontera Junction Box Rehabilitation and is located

at the intersection of Doniphan Dr & Frontera Rd. in El Paso, Texas. 1. Project Location: Doniphan Dr & Frontera Rd. 2. Owner: El Paso Water

B. Engineer Identification: The contract documents were prepared by MM Structural Engineers Inc., 3408

Montana Ave., El Paso, Texas 79903

C. Project Coordination: El Paso Water has appointed Mr. Gonzalo Cedillos, Senior Technical Advisor as project coordinator during the design and construction of this project.

D. Construction Coordinator: El Paso Water has contracted the services of MM Structural Engineers Inc., as

Construction Managers and has appointed Mr. Moises Macias, P.E. as Principal and Senior Project Manager.

E. The Work consists of retrofits to an existing culvert and existing junction box located on Doniphan Dr. & Frontera Rd. The project consists of providing and installing but is not limited to the following; 1. Demolition of existing junction box and the construction of the new junction box. 2. Installation of jet grouted retention system with cantilever soldier piles to provide soil retention and keep

groundwater away from the work area. 3. Installation of hydrophobic polyurethane grout at joints with infiltration and removal of sediment. 4. Stabilization and lifting of existing RCP under segments with differential settlement using pressure

grout. 5. Rehabilitation of existing RCP using SPR PE spiral HDPE system. 6. Removal and replacement of steel beams at east junction box. 7. Removal and replacement of sidewalk, curb and gutter, and retaining wall. 8. Removal and replacement of concrete pavement.

1.3 CONTRACTS

A. Project will be constructed under a general construction contract. 1.4 WORK SEQUENCE

A. The Work shall be conducted in one single phase. Contractor will hold weekly construction meetings at the project site.

1.5 USE OF PREMISES

A. General: The contractor shall have full use of premises for construction operations, including use of Project site, during construction period. Contractor's use of premises is limited only by Owner's right to perform work or to retain other contractors on portions of Project.

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1.6 PRODUCTS ORDERED IN ADVANCE

A. General: Owner has NO products ordered in advance. 1.7 OWNER-FURNISHED PRODUCTS

A. Owner will NOT furnish any items for this contract.

1.8 SPECIFICATION FORMATS AND CONVENTIONS

A. Specification Format: The specifications are organized into Divisions and Sections using the 16-division format and CSI/CSC's "MasterFormat" numbering system. 1. Section Identification: The specifications use this section numbers and titles to help cross-

referencing in the Contract Documents. Section in the Project Manual are in numeric sequence; however. The sequence in incomplete. Consult the table of contents at the beginning of the Project Manual to determine numbers and names of sections in the Contract Documents.

B. Specific Content: The Specifications use certain conventions for the style of language and the intended meaning of certain terms, words, and phrases when used in particular situations. These conventions are as follows: 1. Abbreviated Language: Language used in the Specifications and other Contract Documents is

abbreviated. Words and meanings shall be interpreted as appropriate. Words implied, but not stated, shall be inferred as the sense requires. Singular words shall be interpreted as plural and plural words shall be interpreted as singular where applicable as the context of the Contract Documents indicates.

2. Imperative mood and streamlined language are generally used in the Specifications. Requirements expressed in the imperative mood are to be performed by the Contractor. Occasionally, the indicative or subjunctive mood may be used on the Section Text for clarity to describe responsibilities that must be fulfilled indirectly by Contractor or by others when noted. I. The words "shall", "shall be", or "shall comply with", depending on the context, are implied

where a colon (:) is used within a sentence or phrase.

1.9 PROJECT MANUAL A. The Project Manual consists on General Conditions, the Technical Specifications and Drawings; all three being

considered co-operative. Therefore, it will not be the province of these Specifications to mention any portion of the construction which the Drawings are competent to explain. Such omission will not relieve the Contractor from carrying out any portion indicated on the Drawings. Should items be required by these Specifications, which are not indicated on the Drawings, they are to be supplied and installed by the Contractor for a complete job.

B. A conflict or discrepancy between or among the contract documents or parts of the contract documents, such as plans, within technical specifications, or between plans and technical specifications shall be resolved in the following order of priority;

1. The General Construction Agreement

2. Addenda and revisions of later date take precedence over those of earlier date

3. The Supplementary Conditions

4. Plans and Specifications; Plans govern over technical specifications for quantity and location, and Specifications govern over plans for quality and performance. In the event of ambiguity in quantity or quality, the greater quantity and better quality shall govern.

5. Figured dimensions govern over scaled dimensions.

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1.10 INTERPRETATION OF QUESTIONS

A. Only written instruction from the engineer or Owner to the Contractor are binding throughout constructionB. In the case of drawing conflict, large details govern.C. In case of Specifications and Drawing conflict, the superior requirements govern, at the choice of the Owner.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION

A. CONSTRUCTION TIME1. Substantial Completion – 150 calendar days from the date the Contract Time commences to

run.2. Final Completion - 180 calendar days from the date the Contract Time commences to run.

B. LIQUIDATED DAMAGES1. Substantial Completion - $1,400/day2. Final completion - $940.00/day

******************************************************************************************** ***END OF SECTION 01010***

01271-1

SECTION 01271

MEASUREMENT AND PAYMENT

PART 1 - GENERAL 1.1 DESCRIPTION

A. The items listed starting with Article 1.4 of this section refer to and are the same pay items listed in the Bid Form and constitute all pay items for completing the work. No direct or separate payment will be made for providing miscellaneous temporary or accessory works, plant services, CONTRACTOR’s or ENGINEER’s field offices, layout surveys, project signs, sanitary requirements, testing, safety provisions and safety devices submittals and record drawings, water supplies, power and fuel, traffic maintenance, removal of waste, security, coordination with OWNER’s operations, information technology (including hardware, software and services) required during construction, bonds, insurance, or other requirements of the general conditions, supplementary conditions, general requirements, and other requirements of the contract documents. Compensation for all services, items, materials, and equipment shall be included in prices stipulated for the lump sum and unit price pay items listed in this section and included in the contract.

B. Each lump sum and unit price shall include an amount considered by CONTRACTOR to be

adequate to cover CONTRACTOR’s overhead and profit for each separately identified item. 1.2 ENGINEER’S ESTIMATE OF QUANTITIES

A. ENGINEER’s estimate quantities for items of Unit Price Work, as included in the contract, are approximate only and are included solely for purpose of comparing bids and pricing. OWNER does not expressly or by implication agree that nature of materials encountered below the ground surface or actual quantities of material encountered or required will correspond with the quantities included in the contract at the time of award and reserves right to increase or decrease quantities or to eliminate quantities as owner may deem necessary. CONTRACTOR or OWNER will not be entitled to adjustment in price of Unit Price Work items as a result of change in estimated quantity and agrees to accept the unit prices accepted in the Bid as complete and total compensation for additions caused by changes or alterations in the Unit Price Work

1.3 RELATED PROVISIONS

A. Payments to CONTRACTOR: Refer to general conditions, supplementary conditions and agreement.

B. Changes in contract price: Refer to general conditions, supplementary conditions. C. Schedule of values: Refer to general conditions, and supplementary conditions, and Section 01291.

1.4 BID ITEMS

A. Bid Item No. 1 – Insurance, bonds and mobilization related expenses 1. Measurement shall be made in the stated lump sum (LS.) for the insurance, bonds and

mobilization related expenses. 2. Payment made for Bid Item No. 1 shall include all costs for contractor’s mobilization and

demobilization, insurance and bond, construction permits and fees, site administration expenses, temporary utilities, etc. for the entire project. This shall include all costs for the site. Mobilization/demobilization and all work included in this item shall not exceed five (5) percent of bid items 2 through 19 and is payable one half at mobilization and one half at demobilization.

01271-2

B. Bid Item No. 2 – Selective Demolition of existing RCP conduits, junction box, and steel grate.1. Measurement shall be made based on the Lump Sum (LS.) of removal and disposal (includes

hauling and permits) of material in a legal and satisfactory manner to the Owner. Measurement will be made for partial payments based on the demolition and disposal of material in a legal and satisfactory manner of lump sum (L.S.) at the partial payment cutoff date.

2. Payment made for Bid Item no. 2 shall be for demolition and disposal of material at the unit lump sum (L.S.). Partial payment will be based on the measured amount of material removed at the partial payment cutoff date.

C. Bid Item No. 3 – Traffic Control meeting TxDOT ROW requirements1. Measurement shall be made on the total of months (MO.) for traffic control plan for the project

and traffic control on all streets affected by the work per applicable TXDOT guidelines.2. Payment made for Bid Item No. 3 shall be for traffic control at the stated unit price per month

(MO.).

D. Bid Item No. 4 – Furnish and install barrier system for water blockage inside existing conduit and redirection of water.1. Measurement for water blockage and redirection of water inside existing conduits will be based

on the Lump Sum (L.S.) of complete work required to complete this item.2. Payment made for Bid Item no. 4 shall be at the unit lump sum (LS.). Partial payment will be

based on the measure amount of work performed at the partial payment cutoff date.

E. Bid Item No. 5 – Dewatering, cleaning of existing debris & sediment inside existing 66” Ø RCP conduits and junction box.1. Measurement shall be made based on the Lump Sum (LS.) of debris and sediment cleaned as

well as amount of accumulated water removed.2. Payment made for Bid Item No. 5 at the stated unit lump sum (LS.) including all ancillary

requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the measured amount of work performed at the partial payment cutoff date.

F. Bid Item No. 6 – Construct cast-in-place concrete junction box with all its components, labor and materials, including formwork, steel reinforcement, segments of RCP conduit connecting to box, seismic mounts placed under box with 5” vertical movement, concrete leveled slab, PSF-1 type manhole steps and composite manhole lid and frame.1. Measurement shall be made based on the lump sum (LS.) of necessary work performed and

materials supplied for the construction of the proposed junction box with all its components.2. Payment made for Bid Item No. 6 shall be at the unit lump sum (LS.) of work completed and

materials installed towards the completion of the junction box with all of its components. Partial payment will be made based on the measured amount of work performed at the partial payment cutoff date.

G. Bid Item No. 7 – Design, furnish materials and construct Jet-Grouted Retention System consisting of four walls and floor, including the procurement of a geotechnical investigative report for the design of the system.1. Measurement shall be made based on lump sum (L.S.) of Jet-Grouted earth retention system

designed and constructed.2. Payment made for Bid Items No. 7 at the stated lump sum (LS.) including all ancillary

requirements necessary to satisfactorily design and construct Work. Partial payment will be made based on the measured amount of installed earth retention system at the partial payment cutoff date.

H. Bid Item No. 8 – Furnish and Install SPR PE 54”-diameter Spiral HDPE liner system inside existing conduits with grouting of annular space between liner and existing conduit.1. Measurement shall be made based on the total linear foot (L.F) of installed SPR PE Spiral HDPE

system being retrofitted to the Round Concrete Pipe shown in the drawings, including grouting

01271-3

of annular space to fill gap between liner and existing conduit. Measurement shall be to the nearest 0.5 of linear foot.

2. Payment made for Bid Item No. 8 at the stated unit price per linear feet (L.F.) including confined space entry equipment and all ancillary requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the measured amount of work performed at the partial payment cutoff date.

I. Bid Item No. 9 – Furnish and Install Pressure Grouting for Soil Stabilization inside conduit and conduit re-alignment at select locations shown on drawings. 1. Measurement shall be made based on a unit price per each (EA) Pressure Grouting port for Soil

Stabilization inside conduit and re-alignment as shown in the drawings. 2. Payment made for Bid Item No. 9 at the stated unit price per each (EA) Pressure Grouting port

for Soil Stabilization and re-alignment inside conduit including all ancillary requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the measured amount of work performed at the partial payment cutoff date.

J. Bid Item No. 10 – Furnish and install hydrophobic polyurethane grout inside existing conduits at

joints with infiltration. 1. Measurement shall be made based on a unit price per each (EA) joint sealed using hydrophobic

polyurethane grout as shown in the drawings. 2. Payment made for Bid Item No. 10 at the stated unit price per each (EA) existing conduit joint

sealed using hydrophobic polyurethane grout including all ancillary requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the measured amount of work performed at the partial payment cutoff date.

K. Bid Item No. 11 – Furnish and Install Structural Steel Elements to replace existing structural steel at

junction box #3. 1. Measurement shall be made in the stated lump sum (L.S.) on the total piece complete in place

installed of steel elements with all the components as shown in the drawings. 2. Payment made for Bid Item No. 11 at the stated unit lump sum (L.S.) per complete piece

including all ancillary requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the measured amount of work performed at the partial payment cutoff date.

L. Bid Item No. 12 – Remove and replace existing landscape west of the sidewalk (including trees) as

required to remove existing junction box #2 and construct new junction box. Replacement landscape materials must meet exact type and layout as existing. 1. Measurement shall be made based on the lump sum (LS.) of landscape removed and replaced as

shown in the drawings. 2. Payment made for Bid Item No. 12 at the stated unit lump sum (LS.) of removed and replaced

landscape, including ancillary requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the measured amount of work performed at the partial payment cutoff date.

M. Bid Item No. 13 – Remove and replace sidewalk and curb, including compacted select fill material

under sidewalk. 1. Measurement shall be made based on the total square foot (SF.) of removal and replacement of

sidewalk and curb as shown in the drawings. 2. Payment made for Bid Item No. 13 at the stated unit price per square foot (SF.) of sidewalk/curb,

including ancillary requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the measured amount of work performed at the partial payment cutoff date.

N. Bid Item No. 14 – Remove existing CRCP, Over excavate, scarify and compact Subgrade, install 2-

Sac soil cement backfill and construct new CRCP (up to 12” thick). 1. Measurement shall be made based on the total square yard (S.Y.) of removal and replacement of

complete CRCP that includes compacted subgrade and 2-sac soil cement backfill.

01271-4

2. Payment made for Bid Item No. 14 at the stated unit price per square yard (S.Y.) of removed and replaced complete CRCP and its subgrade and select fill, including ancillary requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the measured amount of work performed at the partial payment cutoff date.

O. Bid Item No. 15 – Remove and replace Stemwall

1. Measurement shall be made based on the total linear foot (L.F) of replacement of stemwall, removal and replacement as shown in the drawings. Measurement shall be to the nearest 0.5 of linear foot.

2. Payment made for Bid Item No. 15 at the stated unit price per linear feet (L.F.) of stemwall, including equipment and all ancillary requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the measured amount of work performed at the partial payment cutoff date.

P. Bid Item No. 16 – Install thermoplastic pavement markers to match existing type and length.

1. Measurement shall be made based on the total linear foot (L.F) of replacement of pavement thermoplastic markers as shown in the drawings. Measurement shall be to the nearest 0.5 of linear foot.

2. Payment made for Bid Item No. 16 at the stated unit price per linear feet (L.F.) of thermoplasctic pavement markers, including equipment and all ancillary requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the measured amount of work performed at the partial payment cutoff date.

Q. Bid Item No. 17 – Furnish and Install new signs

1. Measurement shall be made based on a unit price per each (EA) of installed new sign as shown in the drawings.

2. Payment made for Bid Item No. 17 at the stated unit price per each (EA) sign including all ancillary requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the measured number of installed signs at the partial payment cutoff date.

R. Bid Item No. 18 –SWPPP

1. Measurement shall be made in the stated lump sum (L.S.) on the total placement of the SWPPP with all the components as shown in the drawings.

2. Payment made for Bid Item No. 18 at the stated unit lump sum (L.S.) per complete SWPPP, including all ancillary requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the measured amount of work performed at the partial payment cutoff date.

S. Bid Item No. 19 – Junction Box #2 Contingency Dewatering allowance 1. Measurement shall be made in the stated rate per day (D) of the dewatering activities required as

a contingency/emergency at Junction Box #2 in order to complete the removal of existing and construction of proposed junction box. Owner approval is required prior to utilizing these funds. Contingency Allowance is not to exceed $200,000 for the total duration of the project.

2. Payment made for Bid Item No. 19 at the stated rate per day (D) per watering at junction box #2, including all ancillary requirements necessary to satisfactorily complete the Work. Partial payment will be made based on the number of days of dewatering performed at the partial payment cutoff date.

PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) **************************************************************************************

*** END OF SECTION 01271***

01290- 1

SECTION 01290

PAYMENT PROCEDURES


A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 1 Specifications Sections, apply to this section.

1.2 SUMMARY

A. This section specifies administrative and procedural requirements necessary to prepare and process

Applications for Payment. 1.3 DEFINITIONS

A. Schedule of Values: A statement furnished by Contractor allocating portions of the Contract Sum to various portions of the Work and used as the basis for reviewing Contractor's Applications for Payment.

1.4 SCHEDULE OF VALUES

A. Coordination: Coordinate preparation of the Schedule of Values with preparation of Contractor's Construction Schedule.

1. Correlate line items in the schedule of values with other required administrative forms and

schedules, including the following: i. Application for Payment forms with Continuation Sheets

ii. Submittals Schedule iii. Submit the Schedule of Values to Engineer of Record at earliest possible date but no later

than seven days before the date scheduled for submittal of initial Applications for Payment

B. Format and Content: Use the Project Manual table of contents as a guide to establish line items for the schedule of values. Provide at least one line for each Specification Section.

1. Identification: Include the following Project identification on the Schedule of Values:

i. Project name and location

ii. Name of Engineer iii. Engineer's project number iv. Contractor's name and Address v. Date of submittal

2. Arrange the Schedule of Values in tabular form with separate columns to indicate the following for each item listed: i. Related Specifications Section or Division

ii. Description of the Work iii. Name of Subcontractor iv. Name of manufacturer or fabricator v. Name of Supplier

vi. Change Orders (numbered) that affect value vii. Dollar Value

01290- 2

viii. Percentage of the Contract Sum to nearest one-hundredth percent, adjusted to total 100 percent

3. Provide a breakdown of the contract sum in enough detail to facilitate continued evaluation of

Applications for Payment and progress reports. Coordinate with the Project Manual table of contents. Provide several line items for principal subcontract amounts, where appropriate.

4. Round amounts to nearest whole dollar; total shall equal the Contract Sum.

5. Provide separate line item in the Schedule of Values for each part of the Work where Applications for Payment may include materials or equipment purchased or fabricated and stored, but not yet installed.

i. Differentiate between items stored on-site and items stores off-site. Include evidence of

insurance or bonded warehousing if required.

6. Provide separate line items on the Schedule of Values for initial cost of materials, for each subsequent stage of completion, and for total installed value of that part of the Work

7. Allowances: Provide a separate line item in the Schedule of Values for each allowance. Show line-item value of unit-cost allowances, as a product of the unit cost, multiplied by measure quantity. Use information indicated in the Contract Documents to determine quantities.

8. Each item in the Schedule of Values and Application for Payment shall be complete. Include total cost and proportionate share of general overhead and profit for each item. i. Temporary facilities and other major cost items that are not direct cost of actual work-in-

place may be shown either as separate line items in the Schedule of Values or distributed as general overhead expense, at Contractor's opinion.

9. Schedule Updating: Update and resubmit the Schedule of Values before the next Applications for

Payment when Change Orders or Construction Change Directives result in a change in the Contract Sum.

1.5 APPLICATIONS FOR PAYMENT

A. Each Application for Payment shall be consistent with previous applications for payment as certified by Engineer and paid by Owner.

i. Initial Application for Payment, Application for payment at a time of Substantial

Completion, and Final Application for Payment involve additional requirements.

B. Payment Application Times: The date for each progress payment is indicated in the Agreement between Owner and Contractor. The period of construction Work covered by each application for payment is the period indicated in the Agreement.

C. Payment Application Times: The date for each progress payment application is indicated in the agreement

D. Payment Application Forms: Use AIA Document G702 and AIA Document G703 Continuation Sheet as

form for applications for payment

E. Application Preparation: Complete every entry on form. Notarize and execute by a person authorized to sign legal documents on behalf of Contractor. Architect will return incomplete applications without action.

i. Entries shall match data on the Schedule of Values and Contractor's Construction Schedule.

Use updated schedules if revisions were made.

01290- 3

ii. Include amounts of Change Orders and Construction Change Directives issued before last day of construction period covered by application.

F. Transmittal: Submit 5 signed and notarized original copies of each Application for Payment to Engineer by a method ensuring receipt within 24 hours. One copy shall include waivers of lien and similar attachments if required.

i. Transmit each copy with a transmittal form listing attachments and recording appropriate

information about applications.

G. Waivers of Mechanic's Lien: With each Application for Payment, submit waivers of mechanic's lien from every entity who is lawfully entitled to file a mechanic's lien arising out of the Contract and related to the Work covered by the payment.

i. Submit partial waivers on each item for amount requested, before deduction for retainage, on each item.

ii. When an application shows completion of an item, submit final full waivers. iii. Owner reserves the right to designate which entities involved in the Work must submit

waivers iv. Waiver delays: Submit each Application for Payment with Contractor's waiver of

mechanic's lien for construction period covered by the application. v. Submit final Application for Payment with or preceded by final waivers from every entity

involved with performance of the Work covered by the application who is lawfully entitled to a lien.

vi. Waiver Forms: Submit waivers of lien on forms, executed in a manner acceptable to Owner.

H. Initial Application for Payment: Administrative actions and submittals that must precede or coincide with submittal of first Application for Payment include the following:

i. List of Subcontractors

ii. Schedule of Values iii. Contractor's Construction Schedule (preliminary not final) iv. Products list v. Submittals Schedule (preliminary not final)

vi. Copies of authorizations and licenses from authorities having jurisdiction for performance of the work

vii. Initial progress report viii. Certificates of insurance policies

ix. Performance and Payment bonds x. Labor Compliance Payroll (LCP Tracker) signed in

xi. Date needed to acquire Owner's insurance

I. Applications for Payment at Substantial Completion: After issuing the Certificate of Substantial Completion, submit an Application for Payment showing 100 percent completion for portion of the Work claimed as substantially complete.

i. Include documentation supporting claim that the Work is substantially complete and a

statement showing an accounting of changes to the Contract Sum ii. This application shall reflect Certificates of Partial Substantial Completion issued

previously for Owner occupancy of designated portions of the Work

J. Final Payment Application: Submit final Application for Payment with releases and supporting documentation not previously submitted and accepted, including, but not limited, to the following:

i. Evidence of Completion of Project closeout requirements

ii. Insurance certificates for products and completed operations where required and proof that taxes, fees, and similar obligations were paid

01290- 4

iii. Update final statement, accounting for final changes to the Contract Sumiv. AIA Document G706 "Contractor's Affidavit of Payment of the Debts and Claims"v. AIA Document G706A "Contractor's Affidavit of Release of Liens"

vi. AIA Document G707 "Consent of Surety to Final Payment"vii. Evidence that claims have been settled

viii. Final meter readings for utilities, a measured record of stored fuel, and similar data as ofdate of Substantial Completion or when Owner took possession of and assumedresponsibility for corresponding elements of the Work.

ix. Final, liquidated damages settlement statement,


PART 3 - EXECUTION (Not Used)

******************************************************************************************** ***END OF SECTION 01290***

01291- 1

SECTION 01291

SCHEDULE OF VALUES


A. Within Fifteen (15) days after the date of the Notice to Proceed, the Contractor shall submit to ENGINEER for acceptance a Schedule of Values that allocates cost to each item of the Work. Schedule of Value list of line items shall correspond to each aspect of the Work, establishing in detail the portion of the Contract Price allocated to each major component of the Work.

B. Upon request of ENGINEER, support values with data that substantiate their correctness.

C. Submit preliminary Schedule of Values to ENGINEER for initial review. CONTRACTOR shall incorporate

ENGINEER’s comments into the Schedule of Values and resubmit to ENGINEER. ENGINEER may require corrections and re-submittal until Schedule of Values is acceptable.

D. Schedule of Values and the Progress Schedule updates specified in section 01320, Progress Schedule, shall be basis for preparing each Application for Payment. Schedule of Values may be used as a basis for negotiating price of changes, if any, in the Work.

E. Include in Schedule of Values unit price payment items with their associated quantity. Provide in the Schedule of Values detailed breakdown of unit prices when required by ENGINEER.

F. Include in Schedule of Values itemized list of Work for each major part of the Contract, for each payment item specified in section 01271, Measurement and Payment, and shall be grouped under the following areas: 1. Item No. 1 – Mobilization 2. Item No. 2 – Traffic Control

G. Requirements for preliminary Schedule of Values and Schedule of Values are:

1. Schedule of Values shall show division of Work between CONTRACTOR and Subcontractors. Line items for Work to be done by Subcontractor shall include the word, “(SUBCONTRACTED)”.

2. Schedule of Values shall include breakdown of costs for materials and equipment, installation, and other costs used in preparing the Bid by CONTRACTOR and each Subcontractor. List purchase and delivery costs for materials and equipment for which CONTRACTOR may apply for payment as stored materials.

3. Include separate amounts for each Specification Section in the Contract Documents by structure, building, and work area.

4. Identify each line item with number corresponding to the associated Specification Section number. List sub-items of major products or systems, as appropriate or when requested by ENGINEER.

5. Sum of individual values shown on the Schedule of Values shall equal the total of associated payment item. Sum of payment item totals in the Schedule of Values shall equal the Contract Price.

6. Include in each line item a directly proportional amount of CONTRACTOR’s overhead and profit. Do not include overhead and profit as separate items(s).

7. Include separate line items under each appropriate payment item for mobilization and demobilization. Document for ENGINEER the activities included in mobilization and demobilization line items.

8. Costs for submittals, operations and maintenance manuals, field testing, and training of operations and maintenance personnel shall be as follows, unless otherwise accepted by ENGINNER.

9. Schedule of Values shall include an itemized list of Work by work area. 10. Submit Schedule of Values on 8.5-inch by 11-inch white paper, using the continuation sheets of the

Application for Payment form specified in Section 00825.

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11. Coordinate Schedule of Values with resource loading and cost loading of the Progress Schedule, in accordance with section 01320, Progress Schedule.

1.2 SUBMITTALS

A. Informational Submittals: Submit the following: 1. Submit to ENGINEER three (3) copies of Schedule of Values. 2. Content of Schedule of Values submittals shall conform to Article 1.1 of this section. 3. Time frames for submittals:

a. Submit preliminary Schedule of Values within time frame specified in the General Conditions.

b. Submittal of the Schedule of Values shall be in accordance with the General Conditions. ENGINEER will not accept Applications for Payment without an acceptable Schedule of Values.

c. When required by ENGINEER, promptly submit updated Schedule of Values to include cost breakdowns for changes in the Contract Price.


PART 3 - EXECUTION (Not Used) ********************************************************************************************

***END OF SECTION 01291***

01320- 1

SECTION 01320

PROGRESS SCHEDULE


A. Scope

1. Within ten (10) days after the date of the Notice to Award, Contractor shall prepare and submit a

Preliminary Construction Schedule in accordance with the General Conditions, Section 00500 Standard Form of Agreement between Owner and Contractor on the Basis of a Stipulated Price, and this Section, unless otherwise accepted by ENGINEER

2. Maintain and update Progress Schedules. Submit updated Progress Schedules as specified in this Section unless otherwise directed by ENGINEER.

3. ENGINEER’s acceptance of the Progress Schedule, and comments or opinions concerning the

activities in the Progress Schedule shall not control CONTRACTOR’S independent judgment relative to means, methods, techniques, sequences, and procedures of construction. CONTRACTOR is solely responsible for complying with the Contract Times.

1.2 CONTENT OF PROGRESS SCHEDULES

A. Progress Schedules shall indicate the following.

1. Delivery dates for materials and equipment to be incorporated into the Work.

2. Dates for beginning and completing each phase of the Work by activity and by trade.

3. Dates for field-testing.

4. Dates corresponding to the Contract Times, and planned completion date associated with each

Milestone (if any), Substantial Completion, and readiness for final payment.

B. Coordinate the Progress Schedule with the Schedule of Submittals. 1.3 PROGRESS SCHEDULE FORMAT

A. Type:

1. Grantt chart prepared using software such as Microsoft Project 2003 or later edition, Primavera Construction Manager, or similar software.

B. Sheet Size: 11x17, unless otherwise accepted by ENGINEER.

C. Time Scale: Indicate first date of each work week.

D. Organization:

1. Indicate on the separate Schedule of Submittals dates for submitting and reviewing Shop Drawings,

Samples, and other submittals.

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2. Group deliveries of materials and equipment into a separate sub-schedule that is part of the Progress Schedule.

3. Group construction into a separate sub-schedule (that is part of the Progress Schedule) by activity. 4. Group critical activities that dictate the rate of progress (the “critical path”) into a separate sub-

schedule that is part of the Progress Schedule. 5. Organize each sub-schedule by Specification Section number. 6. Completion time shall be shown on the schedule. Construction schedule shall also show major

procurement activities including preparation and submittal of shop drawings, product data, fabrication, delivery, as-built drawings, and trench safety plan. A revised construction schedule shall be included with each pay estimate as a condition precedent to approval of each pay application.

7. Revisions to the accepted construction schedule may be made only with written approval of the

Contractor and Owner. Changes in timing for activities which are not on the critical path may be modified with written agreement of the Contractor and Engineer. A change affecting the contract value of any activity, the timing of any activity on the critical path, the completion time shall be submitted to the Engineer for review and approval.

E. Activity Designations: Indicate title and related Specification Section number.

1.4 SUBMITTALS

A. Informational Submittals: Submit the following:

1. Progress Schedule:

a. Submit two (2) copies of preliminary Progress Schedule in accordance with Paragraph 2.05 of the General Conditions within the (10) days of notice to proceed. Submit in accordance with Section 01330, Submittal Procedures.

b. After making revisions in accordance with ENGINEER’s comments on the preliminary Progress Schedule, submit two (2) copies of Progress Schedule in accordance with Paragraph 2.07 of the General Conditions. Submit in accordance with Section 01330, Submittal Procedures.

c. Submit updated Progress Schedule at each progress meeting. If a Progress Schedule

remains unchanged from one progress meeting to the next, submit a written statement to that effect. For monthly Progress Schedule submittals, bring to progress meeting the number of copies of the updated Progress Schedule.

d. Submit each Progress Schedule submittal with letter of transmittal complying with

requirements of Section 01330, Submittal Procedures, and specifically indicating the following:

1) Listing of activities and dates that have changed since the previous Progress

Schedule submittal

2) Discussion of problems causing delays, anticipated duration of delays, and proposed countermeasures.

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PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) *******************************************************************************************


01330- 1

SECTION 01330

SUBMITTAL PROCEDURES


A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 1 Specifications Sections, apply to this section.

1.2 SUMMARY

A. This section includes administrative and procedural requirements for submitting Shop Drawings,

Product Data, Samples, and other miscellaneous submittals.

B. Related Sections include the following:

1. Division 1 Section 01290 "Payment Procedures" for submitting Applications for Payment 2. Division 1Section 01782 "Project Record Documents" for submitting Record Drawings,

Record Specifications, and Record Product Data 1.3 DEFINITIONS

A. Action Submittals: Written and graphic information that requires owner representative's responsive action

B. Informational Submittals: Written information that does not require owner representative's approval.

Submittals may be rejected for not complying with requirements. 1.4 SUBMITTAL PROCEDURES

A. General: Electronic copies of CAD Drawings of the Contract Drawings will not be provided by owner representative for Contractor's use in preparing submittals.

B. Coordination: Coordinate preparation and processing of submittals with performance of

construction activities

1. Coordinate each submittal with fabrication, purchasing, testing, delivery, other submittals, and related activities that require sequential activity

2. Coordinate transmittal of different types of submittals for related parts of the Work so processing will not be delayed because of need to review submittals concurrently for coordination i. owner representative reserves the right to withhold action on a submittal requiring

coordination with other submittals until related submittals are received

C. Processing Time: Allow enough time for submittal review, including time for resubmittals, as follows. Time for review shall commence on Owner Representative's receipt of submittal

1. Initial review: Allow 15> days for initial review for each submittal. Allow additional time

if processing must be delayed to permit coordination with subsequent submittals. owner representative will advise Contractor when a submittal being processed must be delayed for coordination

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2. Concurrent Review: Where concurrent review of submittals by owner's consultants, Owner, or other parties are required, allow 21 days for initial review of each submittal

3. If intermediate submittal is necessary, process it in same manner as initial submittal 4. Allow 15 days for processing each resubmittal 5. No extension of the Contract Time will be authorized because of failure to transmit

submittals enough in advance of the Work to permit processing

D. Identification: Place a permanent label or title block on each submittal for identification

1. Indicate name of firm or entity that prepared each submittal on label or title block 2. Provide a space approximately 4 by 5 inches (100 by 125 mm) on label or beside title block

to record Contractor's review and approval markings and action taken by owner representative

3. Include the following information on label for processing and recording action taken: i. Project Name

ii. Date iii. Name and address of Owner iv. Name and address of Contractor v. Name and address of subcontractor

vi. Name and address of supplier vii. Name of manufacturer

viii. Unique identifier, including revision number ix. Number and title of appropriate Specification Section x. Drawing number and detail references, as appropriate

xi. Other necessary identification

E. Deviations: Highlight, encircle, or otherwise identify deviations from the Contract Documents on submittals

F. Additional Copies: Unless additional copies are required for final submittal, and unless Owner

Representative observes noncompliance with provisions of the Contract Documents, initial submittal may serve as final submittals.

1. Submit one copy of submittal to concurrent reviewer in addition to specified number of

copies to Owner Representative 2. Additional copies submitted

G. Transmittal: Package each submittal individually and appropriately for transmittal and handling.

Transmit each submittal using a transmittal from. Owner Representative will return submittals, without review, received from sources other than the City inspector.

1. On and attached separate sheet, prepared on Contractor's letterhead, record relevant

information, requests for data, revisions other than those requested by owner representative on previous submittals, and deviations from requirements of the Contract Documents, including minor variations and limitations. Include the same label information as the related submittal.

2. Include Contractor's certification stating that information submitted complies with the requirements of the Contract Documents

3. Transmittal Form: Use AIA Document G810 4. Transmittal Form: Provide locations on form for the following information:

i. Project Name

ii. Date iii. Destination (To:) iv. Source (From:)

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v. Names of Subcontractor, manufacturer, and supplier vi. Category and type of Submittal

vii. Submittal purpose and description viii. Submittal and transmittal distribution record

ix. Remarks x. Signature of transmitter

H. Distribution: Furnish copies of final submittals to manufacturers, subcontractors, suppliers, fabricators, installers, authorities having jurisdiction, and other necessary for performance of construction activities. Show distribution on transmittal forms.

I. Use for Construction: Use only final submittals with mark indicating action taken by owner

representative/engineer in connection with construction.

PART 2 - PRODUCTS 2.1 ACTION SUBMITTALS

A. General: Prepare and Submit Action Submittals required by individual Specification Sections.

1. Number of Copies: Submit five copies of each submittal, unless otherwise indicated.

owner representative will return three, minimum copies. Mark up and retain one returned copy as a Project Record Document.

2. Number of copies: Submit copies of each submittal, as follows, unless otherwise indicated: i. Initial Submittal: Submit a preliminary single copy of each submittal where

selection of options, color, pattern, texture, or similar characteristics is required. owner representative will return submittal with options selected.

B. Product Data: Collect information into a single submittal for each element of construction and type

of product or equipment.

1. If information must be specially prepared for submittal because standard printed data are nor suitable for use, submit as Shop drawings, not as Product Data.

2. Mark each copy of each submittal to show which products and options are applicable 3. Include the following information, as applicable:

i. Manufacturer's written recommendations

ii. Manufacturer's product specifications iii. Manufacturer's installation instructions iv. Standard color charts v. Manufacturer's catalog cuts

vi. Wiring diagrams showing factory-installed wiring vii. Printed performance curves

viii. Operational range manuals ix. Mill Reports x. Standard product operating and maintenance manuals

xi. Compliance with recognized trade association standards xii. Compliance with recognized testing agency standards

xiii. Application of testing agency labels and seals xiv. Notation of coordination requirements

C. Shop drawings: Prepare Project-specification information, drawn accurately to scale. Do not base

Shop Drawings on reproductions of the Contract Documents or standard printed data.

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1. Preparation: Include the following information, as applicable:

i. Dimensions ii. Identification of Products

iii. Fabrication and installation drawings iv. Roughing-in and setting diagrams v. Wiring diagrams showing field installed wiring, including power, signal, and

control wiring vi. Shopwork manufacturing instructions

vii. Templates and patterns viii. Schedules

ix. Design calculations x. Compliance with specified standards

xi. Notion of coordination requirements xii. Notation of dimensions established by field measurement

2. Wiring Diagrams: Differentiate between manufacturer installed and field installed wiring 3. Sheet Size: Except for template, patterns, and similar full-size drawings, submit Shop

Drawings on sheets at least 8-1/2 by 11 inches (215 by 280 mm) but no larger than 30 by 40 inches (750 by 1000 mm)

4. Number of Copies: Submit five blue- or black-line prints of each submittal, unless prints are required for operation and maintenance manuals. Submit five prints where prints are required for operation and maintenance manuals. Architect will retain two prints; remainder will be returned. Mark up and retain one returned print as Project Record Drawing.

5. Number of copies: Submit copies of each submittal. as follows: i. Initial Submittal: Submit one correctable, translucent, reproducible print and one

blue- or black-line print. Architect will return the reproducible print.

D. Samples: Prepare physical units of materials or products, including the following:

1. Samples for Initial Selection: Submit manufacturer's color charts consisting of units or sections of units showing the full range of colors, textures, and patterns available.

2. Samples for Verification: Submit full size units or samples of size indicated, prepared from the same material to be used for the Work, cured and finished in manner specified, and physically identically with the product proposed for use, and that show full range of color and texture variations expected. Samples include, but are not limited to the following: partial sections of manufactured or fabricated components; small cuts or containers of materials; complete units repetitively used materials; swatches showing color, texture, and pattern; color range sets; and components used for independent testing and inspection.

3. Preparation: Mount, display, or package Samples in manner specified to facilitate review of qualities indicated. Prepare Samples to match owner 's sample where so indicated. Attached label on unexposed side that includes the following: i. Generic description of Sample

ii. Product Name or name of manufacturer iii. Sample Source

4. Additional Information: On an attached separate sheet, prepared on Contractor's letterhead, provide the following: i. Size limitations

ii. Compliance with recognized standards iii. Availability iv. Delivery time

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5. Submit Samples for review of kind, color, pattern, and texture for a final check of these characteristics with other elements and for a comparison of these characteristics between final submittal and actual component as delivered and installed. i. If variation in color, pattern, texture, or other characteristics ins inherent in the

product represented by a Sample, submit at least one sets of paired units approximate limits of the variations

ii. Refer to individual Specification Sections for requirements for Samples that illustrate workmanship, fabrication techniques, details of assembly, connections, operations, and similar construction characteristics.

6. Number of Samples for Verification: Submit two sets of Samples. Architect will retain one Sample sets; remainder will be returned. Mark up and retain one returned Sample set as Project Record Sample i. Submit a single Sample where assembly details, workmanship, fabrication

techniques, connections, operation, and other similar characteristics are to be demonstrated

7. Disposition: Maintain sets of approved Samples at Project site, available for quality-control comparisons throughout the course of construction activity. Sample sets may be used to determine final acceptance of construction associated with each set. i. Samples that may be incorporated into the Work are indicated in individual

Specification Sections. Such samples must be in undamaged condition at time of use

ii. Samples not incorporated into the Work, or otherwise designated as Owner's property, are the property of Contractor.

E. Product Schedule or List: Prepare a written summary indicating types of products required for the

Work and their intended location. Include the following information in tabular form:

1. Type of product. Include unique identifier for each product 2. Number and name of room or space 3. Location within room or space

F. Application for Payment: Comply with requirements in Division 1 Section 01290 "Payment

Procedures"

G. Schedule of Values: Comply with requirements in Division 1 Section 01290 " Payment Procedures"

H. Subcontractor List: Prepare a written summary identifying individuals or firms proposed for each portion of the Work, including those who are to furnish products or equipment fabricated to a special design. [Use CSI Form 1.5A] Include the following information in a tabular form:

1. Name, address, and telephone number of entity performing subcontract or supplying

products 2. Number and title of related Specification Section(s) covered by subcontract 3. Drawing number and detail references, as appropriate, covered by subcontract

2.2 INFORMATIONAL SUBMITTALS

A. General: Prepare and Submit Informational Submittals required by other Specification Sections

1. Number of copies: Submit two copies of each submittal, unless otherwise indicated. Architect will not return copies

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2. Certificates and Certifications: Provide a notarize statement that includes signature of entity responsible for preparing certification. Certificates and certifications shall be signed by an officer or other individual authorized to sign documents on behalf of that entity.

B. Qualification Data: Prepare written information that demonstrates capabilities and experience of

firm or person. Include list of completed projects with project name and addresses, name and addresses of architects and owners, and other information specified.

C. Product Certificates: Prepare written statements on manufacturer's letterhead certifying that

products complies with requirements

D. Welding Certificates: Prepare written certification that welding procedures and personnel comply with requirements. Submit record of Welding Procedure Specification (WPS) and Procedure Qualification Record (PQR) on AWS forms. Include names of forms and personnel certified.

E. Installer Certificates: Prepare written statements on manufacturer's letterhead certifying that

Installer complies with requirements and, where required, is authorized for this specific Project.

F. Manufacturers Certificates: Prepare written statements on manufacturer's letterhead certifying that manufacturer complies with requirements

G. Material Certificates: Prepare written statements on manufacturer's letterhead certifying that

material complies with requirements.

H. Material test Reports: Prepare reposts written by a qualified testing agency, on testing agency's standard form, indicating and interpreting test results of material for compliance with requirements.

I. Preconstruction Test Reports: Prepare reports written by a qualified testing agency, on testing

agency's standard form, indicating and interpreting results of tests performed before installation of product, for compliance with performance requirements.

J. Compatibility Test Reports: Prepare reports written by a qualified resting agency, on testing

agency's standard form, indicating and interpreting results of compatibility tests performed before installation of product. Include written recommendations for primers and substrate preparation needed for adhesion.

K. Field Test Reports: Prepare reports written by a qualified testing agency, on testing agency's

standard form, indicating and interpreting results of field tests performed either during installation of product or after product's installed in its final location, for compliance with requirements.

L. Product Test Reports: Prepare written reports indicating current products produced by manufacturer

complies with requirements. Base reports on evaluation of tests performed by manufacturer and witnessed by a qualified testing agency, or on comprehensive test performed by a qualified testing agency.

M. Research/Evaluation Reports: Prepare written evidence, from a model code organization acceptable

to authorities having jurisdiction, that product complies with building code on effect for Project. Include the following information: 1. Name of evaluation Organization 2. Date of evaluation 3. Time period when report is in effect 4. Product and manufacturers' names 5. Description of product 6. Test procedures and results 7. Limitation of use

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N. Maintenance Data: Prepare written and graphic instructions and procedures for operation and

normal maintenance of products and equipment. O. Design Data: Prepare written and graphic information, including but not limited to, performance

and design criteria, list of applicable codes and regulations, and calculations. Include load diagrams if applicable Provide name and version of software, if any, used for calculations. Include page numbers.

P. Manufacturer's Instructions: Prepare written or published information that documents

manufacturer's recommendations, guidelines, and procedures for installing or operating a product or equipment. Include name of product and name, address, and telephone number of manufacturer. Include the following, as applicable: 1. Preparation of substrates 2. required substrate tolerances 3. Sequence of installation or erection 4. Required installation tolerances 5. Required adjustments 6. Recommendations for cleaning and protection

Q. Manufacturer's Field Reports: Prepare written information documenting factory-authorized service

representative's tests and inspections. Include the following, as applicable: 1. Name, address, and telephone number of factory-authorized service representative making

report 2. Statement on condition of substrates and their acceptability for installation of product 3. Statement that products at Project site comply with requirements 4. Summary of installation procedures being followed, whether they comply with

requirements and, if not, what corrective action was taken 5. Results of operational and other tests and statement of whether observed performance

complies with requirements 6. Statement whether conditions, products, and installation will affect warranty 7. Other required items indicated in individual Specifications Sections.

R. Insurance Certificate Bonds: Prepare written information indicating current status of insurance or

bonding coverage. Include name of entity covered by insurance or bond, limits of coverage, amounts of deductibles, if any, and term of the coverage.

S. Material Safety Data Sheets: Submit information directly to owner representative.

PART 3 - EXECUTION 3.1 CONTRACTOR'S REVIEW

A. Review each submittal and check for compliance with the Contract Documents. Note corrections and field dimensions. Mark with approval stamp before submitting to owner representative.

B. Approval Stamp: Stamp each submittal with a uniform, approval stamp. Include Project name and

location, submittal number, Specification Section title and number, name of reviewer, date of Contractor's approval, and statement certifying that submittal has been reviewed, checked, and approved for compliance with the Contract Documents.

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3.2 OWNER REPRESENTATIVE'S ACTION

A. General: owner representative will not review submittals that do not bear Contractor's approval stamp and will return them without action

B. Action Submittals: owner representative will review each submittal, make marks to indicate

corrections or modifications required, and return it. owner representative will stamp each submittal with an action stamp appropriately to indicate action taken, as follows:

C. Informational Submittals: owner representative will review each submittal to appropriate party. D. Submittals not required by the Contract Documents will not be reviewed and may be discarded.

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SECTION 01412

STORM WATER POLLUTION PREVENTION PLAN AND PERMIT


A. CONTRACTOR shall comply with the Project’s TPDES Permit. CONTRACTOR shall be a co-permittee with OWNER and is responsible for providing necessary materials and taking appropriate measures to comply with requirements of the permit and minimize pollutants in storm water runoff from the Site.

B. Documents: The following are part of the Work included under this Section:

1. The Contractor shall have the responsibility to comply with all the necessary requirements for the

Federal Register dated, September 9, 1992, Volume 57, No. 175- FINAL NPDES GENERAL PERMITS FOR STORM DISCHARGES FROM CONSTRUCTION SITES (or latest revision thereof). The Contractor shall file the Notice of Intent (NOI) as required, a minimum of 2 days prior to commencement of any construction. The required STORM WATER POLLUTION PREVENTION PLAN (SWPPP) shall be developed for the project by the Contractor as required in the above mentioned document. The SWPPP shall be kept at the work site and updated as work progresses.

2. The Contractor shall maintain adequate drainage within and through work areas. Earth dam drainage will not be permitted in paved areas. Temporary dams of sandbags, asphaltic concrete or other acceptable materials will be permitted when necessary to protect the work and/or the public, provided such use does not create a hazard or nuisance to the public. Such dams shall be removed from the site as soon as their use is no longer necessary.

3. SWPPP Revisions: Prepared by CONTRACTOR and submitted to OWNER. At minimum,

CONTRACTOR shall file a SWPPP Revision prior to starting Work at the Site, and as required by authorities having jurisdiction. SWPPP Revision shall include CONTRACTOR’s proposed temporary means for storm water control during all phases of the Work and include plans for storm water conveyance and retention, as applicable. Coordinate with excavation plan submittals required in Division 2 of the Specifications. Should CONTRACOTR propose deviations to the SWPPP included in the Contract Documents, or if Project-specific modifications of the SWPPP are required to conform to field conditions, CONTRACTOR shall provide additional SWPPP Revisions as necessary, in accordance with requirements of authorities having jurisdiction and applicable permits. SWPPP Revisions shall use the SWPPP Revision form included in this Section, with supporting documents attached as required, or forms provided by authorities having jurisdiction. SWPPP Revisions that do not comply with the Contract Documents and are not required by authorities having jurisdiction will be regarded as substitutions, in accordance with the General Conditions and substitution procedures in the Specifications.

4. Storm Water Certification Statement: To be provided by CONTRACTOR to OWNER on the form

included with this Section, or on a form provided by authority having jurisdiction. Do not perform Work at the Site until the Storm Water Certification has been submitted to OWNER.

5. Notice of Intent (NOI): Prepared by CONTRACTOR and submitted to authorities having

jurisdiction following OWNER’s receipt and acceptance of CONTRACTOR’s SWPPP Revision and preliminary Progress Schedule. NOI will be filed with authorities having jurisdiction by CONTRACTOR within ten days of OWNER’s acceptance of CONTRACTOR’s SWPPP Revision and preliminary Progress Schedule. Do not perform Work at Site until NOI is submitted to authorities having jurisdiction.

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6. Co-permittee Agreement: Prepared by CONTRACTOR using forms included with the SWPPP, and submitted to OWNER within five days of the date the Contract Times commence running, for signature by OWNER. OWNER will file co-permittee agreement with authorities having jurisdiction. Do not perform Work at the Site until co-permittee agreement is submitted to authorities having jurisdiction.

7. Storm Water Inspection Report: Prepared by OWNER’s Resident Project Representative (RPR)

using the form included with this Section, or a form provided by authority having jurisdiction. Storm water inspection reports will be filed in a log book kept at the Site by ENGINEER. Copy of each report will be furnished to CONTRACTOR upon request. Storm water inspection report will be completed for each of the following:

a. Pre-construction: After placement of storm water management measures, including

sediment and erosion controls, and temporary field offices and other temporary facilities, prior to starting other Work at Site.

b. During the Work: Every seven days until Notice of Termination is completed. When the Site is stabilized relative to storm water, erosion, and discharge of sediment, inspection frequency during temporary shutdowns and seasonal shutdowns is once per month until Notice of Termination is completed.

c. Final: Final inspection report will be prepared prior to completion of Notice of

Termination. 8. Notice of Termination (NOT): Prepared by CONTRACTOR on the form included with storm

water permit and provided to OWNER for review and signature. OWNER will submit the NOT to authority having jurisdiction. Submit the NOT following completion of all Work that may result in pollution in storm water discharges, including landscaping Work. Final Payment will not be made until the NOT is filed with authority having jurisdiction.

C. Prevent discharge of sediment to and erosion from the Site to surface waters, drainage routes, public streets

and rights-of-way, and private property, including dewatering operations. Prevent trash and demolition and construction debris from leaving the Site via storm water runoff. Provide berms, dikes, and other acceptable methods of directing storm water around work areas to drainage routes. Prior to starting the Work associated with such discharge, construction-related discharges to publicly owned conveyance or treatment systems shall be approved by owner of system to which the discharge will be directed.

D. Do not cause or contribute to a violation of water quality standards, Laws, or Regulations. Notify OWNER of revisions to the SWPPP necessary to protect receiving water quality and comply with applicable permits. Provide and implement measures to control pollutants in storm water runoff from the Site to prevent:

1. Turbidity increases that will cause a substantial visible contrast to natural conditions.

2. Increase in suspended, colloidal, and settleable solids that would cause sediment deposition or

impair receiving water quality and use.

3. Presence of residue from oil and floating substances, visible oil, and globules of grease.

E. CONTRACTOR shall pay civil penalties and other costs incurred by OWNER, including additional engineering, RPR, and inspection services, associated with non-complying with applicable permits related to storm water discharges associated with construction activity and sediment and erosion controls associated with the Work.

F. Contract Price includes all material, labor, and other permits and incidental costs related to:

1. Preparing SWPPP Revisions and other documents that are CONTRACTOR’s responsibility, in accordance with this Section.

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2. Installing and maintaining structural and non-structural items used in complying with the SWPPP and its revisions.

3. Clean-up, disposal, and repairs following wet weather events or spills caused by CONTRACTOR.

4. Implementing and maintaining “best management practices”, as defined in applicable permits and

Laws or Regulations, to comply with requirements that govern storm water discharges at the Site.

5. Inspections of storm water, sediment, and erosion controls as specified.

G. Coordinate requirements of this Section with requirements for earthwork, erosion control, and landscaping in the Contract Documents, applicable permit requirements, and Laws and Regulations.

H. Implement SWPPP controls and practices prior to starting other Work at the Site. Each contractor and subcontractor identified in the SWPPP and SWPPP Revisions shall sign a copy of the storm water certification statement.

1.2 QUALITY ASSURANCE

A. Regulatory Requirements: Comply with Laws and Regulations relative to environmental protection and restoration, including:

1. Storm water permit applicable to the Work and Site.

2. State and local erosion and sediment control guidelines and requirements.

3. State and local storm water regulations and guidance.

1.3 SUBMITTALS

A. Informational Submittals: Submit the following:

1. Submit the following, in accordance with Article 1.1 and Article 1.4 of this Section; for Projects involving Work at multiple Sites, submit each of the following for each Site, as applicable:

a. SWPPP Revisions.

b. Co-permittee Agreement.

c. Storm Water Certification Statement.

d. Notice of Termination.

2. Approval to Discharge to Publicly-owned Treatment Works: For storm water discharges

associated with construction activity that are discharged to a publicly owned conveyance or treatment system, prior to commencing discharges, submit system owner’s written approval for such discharges.

3. Storm Water Site Plan Updates: Within three days after each storm water inspection, submit

updated storm water site plan.

1.4 SWPPP REVISIONS

A. CONTRACTOR shall prepare a SWPPP Revision in accordance with the Project’s storm water permit when:

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1. There is a significant change in design, construction, operation, or maintenance of the Project that significantly affects the potential of discharging pollutants to Waters of the United States, and has not otherwise been addressed in the SWPPP.

2. SWPPP proves to be ineffective relative to:

a. Eliminating or significantly minimizing pollutants from sources identified in the SWPPP required by this permit, or

b. Achieving general objectives of controlling pollutants in storm water discharges form permitted construction activity.

3. Prepare and submit SWPPP Revision identifying contractors and subcontractor responsible for

implementing part of the SWPPP

PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION 3.1 INPECTIONS AND REPAIRS

A. Perform Site inspection and assessments as required in applicable storm water permit and this Section. Inspections and assessments shall be done by CONTRACTOR’s site superintendent or project manager, together with OWNER’s RPR.

B. Inspections: 1. During the Work, Site inspections shall be performed:

a. After SWPPP controls are provided and prior to starting other Work at the Site.

b. During the Work: Every seven days until Notice or Termination is completed. When the Site is stabilized relative to storm water, erosion, and discharge of sediment, inspection required frequency during temporary shutdowns and seasonal shutdowns is once per month until Notice of Termination is completed.

c. Prior to CONTRACTOR submitting the Notice of Termination.

2. During each inspection, verify sediment control practices and record approximate degree of

sediment accumulation as percentage of acceptable sediment storage volume; inspect erosion and sediment control practices and record maintenance performed; observe and record deficiencies relative to implementation of the SWPPP. RPR or OWNER will complete Storm Water Inspection Reports and CONTRACTOR shall record and submit the following.

a. Storm Water Site Plan: On a copy of the Site plan included in the Contract Documents or

other map of the Site acceptable to OWNER, indicate extent of all disturbed areas and drainage pathways. Indicate areas expected to undergo initial disturbance or significant site work within the next fourteen days.

b. Indicate on storm water site plan areas of Site that have undergone temporary or permanent stabilization.

c. Indicate on storm water site plan all disturbed areas that have not undergone active site Work during the previous fourteen days.

01412 - 5

C. Maintain at the Site a copy of storm water site plans from storm water inspection submit each storm water map to OWNER and RPR. RPR will maintain at the Site a log book with a copy or each Storm Water Inspection Reports.

D. Cooperate with representatives of authorities having jurisdiction during periodic visits to Site, and promptly provide information requested by authorities having jurisdiction.

E. Complete repairs to SWPPP controls in accordance with applicable requirements and to satisfaction of OWNERS within two calendar days of each inspection.

3.2 ATTACHMENTS

A. The documents listed below, following the “End of Section” designation, are part of this Specification Section. Notice of intent (NOI) form, Co-permittee Agreement form, and Notice of Termination (NOT) form are included with storm water permit. 1. Storm Water Inspection Report form (two pages).

2. Storm Water Permit Certification form (one page).

3. SWPPP Revision Form (one page). 4. Storm Water Permit ((--1--) pages). 5. Sediment and Erosion Control Permit ((--2--) pages).

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SECTION 01414

EARTHMOVING PERMIT AND DUST CONTROL


A. Scope: 1. CONTRACTOR shall obtain, pay for, and comply with permits required for earthmoving and dust-

generating operations related to the Work, and develop and comply with provisions of dust control. 2. Provide necessary labor, materials, equipment, and incidentals to: apply sufficient dust suppressants;

properly clean all track-out areas to driveways, roadways, and highways; and provide adequate physical stabilizations of soils to comply with earthmoving permits and accepted dust control plan. Control fugitive dust generation from CONTRACTOR’s operations including the following area: a. Construction areas. b. Vehicle and equipment parking areas. c. Material and equipment storage areas. d. Site office, trailer, and staging areas. e. Haul and access roadways. f. Track-out areas. g. Other areas where CONTRACTOR will work, store materials or equipment, or park vehicles and

equipment. 3. Do not cause or allow dust-generating operations, earthmoving operations, use of property, or other

operations that result in fugitive dust emissions that exceed limits prescribed by authorities having jurisdiction.

4. Pay fines and civil penalties incurred by OWNER because of CONTRACTOR’s actions or violations or earthmoving permits and dust control plan.

B. Post copy of earthmoving permits and accepted dust control plan at conspicuous location at the Site.

C. Recordkeeping:

1. Maintain daily written log to record the actual application of implementation of reasonably available control measures (RACM) described in the accepted dust control plan.

2. Maintain the written log and supporting documentation at the Site, and submit copies to ENGINEER or OWNER upon request.

3. Retain copies of dust control plan, RACM implementation records, and supporting documentations for at least three years after Substantial Completion.

1.2 SUBMITTALS

A. Informational Submittals: Submit the following: 1. Dust Control Plan: In accordance with Article 1.3 of this Section. Submit within the earlier of 30 days

after the Contract Times commence running or prior to commencing earth-disturbing operations at the Site.

2. Earthmoving Permit: Submit copy of permits obtained from authorities having jurisdiction, within seven days following obtaining such permits. Do not commence earthmoving operations at the Site until required permits are obtained.

3. Daily Logs and RACM Records: Submit upon request of OWNER or ENGINEER. 4. Field Quality Control Submittals: When opacity monitoring is required, submit results no later than

two business days following completion of observations.

01414 - 2

1.3 DUST CONTROL PLAN

A. Develop and submit to ENGINEER and OWNER a dust control plan that shall include the following: 1. Names, address, and telephone number of person(s) responsible for preparing and overseeing

implementation of dust control plan. Designate one person responsible for overseeing implementation of dust control plan for the Project.

2. Name(s), address(es), and telephone number(s) of person(s) responsible for dust generating operations. 3. Site plan delineating total area of land surface to be disturbed. Delineate each area of phased

disturbances if applicable. 4. Total disturbed arear in acre; earthmoving and dust-generating operations and activities to be

performed at the Site; actual and potential sources of fugitive dust emissions; and delivery, transportation, and storage areas for the Site, including types of materials stored and appropriate size of material stockpiles.

5. Description of reasonably available control measures (RACM) to be implemented during dust-generating operations at actual and potential sources of fugitive dust.

6. Description of dust suppressants to be used including product data and material safety data sheets (MSDS); method, frequency, and intensity of application; type, number, and capacity of application equipment; and certifications related to the suppressant’s appropriate and safe use. Calcium chloride is not allowed.

7. Description of specific surface treatment(s) or RACM proposed for controlling material deposition along paved surfaces (e.g., “track-out”) where unpaved Site surfaces or Site access points meet paved surfaces.

8. As contingency measure, designate and include description of at least one alternative RACMN for each actual and potential fugitive dust source.

PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION 3.1 FIELD QUALITY CONTROL

A. Monitoring 1. Upon direction of OWNER or ENGINEER, obtain opacity observations for visible emissions of

fugitive dust in accordance with: a. USEPA Method 9, Visual Determination of Opacity of Emissions from Stationary Sources

(Emission Measurement Technical Information Center Test Method 009). b. Obtain opacity observations from at least six locations at downwind perimeter of the Site during

construction operations. Submit written report of observations. c. Opacity observations shall be by person trained and experienced with the method specified. d. No additional compensation or time will be authorized for opacity observations.

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


01415-1

SECTION 01415

CONFINED SPACE ENTRY PLAN PART 1 – GENERAL 1.1 DESCRIPTION

A. Scope:

1. OWNER has determined that portions of the Site may constitute confined spaces or permit-required confined spaces, as defined in this Section.

2. CONTRACTOR shall provide appropriate measures, including labor, supervision, equipment,

protective devices, and incidentals, to protect the health and safety of personnel at the Site relative to confined spaces, and who may be affected by the Work in confined spaces including, without limitation: employees and agents of CONTRACTOR, Subcontractors, Suppliers, OWNER, ENGINEER, and ENGINEER’s consultants, while engaged in performance of their respective duties at Site.

3. Comply with requirements of OWNER’s confined space entry program, if any.

1.2 TERMINOLOGY

A. The following words or terms are not defined but, when used in this Section, have the following meaning:

1. “Confined spaces” are areas on or about the Site as defined in 29 CFR 1910.146(b) and 29 CFR

1926.21(b)(6). Confined spaces include, but are not limited to: storage tanks, process vessels, bins, boilers and similar spaces; ventilation or exhaust ducts and stacks; manholes, underground utility vaults and chambers, sewers, pipelines, tunnels; and open-topped spaces greater than four feet deep, such as pits, tubs, vaults, and vessels.

2. “Entry permit” means the written or printed document provided by the employer of personnel

entering permit-required confined space, to allow and control entry into permit-required confined space and that contains the information specified in 29 CFR 1926.146(f).

3. “Permit-required confined space” means confined space as defined in 29 CFR 1926.146(b) and

that has one or more of the following characteristics:

i. Contains or has potential to contain a hazardous atmosphere. ii. Contains material that has potential for engulfing an entrant.

iii. Has internal configuration such that an entrant could be trapped or asphyxiated by inwardly converging walls or floors, or by floor that slopes downward and tapers to a smaller cross-section.

iv. Contains other recognized serious safety or health hazard.

4. “Hot work permit” means the written authorization of employer of personnel entering a confined space to perform operations, such as riveting, welding, cutting, burning, and heating, capable of providing a source of ignition.


A. Regulatory Requirements: Comply with Laws and Regulations related to protecting personnel working in or entering confined spaces, including:

01415-2

1. Code of Federal Regulations (CFR), Title 29, Part 1910, Occupational Safety and Health Standards.

2. CFR, Title 29, Part 1926, Safety and Health Regulations for Construction.

1.4 SUBMITTALS

A. Informational Submittals: If acceptable, written response for Informational Submittals required in this Section will not be returned to CONTRACTOR. Submit the following to OWNER; if submittals under this Section are furnished to ENGINEER, ENGINEER will forward all submittals under this Section to OWNER without review.

1. Procedures: Site-specific confined space entry plan, submitted upon request of OWNER.

2. Permits and Reports: For each time personnel enter a confined space, copies of completed

permits required for confined space entry, and completed confined space data sheets, submitted upon request of OWNER.

1.5 CONFINED SPACE ENTRY PLAN

A. Prepare Site-specific confined space entry plan which shall be incorporated into CONTRACTOR’s Site-specific health and safety plan. Maintain copy of the confined space entry plan at the Site for access by employees, OWNER and authorities having jurisdiction. Confined space entry plan shall include:

1. Results of CONTRACTOR’s Site-specific hazard assessment to identify confined spaces that

are permit-required confined spaces, including list of all such spaces that will be accessed for the Work. Update the list as required throughout the Project.

2. Requirements for safeguarding access to, and restricting non-permitted personnel from access to, permit-required confined spaces during the Work.

3. Project-specific procedures to be followed when entering or accessing permit-required confined spaces.

4. Documentation of training provided to each person that will enter, or work in conjunction with entry to, permit-required confined spaces

5. Update the plan by adding copies of permits issued and records of entry to permit-required confined spaces, as required in Article 1.6 of this Section.

1.6 CONFINED SPACE SAFETY

A. Personnel entering confined space shall be trained in accordance with 29 CFR 1926.21 (b)(6) and 29 CFR 1910.146(g).

B. Comply with 29 CFR 1910.146 and requirements of authorities having jurisdiction.

C. Recordkeeping: Using the example forms attached to this Section, or other forms required by

CONTRACTOR, OWNER, or authority having jurisdiction, issue for each instance of access to permit-required confined space, completed permit(s) and complete associated data sheet. File completed permits and data sheets in the Site-specific confined space entry plan, and submit in accordance with Article 1.4 of this Section. 1. Permit for entry to permit-required confined space(s).

01415-3

2. Permit for hot work in permit-required confined space(s). 3. Complete confined space data sheet.

PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION 3.1 SUPPLEMENTS

A. The example forms listed below, following the “End of Section” designation, are part of this Specification Section:

1. “Confined Space Data Sheet” (one page).

2. “Confined Space Entry Permit (two pages).

3. “Confined Space Hot Work Permit” (one page).

01415-4

CONFINED SPACE DATA SHEET

Name of Confined Space:

____________________

Location of Confined Space:

____________________

Contractor/Subcontractor Accessing Confined Space:

____________________

___________________________

PRE-ENTRY SYSTEM CONTROL Check Mechanical: Isolate, lockout and de-energize to zero potential energy. Engulfment: Blank/block/cap/bleed off lines. Lock out gates, valves, pumps. Electrical: Lockout/Tag-out Inerting: Flush/Purge/Vent Special Precautions: ____________________ ___________________________ ATMOSPHERE Date of Last-measured Values:

Oxygen Explosive H2S/Toxic CO Date/Time Completed Initials

Permissible Range 19.5%-23.5% < 10% LFL < 10 ppm H2S < 35 ppm -- --

Last Measured

Values This Entry

SITE AND PERSONAL SAFETY (check if required, list type where applicable) Personal Protective Equipment: Safety Harness . Life Lines . Hard Hats . Fall Protection . Retrieval . Eye . Ear . Face . Hand . Foot . Respiratory (type) . Clothing (type) Other: ________________________________________ Rescue and Emergency Equipment: Retrieval Equipment . Fire Extinguishers . Radios/Telephone . Ladder . Other Equipment on Standby for Rescue Personnel ________________________________________ Site Safety:

01415-5

Explosion-Proof Lighting . Barriers/Shield/Barricades (type) . Postings/Flagging . Other ____________________ List specific equipment isolated, de-energized, and locked out. __________________

01415-6

CONFINED SPACE ENTRY PERMIT ENTRY TEAM Contractor/Subcontractor Accessing Confined Space: Facility: ______________ Specific Confined Space Being Entered: Purpose of Entry (describe the work to be done): ________________________________________ Date: Time: Expected Job Duration (days/hours): Entry Supervisor: Designated Attendant: Authorized/Qualified Entrants: _______ _______ Entry Team Rotation:

Date: Time: Entry Supervisor: Designated Attendant: ______________ Authorized/Qualified Entrants: ___

Entry Team Rotation:

Date: Time: Entry Supervisor: Designated Attendant: _______ Authorized/Qualified Entrants:

_______ _______ Communication Procedures: Entry Team:

____________________ _____________________________________________________________________________________

__ ______________________________________________________________________________________ Standby/Rescue Personnel: Sign Offs:

Person Authorizing This Entry:

Entry Supervisor:

______________

01415-7

Person Terminating Permit: Date: Time:

_______

Distribution to: ___________ ______

Attach to this permit a list of rescue and emergency services that can be summoned and the means (such as the equipment to use and the numbers to call) for summoning those services.

01415-8

Confined Space Entry Permit (PAGE 2 of 2)

PRE-ENTRY SYSTEM CONTROL Check Date/Initials Mechanical: Isolate, lockout and de-energize to zero potential energy. Completed Engulfment: Blank/block/cap/bleed off lines. Lock out gates, valves, pumps. Completed Electrical: Lockout/Tag-out Completed Inerting: Flush/Purge/Vent Completed Special Precautions: ______________ ________________________________________ ATMOSPHERE - Tested by portable atmospheric monitor with audible and visual alarms. No one will enter a space with an unsafe atmosphere without approval from the Division Superintendent/Assistant Superintendent.

Oxygen Explosive H2S/Toxic CO Date/Time Completed Initials

Permissible Range 19.5%-23.5% < 10% LFL < 10 ppm H2S < 35 ppm -- --

Pre-Entry

Post Ventilation

Continuous

Continuous

Continuous

Ventilation Used (circle one): Mechanical Natural Special Precautions: (See Confined Space Data Sheet) _________________________________ SITE AND PERSONAL SAFETY (check if required, list type where applicable)

Personal Protective Equipment: Safety Harness . Life Lines . Hard Hats . Fall Protection . Retrieval . Eye . Ear . Face . Hand . Foot . Respiratory (type) . Clothing (type) . Other: __________________________________

Rescue and Emergency Equipment: Retrieval Equipment . Fire Extinguishers . Radios/Telephone . Other . Equipment on Standby for Rescue Personnel ____________________

01415-9

Site Safety: Explosion-Proof Lighting . Barriers/Shield/Barricades (type) . Postings/Flagging . Other _____________. List specific equipment isolated, de-energized, and locked out. _____________________

01415-10

CONFINED SPACE HOT WORK PERMIT

Contractor/Subcontractor Accessing Confined Space for Hot Work: ____________________ Facility: ______________ Specific Confined Space Being Entered: ____________________ Date: Time: ______________ Expected Job Duration (days/hours): ______________ Purpose of Entry (describe the work to be done): ________________________________________________________ Explain Why Work Cannot be Done Outside of the Confined Space: ________________________________________________________________________ Safety Equipment Required: Fire Extinguishers: Yes No Number Type Respirators: Yes No Number Type Other Equipment: ______________ ______________ Authorizing Supervisor: Print Name Signature Date Signed

01415-10

************************************************************************************** *** END OF SECTION 01415***

01452-1

SECTION 01452 TESTING LABORATORY SERVICES

PART 1 – GENERAL 1.1 DESCRIPTION

A. CONTRACTOR shall employ and pay for an independent testing laboratory to perform specified services. Laboratory selected shall be subject to approval by ENGINEER.

B. Inspection, sampling and testing shall be as specified in the Specifications including but not limited to:

1. Section 02316, Earthwork. 2. Section 03300, Cast-in-Place Concrete, for concrete tests. 3. Other tests in the Contract Documents that are not specifically assigned to others.


A. Qualifications: 1. Testing Laboratory:

a. Comply with applicable requirements of ASTM E329, Specification for Agencies Engaged in Construction Inspection and/or Testing.

b. Laboratory shall be authorized to operate in the same state as the Site. Where applicable, laboratory shall be certified by the authority having jurisdiction for the types of testing required.

c. Testing equipment used by laboratory will be calibrated at maximum twelve month intervals by devices of accuracy traceable to either NIST’s Standard Reference Materials (SRM), ISO 17025, General Requirements for the Competence of Testing and Calibration Laboratories, or certified by state or local bureau of weights and measures, or values of natural physical constants generally accepted in the engineering and scientific community.

1.3 SUBMITTALS

A. Informational Submittals: Submit the following: 1. Qualifications Statements:

a. Laboratory: 1) Qualifications statement indicating experience and facilities for tests required under

the Contract Documents. 2) Copy of report of inspection during most recent NIST inspection tour. 3) Copy of certificate of calibration for each instrument or measuring device proposed

for use, by accredited calibration agency. 1.4 LABORATORY DUTIES

A. Cooperate with CONTRACTOR and ENGINEER and provide qualified personnel promptly when notified.

B. Perform specified inspections, sampling, and testing of materials and methods of construction; comply

with applicable standards; ascertain compliance with requirements of the Contract Documents. C. Promptly notify ENGINEER and CONTRACTOR of irregularities or deficiencies in the Work

observed during performance of services.

01452-2

D. Promptly submit (3) hard copies and (1) electronic copy of reports of inspections and tests to ENGINEER and CONTRACTOR, including: 1. Date issued. 2. Project title, number, and name of the Site. 3. Testing laboratory name and address. 4. Name and signature of inspector or person obtaining samples. 5. Date of inspection or sampling. 6. Record of temperature and weather. 7. Date of test. 8. Identification of material or product tested, and associated Specification Section. 9. Location in the Project. 10. Type of inspection or test. 11. Results of tests and observations regarding compliance with the Contract Documents.

E. Perform additional tests and services as required to ensure compliance with the Contract Documents. F. Should manufacturers' instructions conflict with Contract Documents, request clarification from

Engineer before proceeding. Comply with specified standards as a minimum quality for the work except when more stringent tolerances, codes or specified requirements indicate higher standards or more precise workmanship. Perform work by persons qualified to produce workmanship of specified quality. Furnish copies of mill test reports to the laboratory.

1.5 CONTRACTOR’S COORDINATION WITH LABORATORY

A. Provide to laboratory representative samples of materials to be tested, in required quantities. B. Provide labor and facilities:

1. To provide access to the Work to be tested, and where required, to Suppliers’ operations. 2. To obtain and handle samples at the Site. 3. To facilitate inspections and tests. 4. For laboratory’s exclusive use for storage and curing of test samples. 5. Forms for preparing concrete test beams and cylinders.

C. Notify laboratory and ENGINEER sufficiently in advance of operations to allow for assignment of personnel and scheduling of tests.

D. Arrange with laboratory and pay for additional services, sampling, and testing required for

CONTRACTOR’s convenience.

E. CONTRACTOR shall repair any test holes in order to match original conditions. F. Testing shall not be cause for claims for delay by the Contractor, and all expenses accruing there from

shall be deemed to be incidental to the Contract. 1.6 MATERIAL AND PRODUCT TEST REPORTS

A. Submit copies of material and product test reports where required by the Contract Documents and as requested by ENGINEER.

PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) *****************************************************************************************

***END OF SECTION***

01515 - 1

SECTION 01515

TEMPORARY SANITARY AND FIRST AID FACILITIES


A. Scope: 1. CONTRACTOR shall provide temporary sanitary and first-aid facilities during the Project,

including:

a. Paying all costs for temporary sanitary and first-aid facilities, including installation, maintenance, and removal.

b. Maintaining, including cleaning, sanitary and first-aid facilities. Keep sanitary and first-aid facilities continuously supplied with consumables.

c. Facilities shall be adequate for personnel using the Site.

d. Providing facilities in compliance with Laws and Regulations.

B. Temporary sanitary and first-aid facilities provided shall include:

1. Potable drinking water supply and cups.

2. Enclosed Toilet Facilities: Temporary flush toilets or portable toilets.

3. Suitable washing facilities for employees.

4. First-aid stations at or immediately adjacent to the Site’s major work areas, and inside

CONTRACTOR’s temporary field office. Locations of first-aid stations shall be determined by CONTRACTOR’s safety representative. Other contractors shall provide first-aid stations in their own field office.

5. Provide list of emergency telephone numbers at each hardwired telephone at the Site. List shall be

in accordance with the list of emergency contact information required in Section 01301, Preconstruction Conference.

6. When work is in progress, provide at the Site at least one person trained in first-aid. First-aid-trained

personnel shall possess valid certificate indication that they have successfully completed first-aid training course by the American Red Cross or similar entity.

C. Restrictions:

1. Existing Facilities: Shall not be used by contractors without written permission of OWNER with

conditions for use.

2. Permanent Facilities Provided Under the Project: Shall not be used by contractors.

PART 2 – PRODUCTS (NOT USED)

01515 - 2

PART 3 – EXECUTION 3.1 INSTALLATION

A. Location of potable drinking water supply shall be as required by CONTRACTOR and convenient for access by personnel.

B. Location of temporary enclosed toilet facilities shall be acceptable to OWNER.

C. Location of temporary first-aid facilities shall be as specified in Paragraph 1.1B of this Section. 3.2 USE

A. Use of Temporary Facilities: 1. Properly supervise temporary facilities.

2. Enforce proper use of sanitary facilities, including preventing the committing of nuisances in

buildings and structures at the Site.

3. Properly dispose of wastes. 3.3 REMOVAL

A. Completely remove temporary facilities and materials when no longer required. Repair damage caused by temporary facilities and their removal and restore Site to condition required by the Contract Documents; if restoration of damaged areas is not specified, restore to preconstruction condition.

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01551 - 1

SECTION 01551

MAINTENANCE AND PROTECTION OF TRAFFIC


A. The work consists of furnishing, erecting and maintaining temporary barricades, signs, flaggers, lights, road surfaces, detours and other safeguards necessary to protect life, health and safety of the public during performance of project work.

B. CONTRACTOR is responsible for submitting a Traffic Control Plan to the City of El Paso Traffic

Department.

C. CONTRACTOR shall keep a minimum of one lane of all traffic ways open for passage of traffic and pedestrians during the Work, unless otherwise approved by owner of the street, traffic way, or right-of-way, as applicable.

D. When required to cross, obstruct or temporarily close a street or traffic way, provide and maintain suitable bridges, detours or other approved temporary expedient for the accommodation of traffic. Closings shall be for the shortest time practical, and passage shall be restored immediately after completion of backfill and temporary paving or bridging. All closings must be approved by the owner. The Contractor should assume that no full road closings shall be allowed to complete the Work.

E. Give required advance notice to fire department, police department, and other emergency services as

applicable of proposed construction operations.

F. Give reasonable notice to owners or tenants of private property who may be affected by construction operations. Give minimum 14 days notice.

G. Provide signs, signals, barricades, flares, lights and other equipment, service, and personnel required to

regulate and protect all traffic and warn of hazards. Such Work shall conform to requirements of OWNER and authority having jurisdiction at the Site. Remove temporary equipment and facilities when no longer required, and restore grounds to original or to specified conditions, as applicable.

1.2 REFERENCE STANDARDS

A. U.S. Department of Transportation, Federal Highway Administration: Manual on Uniform Traffic Control Devices (MUTCD), Part VI, “Work Zone Traffic Control Standards and Guidelines,” Current Edition. Copies may be purchased from the Superintendent of Documents, U.S. Government Printing Office, Washington, D.C., 20402.

B. TxDOT: Standard Specifications for Construction of Highways, Streets and Bridges, 1995. 1.3 CONSTRAINTS

A. The contractor shall provide traffic control on all TxDOT, City and County streets and highways impacted by the contractor’s work.

B. All streets entering City, County and TxDOT streets and highways shall have egress and ingress. No spoil shall be placed on the parkway or streets, unless permission is granted in writing from the jurisdiction agency. No private entrances on driveways shall be blocked at any time during construction. The Contractor shall be responsible for providing, erecting, and maintaining temporary barriers, signs, flaggers,

01551 - 2

lights, road surfaces, detours and other safeguards necessary to protect life, health and safety of the public during performance of the work.

1.4 JOB COORDINATION

A. The Contractor shall be responsible for coordination of all construction to offer the least possible obstruction and inconvenience to the public.

B. Revisions to existing traffic control shall be coordinated with TxDOT ROW and City of El Paso Engineering Department Construction Division. Traffic controls shall be kept in operation unless otherwise directed for the benefit of the traveling public during progress of the work. Signs and other traffic control devices damaged or lost by the Contractor shall be replaced or repaired by the Contractor at no cost to the Owner.

C. Existing street lighting systems shall be kept in operation during progress of the work.

1.5 NOTIFICATIONS

A. The Contractor shall obtain written approval from the Engineer, TxDOT, and City of El Paso Engineering Department Traffic Division before scheduling the work within the City ROW and TxDOT ROW.

1.6 CONSTRUCTION AND MAINTENANCE OF DETOURS

A. The Contractor shall construct, maintain in a safe condition, keep open to traffic, and remove detours that will accommodate diverted traffic during construction.

B. Proposed detours shall be included in the Traffic Control Plan and submitted in accordance with Section 01330.

1.7 PUBLIC ACCESS AND HAUL ROADS

A. The Contractor shall comply with all laws and regulations, including posted speed limits. All streets used by Contractor’s trucks or any other equipment hauling material to and from the area, shall be kept clean by the Contractor and shall be continuously serviced by the Contractor’s use of sprinkling trucks to allay dust.

B. Where the Contractor’s haul operations cause material to be deposited on public roads, the Contractor shall have the material removed with a power broom as soon as practicable, but no later than the end of the working day. If deemed necessary by the Engineer or the responsible road agency, the Contractor shall clean the area using a power washing truck or vacuum broom, at no additional cost to the Owner.

C. Any damage to roadway surfaces as the direct or indirect result of the Contractor’s operation shall be repaired by the Contractor to the satisfaction of the County Roads and Bridges and the Engineer.

D. The Contractor shall be responsible for obtaining all necessary street use permits in connection with Contractor’s operations.

1.8 SUBMITTALS

A. All submittals shall be in accordance with Section 01330.

B. The Contractor shall submit to the Engineer and the City of El Paso’s Street and Maintenance Traffic Engineering Division, a Traffic Control Plan prepared by a Certified Traffic Control Specialist for review by the City of El Paso Street and Maintenance Traffic Engineering Division. The traffic control plan shall be submitted for approval and shall be approved prior to implementing said plan. The plan shall show the necessary standard or special construction signs, barricades, striping and other regulatory devices required for traffic maintenance. The Contractor shall submit this plan to the Engineer and the City of El Paso Street

01551 - 3

and Maintenance Traffic Engineering Division at least five (5) working days in advance of the time the traffic control will be required to allow for review in accordance with Section 01330.

C. The Contractor shall submit a Notification Schedule, along with the Traffic Control Plan, to the Engineer.

PART 2 – PRODUCTS (NOT USED) 2.1 TRAFFIC CONTROL PLAN

A. The Traffic Control Plan shall include:

1. Vehicular traffic routing.

2. Proposed location of barricades, lighting, signing, temporary striping and other traffic control devices.

3. Arrangements for maintaining traffic control, including detours, during non-working hours,

weekends and holidays, limiting construction truck traffic to specific daylight hours (7:00 a.m. – 5:00 p.m.); and no weekend work unless authorized by the Engineer, TxDOT ROW Maintenance Utility Division or City of El Paso Street and Maintenance Traffic Engineering Division.

4. Arrangements for flag personnel.

B. Traffic Control Plan shall be drawn to scale of one foot equals 40 feet with details in larger scale as necessary for clear understanding.

2.2 SPECIAL SIGNS

A. Signs with special or non-standard messages are part of the Traffic Control Plan as required to properly convey information to the motorist. The Contractor shall be responsible for installing and maintaining these signs. Signs shall be in accordance with the requirements of the standards referenced in Paragraph 1.02 of this section.

PART 3 – EXECUTION 3.1 TRAFFIC MAINTENANCE

A. The Contractor shall take all necessary measures to maintain a normal flow of vehicles, to prevent accidents, and to protect the work throughout the construction stages until completion of the work. The Contractor shall make the necessary arrangements to reroute traffic, provide and maintain barriers, cones, guards, barricades, and construction warning and regulatory signs. All regulatory devices provided by the Contractor shall be suitable for nighttime operation. The Contractor shall take effective measures necessary to protect all other portions of the work during construction on weekdays, weekends, holidays and until completion. This includes providing and maintaining all barricade lights, construction signs, guards, temporary crossovers, and flaggers in accordance with the standards referenced in Paragraph 1.02 of this section. Contractor shall inspect traffic control every weekend to determine if all barrier cones, guards, barricades, construction warning and regulatory signs are standing upright and warning lights are functioning properly.

3.2 SAFETY

A. The contractor shall provide safeguards, safety devices and protective equipment, and take any other needed actions, on its own responsibility or as the Engineer may determine reasonably necessary, to protect life, health and safety of the public and to protect property in connection with the performance of work covered by the Contract.

01551 - 4

B. The contractor shall provide for flaggers, signs and other devices, and shall erect and maintain all barricades, guards, standard construction signs, warning signs and detour signs, as are necessary to warn and protect the public at all times from injury or damage as a result of the Contractor’s operations.

C. Where flaggers are employed by the Contractor to safeguard traffic, the flaggers’ equipment shall be in

accordance with the referenced standards.

D. Any standard signs as well as any other signs prescribed by the Engineer necessary for the work shall be furnished by the Contractor. The contractor shall erect signs on posts and supports and maintain them at its own expense in a neat and presentable condition until the necessity of them has ceased. When the need for any signs has ceased, the Contractor, upon approval by the Engineer, shall take down such signs. All control signs necessary for nighttime traffic control, or remaining in place during the night, shall be fully reflectorized.

E. The Contractor shall patrol traffic control areas and reset all disturbed signs and traffic control devices immediately. All nonapplicable signs shall be removed or covered during periods not needed.

F. Upon failure of the Contractor to provide immediately such flaggers and provide, erect, maintain, and remove such barricades and lights, and erect, maintain, and remove standard signs when ordered to do so by the Engineer, the Engineer shall be at liberty, without further notice to the Contractor of the Contractor’s Surety, to provide the necessary flaggers, to provide, erect, maintain, and remove barricades and lights, and to erect, maintain, and remove standard signs and deduct all of the costs thereof from any payments due or coming due to Contractor.

G. The Contractor shall be responsible for providing adequate flaggers, barricades, lights and signs for protection of the work and the public at all times regardless of whether or not such flaggers, barricades, lights and signs are ordered by the Engineer, and the Contractor and the Contractor’s Surety shall be liable for injuries and damages to persons and property suffered by reason of the Contractor’s operations or any negligence in connection therewith.

H. In the event any traffic signal or beacon is made inoperative by or at request of the Contractor, the Contractor shall at no cost to the Owner provide a uniformed flagger or suitable traffic control devices for control and movement of traffic during the time that the signal or beacon is inoperative. The types of traffic control devices used shall be subject to review and acceptance by the Engineer.

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01721-1

SECTION 01721

PROTECTION OF THE WORK AND PROPERTY

PART 1 - GENERAL

1.1 DESCRIPTION

A. CONTRACTOR shall be responsible for taking all precautions, providing all programs, and taking all actions necessary to protect the Work and all public and private property and facilities from damage as specified in the General Conditions and herein.

B. In order to prevent damage, injury or loss, CONTRACTOR’S actions shall include, but not be

limited to, the following: 1. The Contractor or designee shall erect and maintain, during the construction period, fences

which shall enclose the designated areas of the site. Construction fences shall be erected at locations requiring safety measures to prevent pedestrians or vehicles from entering hazardous areas. Also, any perimeter security fences that are removed to accommodate new work shall be temporarily replaced with a construction fence. Gates shall be provided at access points where required and these shall be kept locked during off-work hours. Provide barriers to prevent unauthorized entry to site or construction areas and to protect existing facilities from damage during construction and demolition operations.

2. Store apparatus, materials, supplies, and equipment in an orderly, safe manner that will not unduly interfere with the progress of the Work or the work of any other contractor or utility service company.

3. Provide suitable storage facilities for all materials which are subject to injury by exposure to weather, theft, breakage, or otherwise.

4. Place upon the Work or any part thereof only such loads as are consistent with the safety of that portion of the Work.

5. Clean up frequently all refuse, rubbish, scrap materials, and debris caused by his operations, to the end that at all times the site of the Work shall present a safe, orderly and workmanlike appearance.

6. Provide barricades and guard rails around openings, for scaffolding, for temporary stairs and ramps, around excavations, elevated walkways and other hazardous areas.

C. Shall not, except after written consent from proper parties, enter or occupy privately-owned land with

personnel, tools, materials or equipment, except on easements provided by OWNER.

D. CONTRACTOR has full responsibility for the preservation of all public and private property or facility on or adjacent to the site. If any direct or indirect damage is done by or on account of any act, omission, neglect or misconduct in the execution of the Work by CONTRACTOR, it shall be restored by CONTRACTOR, at his expense, to a condition equal to that existing before the damage was done.

E. CONTRACTOR shall be responsible for any staking/roping needed to identify the contractual

limits of construction activities.

1.2 BARRICADES AND WARNING SIGNALS

A. Where Work is performed on or adjacent to any roadway, right-of-way, or public place, provide barricades, fences, lights, warning signs, danger signals, watchmen, and shall take other precautionary measures for the protection of persons or property and of the Work. Barricades shall be painted to be visible at night. From sunset to sunrise, furnish and maintain at least one light at each barricade. Sufficient barricades shall be erected to keep vehicles from being driven on or into Work under construction. Furnish watchmen in sufficient numbers to protect the Work. CONTRACTOR’S responsibility for the maintenance of barricades, signs, lights, and for providing

01721-2

watchmen shall continue until the Project is accepted by OWNER.

1.3 TREE AND PLANT PROTECTION

A. Protect existing trees, shrubs and plants on or adjacent to the site that are shown or designated to

remain in place against unnecessary cutting, breaking or skinning of trunk, branches, bark or roots.

B. Materials or equipment shall not be stored or parked within the drip line.

C. Temporary fences or barricades shall be installed to protect trees and plants in areas subject to traffic.

D. Fires shall not be permitted.

E. Within the limits of the Work, water trees and plants that are to remain, in order to maintain their health during construction operations.

F. Cover all exposed roots with burlap which shall be kept continuously wet. Cover all exposed roots

with earth as soon as possible. Protect root systems from mechanical damage and damage by erosion, flooding, run-off or noxious materials in solution.

G. If branches or trunks are damaged, prune branches immediately and protect the cut or damaged areas

with emulsified asphalt compounded specifically for horticultural use in a manner approved by the ENGINEER.

H. All damaged trees and plants that die or suffer permanent injury shall be removed and disposed

of off-site when ordered by the ENGINEER and replaced by a specimen of equal or better quality.

I. Coordinate Work in this Section with requirements of Section 02220, Demolition, Section 02230,

Clearing.

1.4 PROTECTION OF EXISTING STRUCTURES

A. Underground Structures:

1. Underground structures are defined to include, but are not limited to, all sewer, water, gas, and other piping, and manholes, chambers, electrical conduits, tunnels and other existing subsurface work located within or adjacent to the limits of the Work.

2. All underground structures known to ENGINEER, except water, gas, sewer, electric, and telephone service connections, are shown. This information is shown for the assistance of CONTRACTOR, in accordance with the best information available, but is not guaranteed to be correct or complete.

3. Explore ahead of trenching and excavation Work and shall uncover all obstructing underground structures sufficiently to determine their location, to prevent damage to them and to prevent interruption to the services which such structures provide. If CONTRACTOR damages an underground structure, he shall restore it to original condition at his expense.

4. Necessary changes in the location of the Work may be made by ENGINEER to avoid unanticipated underground structures.

5. If permanent relocation of an existing underground structure or other subsurface facility is required and is not otherwise provided for in the Contract Documents, ENGINEER will direct CONTRACTOR, in writing, to perform the Work, which shall be paid for under the provisions of the General Conditions.

B. Surface Structures:

1. Surface structures are defined as all existing buildings, structures and other facilities above the ground surface. Included with such structures are their foundations or any

01721-3

extension below the surface. Surface structures include, but are not limited to, buildings, tanks, walls, bridges, roads, dams, channels, open drainage, piping, poles, wires, posts, signs, markers, curbs, walks and all other facilities that are visible above the ground surface.

C. Protection of Underground and Surface Structures:

1. CONTRACTOR shall sustain in their places and protect from direct or indirect injury all underground and surface structures located within or adjacent to the limits of the Work. Such sustaining and supporting shall be done carefully and as required by the party owning or controlling such structure. Before proceeding with the Work of sustaining and supporting such structure, satisfy the ENGINEER that the methods and procedures to be used have been approved by the party owning same.

2. CONTRACTOR shall assume all risks attending the presence or proximity of all underground and surface structures within or adjacent to the limits of the Work. Be responsible for all damage and expense for direct or indirect injury caused by his Work to any structure. Repair immediately all damage caused by his Work, to the satisfaction of the owner of the damaged structure.

D. All other existing surface facilities, including but not limited to, guard rails, posts, guard cables,

signs, poles, markers, and curbs, which are temporarily removed to facilitate installation of the Work, shall be replaced and restored to their original condition at CONTRACTOR’S expense.

E. Damage to Existing Property:

1. CONTRACTOR will be held responsible for any damage to existing structures, work, materials or equipment because of its operations, and shall repair or replace any damaged structures, work, materials or equipment to the satisfaction of, and at no additional cost to, the OWNER.

2. CONTRACTOR shall protect all existing structures and property from damage and shall provide bracing, shoring or other work necessary for such protection.

3. CONTRACTOR shall be responsible for all damage to streets, roads, curbs, sidewalks, highways, shoulders, ditches, embankments, culverts, signs or other public or private property, which may be caused by transporting equipment, materials or workers to or from the work site. Contractor shall make satisfactory and acceptable arrangements with the agency having jurisdiction over the damaged property concerning its repair or replacement.

4. All areas affected by the work shall be restored to their original condition or better. All city, county, state, and railroad guidelines, specifications and ordinances that may affect the existing structures shall be adhered to.

1.5 PROTECTION OF INSTALLED PRODUCTS AND LANDSCAPING

A. Provide protection of installed products to prevent damage from subsequent operations. Remove

protection facilities when no longer needed prior to completion of Work.

B. Control traffic to prevent damage to equipment, materials and surfaces.

C. Provide coverings to protect equipment and materials from damage.

PART 2 - PRODUCTS (NOT USED)

PART 3 - EXECUTION (NOT USED)

************************************************************************** ***END OF SECTION 01721***

01740- 1

SECTION 01740

CLEANING


A. Scope: 1. CONTRACTOR shall execute cleaning during the Project, at completion of the Work, and as

required by the General Conditions and this Section. 2. Maintain in a clean manner the Site, the Work, and areas adjacent to or affected by the Work.

1.2 REFERENCES A. Standards referenced in this Section are:

1. NFPA 241, Safeguarding Construction, Alteration, and Demolition Operations. 1.3 PROGRESS CLEANING

A. General: Clean the Site, work areas occupied by CONTRACTOR at least weekly. Dispose of materials in accordance with the General Conditions and the following: 1. Comply with NFPA 241 for removing combustible waste materials and debris. 2. Do not hold non-combustible materials at the Site more than three days if the temperature is expected

to rise above 80 degrees F. When temperature is less than 80 degrees F, dispose of non-combustible materials within seven days of their generation.

3. Provide suitable containers for storage of waste materials and debris. 4. Containerize hazardous and unsanitary waste materials separately from other waste. Mark

containers appropriately.

B. Site: 1. Keep outdoor, dust-generating areas wetted down or otherwise control dust emissions. 2. At least bi-weekly, brush-sweep roadways and paved areas at the Site that are used by construction

vehicles or otherwise affected by construction activities. ‘

C. Work Areas: 1. Clean areas where the Work is in progress to level of cleanliness necessary for proper execution of

the Work. 2. Remove liquid spills promptly and immediately report spills to OWNER, ENGINEER, and

authorities having jurisdiction. 3. Where dust would impair proper execution of the Work, broom-clean or vacuum entire work area,

as appropriate. 4. Concealed Spaces: Remove debris from concealed spaces before enclosing the space.

D. Installed Work: Keep installed Work clean. Clean installed surfaces according to written instructions of

manufacturer or fabricator of material or equipment installed, using only cleaning agents and methods specifically recommended by material or equipment manufacturer. If manufacturer does not recommend specific cleaning agents or methods, use cleaning agents and methods that are not hazardous to health and property and that will not damage exposed surfaces.

E. Exposed Surfaces: Clean exposed surfaces and protect as necessary to ensure freedom from damage and

deterioration until Substantial Completion.

01740- 2

F. Cutting and Patching: 1. Clean areas and spaces where cutting and patching are performed. Completely remove paint, mortar,

oils, putty, and similar materials. 2. Thoroughly clean piping, conduit, and similar features before applying paint or other finishing

materials. Restore damaged pipe covering to its original condition.

G. Waste Disposal: 1. Properly dispose of waste material, surplus materials, debris, and rubbish off the Site. 2. Do not burn or bury rubbish and waste materials at the Site. 3. Do not discharge volatile or hazardous substances, such as mineral spirits, oil, or paint thinner, into

storm seers or sanitary sewers. 4. Do not discharge wastes into surface waters or drainage routes. 5. CONTRACTOR shall be solely responsible for complying with Laws and Regulations regarding

storing, transporting, and disposing of waste.

H. During handling and installation of materials and equipment, clean and protect construction in progress and adjoining materials and equipment already in place. Apply protective covering where required for protection from damage or deterioration, until Substantial Completion.

I. Clean completed construction as frequently as necessary throughout the construction period.

1.4 PROGRESS CLEANING

J. Complete the following prior to requesting inspection for Substantial Completion: 1. Clean and remove from the Site rubbish, waste material, debris, and other foreign substances. 2. Sweep paved areas broom-clean. Remove petrochemical spills, stains, and other foreign deposits. 3. Hose-clean sidewalks and loading areas. 4. Rake grounds that are neither planted of paved to a smooth, even-textured surface. 5. Leave surfaces waterways, drainage routes, storm sewers, and gutters open and clean. 6. Repair pavement, roads, sods, and other areas affected by construction operations and restore to

specified condition; if condition is not specified, restore to pre-construction condition. 7. Clean exposed exterior and interior hard-surfaced finishes to dirt-free condition, free of spatter,

grease, stains, fingerprints, films, and similar foreign substances. 8. Leave the Site clean, and in neat, orderly condition, satisfactory to OWNER and ENGINEER.


PART 3 - EXECUTION (Not Used) ********************************************************************************************


01782-1

SECTION 01782

RECORD DOCUMENTS PART 1 – GENERAL 1.1 DESCRIPTION

A. CONTRACTOR shall maintain and submit to ENGINEER with record documents in accordance with the Specifications, General Conditions, and Supplementary Conditions.

B. Maintenance of Record Documents:

1. CONTRACTOR shall maintain clean, dry, legible condition, complete sets of the

following record documents: Drawings, Specifications, and Addenda; Shop Drawings, Samples, and other CONTRACTOR submittals, including records of test results, approved or accepted as applicable, by ENGINEER; Change Orders, Work Change Directives, Field Orders, photographic documentation, survey data, and all other documents pertinent to the Work.

2. Marking of the drawings shall be kept current and shall be done at the time the material

and equipment are installed. Annotations to the record documents shall be made with an erasable colored pencil conforming to the following color code:

i. Additions - Red

ii. Deletions - Green iii. Comments - Blue iv. Dimensions - Graphite*

*Legibly mark to record actual depths, horizontal and vertical location of underground raceways, cables, and appurtenances referenced to permanent surface improvements.

3. Provide files and racks for proper storage and easy access to record documents. File record documents in accordance with the edition of the Construction Specification Institute’s “MasterFormat” used for organizing the Project Manual, unless otherwise accepted by ENGINEER.

4. Make record documents available for inspection upon request of ENGINEER or OWNER.

5. Do not use record documents for purpose other than serving as Project record. Do not remove record documents from CONTRACTOR’s field office without ENGINEER’s approval.

C. Submittal of Record Documents:

1. Submit to ENGINEER the following record documents:

2. i. Drawings.

ii. Project Manual including Specifications and Addenda (bound).

3. Prior to readiness for final payment, submit to ENGINEER one copy of final record documents. Submit complete record documents; do not make partial submittals.

4. Submit record documents with transmittal letter on CONTRACTOR letterhead complying with letter of transmittal requirements in Section 01330, Submittal Procedures.

01782-2

5. Record documents submittal shall include certification, with original signature of official authorized to execute legal agreements on behalf of CONTRACTOR, reading as follows: “[Insert Contractor’s corporate name] has maintained and submitted record documentation in accordance with the General Conditions and Supplementary Conditions, Section 01782, Record Documents, and other elements of Contract Documents, for the El Paso Water Utilities, El Paso, Texas, Dallas Outfall Culvert Repairs Phase II. We certify that each record document submitted is complete, accurate, and legible relative to the Work performed under our Contract, and that the record documents comply with the requirements of the Contract Documents.

[Provide signature, print name, print signing party’s corporate title, and date]”

1.2 RECORDING CHANGES

A. General:

1. At the start of the Project, label each record document to be submitted as, “PROJECT RECORD” using legible, printed letters. Letters on record copy of the Drawings shall be two inches high.

2. Keep record documents current. Make entries on record documents within two working days of receipt of information required to record the change.

3. Do not permanently conceal the Work until required information has been recorded.

4. Accuracy of record documents shall be such that future searches for items shown on the record documents may rely reasonably on information obtained from ENGINEER-accepted record documents.

5. Marking of Entries:

i. Use erasable, colored pencils (not ink or indelible pencil) for marking changes, revisions, additions, and deletions to record documents.

ii. Clearly describe the change by graphic line and make notations as required. Use straight-edge to mark straight lines. Writing shall be legible and sufficiently dark to allow scanning of record documents into legible electronic files.

iii. Date all entries on record documents. iv. Call attention to changes by drawing a “cloud” around the change(s) indicated. v. Mark initial revisions in red. In the event of overlapping changes, use different

colors for subsequent changes.

B. Drawings:

1. Record changes on copy of the Drawings. Submittal of CONTRACTOR-originated or -produced drawings as a substitute for recording changes on the Drawings is unacceptable.

2. Record changes on plans, sections, schematics, and details as required for clarity, making reference dimensions and elevations (to Project datum) for complete record documentation.

3. Record actual construction including:

i. Depths of various elements of foundation relative to Project datum. ii. Horizontal and vertical location of Underground Facilities referenced to

permanent surface improvements. For each Underground Facility, including pipe

01782-3

fittings, provide dimensions to at least two permanent, visible surface improvements.

iii. Location of exposed utilities and appurtenances concealed in construction, referenced to visible and accessible features of structure.

iv. Changes in structural and architectural elements of the Work, including changes in reinforcing.

v. Field changes of dimensions, arrangements, and details. vi. Changes made in accordance with Change Orders, Work Change Directives, and

Field Orders. vii. Changes in details on the Drawings. Submit additional details prepared by

CONTRACTOR when required to document changes.

C. Recording Changes for Schematic Layouts: 1. In some cases on the Drawings, arrangements of conduits, circuits, piping, ducts, and

similar items are shown schematically and are not intended to portray physical layout. For such cases, the final physical arrangement shall be determined by CONTRACTOR subject to acceptance by ENGINEER.

2. Record on record documents all revisions to schematics on Drawings, including: piping schematics, ducting schematics, process and instrumentation diagrams, control and circuitry diagrams, electrical one-line diagrams, motor control center layouts, and other schematics when included in the Contract. Record actual locations of equipment, lighting fixtures, in-place grounding system, and other pertinent data.

3. When dimensioned plans and dimensioned sections on the Drawings show the Work schematically, indicate on the record documents, by dimensions accurate to within one inch in the field, centerline location of items of Work such as conduit, piping, ducts, and similar items

i. Clearly identify the Work item by accurate notations such as “cast iron drain”,

“rigid electrical conduit”, “copper waterline”, and similar descriptions. ii. Show by symbol or note the vertical location of Work item; for example,

“embedded in slab”, “under slab”, “in ceiling plenum”, “exposed”, and similar designations. For piping not embedded, also provide elevation dimension relative to Project datum.

iii. Descriptions shall be sufficiently detailed to be related to Specifications.

4. ENGINEER may furnish written waiver of requirements relative to schematic layouts shown on plans and sections when, in ENGINEER’s judgment, dimensioned layouts of Work shown schematically will serve no useful purpose. Do not rely on waiver(s) being issued.

D. Supplemental Drawings:

1. In some cases, drawings produced during construction by ENGINEER or CONTRACTOR

supplement the Drawings and shall be included with record documents submitted by CONTRACTOR. Supplemental record drawings shall include drawings provided with Change Orders, Work Change Directives, and Field Orders and that cannot be incorporated into the Drawings due to space limitations.

2. Supplemental drawings provided with record drawings shall be integrated with the Drawings and include necessary cross-references between drawings. Supplemental record drawings shall be on sheets the same size as the Drawings.

01782-4

E. Specifications and Addenda: 1. Mark each Section to record:

i. Manufacturer, trade name, catalog number, and Supplier of each product and item

of equipment actually provided. ii. Changes made by Addendum, Change Orders, Work Change Directives, and Field

Orders. PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION (NOT USED) **************************************************************************************


02220-1

SECTION 02220

DEMOLITIONS

PART 1 – GENERAL 1.1 DESCRIPTION

A. Scope: 1. CONTRACTOR shall provide all labor, materials, equipment, and incidentals as shown,

specified and required for demolition, removal, and disposal Work. 2. The Work under this Section includes, but is not necessarily limited to:

a. Demolition and removal of existing materials as shown or indicated in the Contract Documents. The Work includes demolition of structural concrete, foundations, walls, structural steel, metals, masonry, paving, curbs, sidewalks, gutters, fencing and similar existing facilities.

3. Demolitions and removals specified under other Sections shall conform to requirements of this Section.

4. Perform demolition Work within area shown or indicated. 5. Pay all costs associated with transporting and, as applicable, disposing of materials and

equipment resulting from demolition. B. Coordination:

1. Review procedures under this and other Sections and coordinate the Work that must be performed with or before demolition and removals.


A. Regulatory Requirements: 1. Demolition, removal, and disposal Work shall be in accordance with 29 CFR 1926.850

through 29 CFR 1926.860 (Subpart T - Demolition), and all other applicable Laws and Regulations.

2. Comply with requirements of authorities having jurisdiction. 1.3 SUBMITTALS

A. Informational Submittals: Submit the following: 1. Procedure Submittals:

a. Demolition and Removal Plan: Not less than ten days prior to starting demolition Work, submit acceptable plan for demolition and removal Work, including: 1) Plans for coordinating shut-offs, capping, temporary services, and continuing

utility services 2) Other proposed procedures as applicable, 3) Equipment proposed for use in demolition operations. 4) Recycling/disposal facility(ies) proposed, including facility owner, facility name,

location, processes. Include copy of appropriate permits and licenses, and compliance status.

5) Demolition operating sequences. 6) Detailed schedule of demolition Work in accordance with the accepted Process

Schedule.

02220-2

PART 3 – EXECUTION 3.1 PREPARATION

A. Protection of Surrounding Areas and Facilities: 1. Perform demolition and removal Work in manner that prevents damage or injury to property,

structures, occupants, the public, and facilities. Do not interfere with use of, and free and safe access to and from, structures and properties.

2. Closing or obstructing of roads, drives, sidewalks, and passageways adjacent to the Work is not allowed. Conduct the Work with minimum interference to vehicular and pedestrian traffic.

3. Provide temporary barriers, lighting, sidewalk sheds, and other necessary protection. 4. Repair damage to facilities that are to remain.

B. Existing Utilities: In addition to requirements of the General Conditions, do the following:

1. Should uncharted or incorrectly charted Underground Facilities be encountered, CONTRACTOR responsibilities shall be in accordance with the General Conditions. Cooperate with utility owner in keeping adjacent services and facilities in operation.

2. Sanitary Sewer: Before proceeding with demolition, locate and cap all sewer lines and service laterals discharging from the building or structure being demolished.

3. Storm Water: Existing storm water system shall remain in place until demolitions of existing building or structure is completed. Upon completing demolition, cut and cap storm sewer laterals at locations shown on the Drawings. Remove existing storm water piping and related structures between points of cutting, and backfill, restore to grade, and stabilize the area over the removed facilities.

4. Water Piping: Before proceeding with demolition, locate and cap all potable and non-potable waterlines and service laterals serving the building or structure being demolished.

3. Other Utilities: Before proceeding with demolition, locate and cap as required all other utilities, such as fuel and gas, electric, and communications, and service laterals serving the building or structure being demolished.

4. Shutdown of utility services shall be coordinated by CONTRACTOR, assisted by OWNER as required relative to contacting utility owners.

3.2 DEMOLITION, GENERAL

A. Locate construction equipment used for demolition Work and remove demolished materials and equipment to avoid imposing excessive loading on supporting walls, floors, framing, facilities, and Underground Facilities.

B. Pollution Controls: Use water sprinkling, temporary enclosures, and other suitable methods to limit

emissions of dust and dirt to lowest practical level. 1. Do not use water when water may create hazardous or objectionable conditions such as icing,

flooding, or pollution. 2. Clean adjacent structures, facilities, properties, and improvements of dust, dirt, and debris

caused by demolition Work, in accordance with the General Conditions and Section 01740, Cleaning.

C. Demolition of Site Improvements:

1. Pavement, Sidewalks, Curbs, and Gutters: Demolition of asphalt or concrete pavement, sidewalks, curbs, and gutters, as applicable, shall terminate at cut edges. Edges shall be linear and have a vertical cut face.

2. Fencing, Guardrails, and Bollards: Remove to the limits shown or indicated on the Drawings. Completely remove below-grade posts and concrete.

3. Manholes, Vaults, Chambers, and Handholes: Remove to the limits shown or indicated on the Drawings.

02220-3

3.3 STRUCTURAL REMOVALS

A. Remove structures to lines and grades shown or indicated, unless otherwise directed by ENGINEER. Where limits are not shown or indicated, limits shall be four inches outside item to be installed. Removals beyond limits shown or indicated shall be at CONTRACTOR’s expense and such excess removals shall be reconstructed to satisfaction of ENGINEER without additional cost to OWNER.

B. Recycling and Reuse of Demolition Materials:

1. All concrete, brick, tile, masonry, roofing materials, reinforcing steel, structural metals, miscellaneous metals, plaster, wire mesh, and other items contained in or upon building or structure to be demolished shall be removed, transported, and disposed of away from the Site, unless otherwise approved by ENGINEER.

2. Do not use demolished materials as backfill adjacent to structures, in pipeline trenches, or as subbase under pavement.

C. After removing masonry walls or portions thereof, slabs, and similar work that ties in to the Work

or to existing construction, neatly repair the junction point to leave exposed only finished edges and finished surfaces.

E. Where anchoring materials, including bolts, nuts, hangers, welds, and reinforcing steel, are required

to attach the Work to existing construction, provide under this Section, unless specified elsewhere in the Contract Documents.

3.4 DISPOSAL OF DEMOLITION DEBRIS

A. Remove from the Site all debris, waste, rubbish, and material resulting from demolition operations and equipment used in demolition Work. Comply with the General Conditions and Section 01740, Cleaning.

B. Transportation and Disposal:

1. Non-hazardous Material: Properly transport and dispose of non-hazardous demolition debris at appropriate landfill or other suitable location, in accordance with Laws and Regulations. Non-hazardous material does not contain Asbestos, PCBs, Petroleum, Hazardous Waste, Radioactive Material, or other material designated as hazardous in Laws and Regulations.

2. Hazardous Material: No Hazardous Material is expected. Contact Owner and Engineer immediately if Hazardous Material is encountered.

C. Submit to ENGINEER information required in this Section on proposed facility(ies) where

demolition material will be recycled. Upon request, ENGINEER or OWNER, shall be allowed to visit recycling facility(ies) to verify adequacy and compliance status. During such visits, recycling facility operator shall cooperate and assist ENGINEER and OWNER.

************************************************************************************** *** END OF SECTION 02220***

02230-1

SECTION 02230

CLEARING PART 1 – GENERAL 1.1 DESCRIPTION

A. Scope: 1. CONTRACTOR shall provide all labor, materials, equipment, and incidentals required to

perform clearing and grubbing as shown and specified in the Contract Documents. 2. The Work includes removing from the Site and disposing of debris and sediment inside

RCP Culvert. 3. Pay all costs associated with transporting and disposing of debris resulting from clearing. 4. Limits of Clearing: Clear the areas shown or indicated on the Drawings.

B. Related Sections:

1. Section 02220, Demolitions 1.2 QUALITY ASSURANCE

B. Regulatory Requirements: 1. State and local Laws and Regulations applying to the Work under this Section include:

a. City of El Paso b. State of Texas

1.3 GUARANTEE

A. CONTRACTOR shall guarantee that Work performed under this Section will not permanently damage trees, shrubs, turf, and plants designated to remain, or other adjacent work or facilities. If damage resulting from CONTRACTOR’s operations becomes evident during the correction period, CONTRACTOR shall replace damaged items at no additional cost to OWNER.

PART 2 – PRODUCTS (NOT USED) PART 3 – EXECUTION 3.1 PREPARATION

A. Protection: 1. Throughout the Project, protect existing site improvements, including streets, drives, and

Underground Facilities to remain (if any), and adjacent property and structures. Repair damage caused by CONTRACTOR to original condition or replace in kind, to satisfaction of ENGINEER, at no additional cost to OWNER.

2. Protect trees, shrubs, vegetation, and grassed areas to remain by providing temporary fencing, barricades, wrapping, or other methods shown, specified, or accepted by ENGINEER. Correct at CONTRACTOR’s expense damage caused by CONTRACTOR outside the limits of clearing Work.

3. Do not remove trees without approval of ENGINEER, unless shown or specified for removal.

4. Do not locate equipment or stockpiles within drip line of trees and vegetation to remain.

02230-2

B. Site Preparation: 1. Obtain, pay costs associated with, and comply with applicable permits required for clearing

Work. 2. Delineation of Clearing Limits:

a. Locate and clearly flag trees and vegetation to remain, and those to be relocated. b. Provide flagging to delineate limits of areas to be cleared. Review at Site with

ENGINEER before commencing removal of trees and vegetation. c. Replace flagging that is lost, removed, or destroyed, until clearing Work is complete

and ENGINEER allows removal of flagging. 3. Erosion and Sedimentation Controls:

a. Provide initial erosion and sedimentation controls before commencing clearing Work.

b. Comply with Section 01412, Storm Water Pollution Prevention Plan and Permit 3.2 CLEARING AND GRUBBING

A. Remove and dispose of all trees, shrubs, stumps, roots, and brush within limits of clearing shown or indicated in the Contract Documents, unless otherwise shown or indicated.

B. Provide erosion and sedimentation controls as clearing Work progresses in accordance with the

Contract Documents, applicable permits, and authorities having jurisdiction. Following completion of Work, stabilize and restore disturbed areas and remove erosion and sedimentation controls when acceptable to ENGINEER.

C. Dispose at appropriate off-Site location trees, stumps, and other cleared and grubbed material Do

not use cleared or grubbed material as fill, backfill, or in embankments. D. Do not burn clearing debris at the Site, unless approved by OWNER and authorities having

jurisdiction. If burning is permitted, comply with requirements of authorities having jurisdiction, Laws and Regulations, and OWNER (if burning is at the Site).

E. Trees and shrubs to remain that have been damaged or require trimming shall be treated and

repaired under the direction of a qualified arborist, or other professional acceptable to ENGINEER. Trees and shrubs intended to remain, that are damaged beyond repair or removed, shall be replaced by CONTRACTOR at no additional cost to OWNER.

F. Control air pollution caused by dust and dirt, and comply with applicable permits, authorities

having jurisdiction, and Laws and Regulations. G. Removal of Site Improvements: Comply with Section 02220, Demolitions.

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


02235- 1

SECTION 02235

FILL MATERIALS

PART 1 – GENERAL 1. 1 SCOPE OF WORK

A. Furnish all labor, materials, equipment, and incidentals necessary to obtain and transport and deliver materials to the site, for filling and backfilling, grading and miscellaneous site work, for the uses shown on the drawings and as specified herein.

1.2 RELATED WORK

A. None. 1.3 SUBMITTALS

A. Submit complete product data, for materials specified in this Section.

B. Laboratory Test Reports for each proposed material as follows:

1. Grain size analyses, and plasticity index and liquid limit where applicable, to determine suitability for use as backfill or fill material in conformance with the requirements specified herein. Grain size analyses shall be determined in accordance with ASTM C136 and soils shall be classified in accordance with ASTM D2487.

2. Moisture-density relations to determine the maximum dry densities and optimum moisture content

required for compaction testing as specified elsewhere in the Contract Documents. 1.4 REFERENCE STANDARDS

A. American Society for Testing and Materials (ASTM)

1. ASTM C33 Standard Specification for Concrete Aggregates

2. ASTM D75 Methods for Sampling Aggregates 3. ASTM C136 Method for Sieve Analyses for Fine and Course Aggregates

4. ASTM D4318 Liquid Limit, Plastic Limit and Plasticity Index of Soils

5. ASTM D698 Standard Test Method for Moisture-Density Relations for Soils and Soil-Aggregate

Mixtures, Using 5.5-pound (2.49-kg) Rammer and 12-inches (305 mm) Drop.

6. ASTM C131 Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

7. ASTM D2487 Classification of Soils for Engineering Purposes

B. Where reference is made to one of the above standards, the revision in effect at the time of bid opening shall

apply.

02235- 2


A. Laboratory Testing

1. At least 14 days prior to the placement of any backfill and fill materials, deliver a representative sample of the proposed materials weighing at least 50 pounds to the Engineer for testing by the testing laboratory in accordance with Section 01452.

2. The soils testing laboratory will perform:

a. Grain-size analyses and soil classification of the samples to determine their suitability for use as

backfill or fill material in conformance to the material requirements specified hereinafter.

b. The appropriate Proctor analyses to determine the moisture density relationship curve for the material submitted.

3. Test results shall be delivered to the Engineer and to the Contractor no later than three days prior to the

placement of backfill or fill materials.

4. The Contractor will pay for all tests to determine suitability of off-site or on-site excavation material proposed for use as backfill or fill.

1.6 DELIVERY, STOCKPILING, AND HANDLING

A. The Engineer shall be notified of all deliveries of granular material a minimum of 72 hours in advance of the scheduled delivery time.

B. Stockpile granular material within areas allowed for construction and at locations acceptable to the Engineer.

The Contractor shall construct a pad of the stockpile material at the stockpile location(s) and shall utilize equipment capable of properly stacking each stockpile in a neat and regular shape. Contaminated or unsatisfactory stockpile material shall be replaced at no additional cost to the Owner. The Engineer shall be the sole authority determining the acceptability of stockpiled material.

C. Limit the handling of stockpiled material to prevent segregation and unnecessary material loss. Material to be

stockpiled shall be covered with a waterproof tarp secured to the ground with weights or snaps, in the event of wet weather.

PART 2 – PRODUCTS 2.1 MATERIALS

A. GENERAL - Backfill and fill materials shall be suitable on-site excavated materials, natural or processed mineral soils obtained from off-site sources, or graded crushed stone or gravel. Backfill embankment fill and common fill materials shall be free of all organic material, trash, snow, ice, frozen soil, or other objectionable materials which may be compressible or which cannot be properly compacted. Backfill and fill materials shall not contain any granite blocks, broken concrete, masonry rubble or asphalt pavement. Soft, wet, plastic soils which may be expansive clay soils, having a natural in-place water content in excess of 30 percent, soils containing more than 5 percent (by weight) fibrous organic materials, and soils having a plasticity index greater than 15 (per ASTM D4318) shall be considered unsuitable for use as backfill, fill or common fill. Backfill, embankment fill and common fill materials shall have a maximum of 1.5 percent expansion when testing is performed on a sample remolded to 95 percent of maximum dry density (per ASTM D698) at 3 percent below optimum moisture content under a 100 pounds/square foot surcharge. Onsite excavated materials may be used as fill materials provided they meet the requirements specified for the class of fill, and test results are submitted and approved. Where necessary, on site materials shall be screened as required to meet the requirements of the specifications.

02235- 3

B. STRUCTURAL FILL - Structural fill shall be unfrozen, sandy gravel, or gravelly sand free of organic material, loam, trash, snow, ice or other objectionable material. It shall have a plasticity index of less than 15 (per ASTM D4318) and shall be graded within the following limits when sampled and tested in accordance with ASTM D75 and ASTM D136:

Sieve Size or Designation Total Percent Passing by Weight

3 inches 100

¾ inch 70 to 100

#4 40 to 100

#200 5 to 35

1. The final gradation of the soil material to be used within the limits designated above will be uniformly

graded from coarse to fine and may not vary from the low limit on one sieve to the high limit on the successive sieves or vise versa.

2. The plasticity index (PI) of the material shall not exceed 12 in accordance with ASTM D4318.

C. Granular Fill - Granular fill under the base of the tank, placed to the thickness and depths shown on the plans shall conform to the tank manufacturer’s requirements regarding corrosion protection. In addition, the material shall be relatively uniform in gradation, having a maximum particle size of ¼ inch and nor more than 5% by weight passing the No. 200 sieve. Granular material shall be free of lumps, stones over two inches in diameter, clay and organic matter.

D. Common Fill - Common fill shall consist of mineral soil substantially free from organic materials, loam,

wood, trash and other objectionable materials which may be compressible or which cannot be compacted. Common fill shall not contain stones larger than six inches in largest diameter, granite blocks, broken concrete, masonry rubble, or other similar materials. It shall have physical properties such that it can be readily spread and compacted during filling. Snow, ice, or trash shall not be permitted. It shall have a plasticity index of less than 15 (per ASTM D4318). Native material (excluding sandy, lean clays) conforming to these requirements may be used as common fill. Common fill shall conform to the following gradation limits:

Sieve Size or Designation

Total Percent Passing by Weight

6 inches 100

No. 30 75 to 100

No. 200 0 to 20

E. Select Fill - Select fill shall conform to the requirements of common fill except that the material shall not

contain any materials larger than 3 inches in largest dimension and shall have a liquid limit less than 40.

F. Crushed Rock - Crushed rock shall be sound, durable stone, angular in shape, and free of any foreign material, structural defects, and chemical decay. Crushed rock shall have a percentage of wear of no greater than 50, when tested in accordance with ASTM C131, and shall conform to the following gradation limits:



1 inch 100

02235- 4

¾-inch 90 to 100

½-inch 30 to 60

3/8-inch 0 to 25

No. 4 0 to 5

G. Pea Gravel - Screened pea gravel shall consist of hard, durable, rounded or sub angular particles of proper

size and gradation, and it shall be free from sand, loam, clay, excess fine, and deleterious material. The size of the particle shall be uniformly graded within the following limits:



5/8-inch 100

½-inch 40 to 100

3/8-inch 15 to 45

No. 10 0 to 5

PART 3 – EXECUTION NOT USED *************************************************************************************************


02237- 1

SECTION 02237

FLOWABLE FILL

PART 1 - GENERAL

1.1 DEFINITION

A. Flowable Fill, also known as Controlled Low Strength Material (CLSM), Controlled Density Fill (CDF), 2-Sack or 2-Sack Grout, Flowcrete, Liquid Dirt, and various other trademark names is a self-compacting, self-leveling cementitious backfill material that is used in lieu of compacted soil fill material. Flowable Fill should not be considered as, or tested like, a type of low strength concrete. Applications of Flowable Fill under this specification are considered “excavatable” and require 28 day strengths less than 200 psi. Upon curing, Flowable Fill has the properties of high quality, well compacted, load bearing soil.

1.2 DESCRIPTION

A. Furnish and place Flowable Fill as backfill for trench, foundation, hole, tank pipeline abandonment, or void filling. The material may also be used where long flowable horizontal movements are required such as pipe filling, annular rings, in jacked pipes, and difficult to access areas requiring long lateral placements.

1.3 SAMPLING

A. Sampling of Flowable Fill will be in accordance with ASTM D5971.

PART 2 - MATERIALS

2.1 CEMENT

A. Cement shall conform to ASTM C150 Type II, or Type I/II.

2.1.1 Source Approval and Acceptance:

A. Portland cement will be accepted based on certification of the approved sources and satisfactory test results from verification samples. The following information shall be included in the request for source approval:

1. Supplier or company 2. Cement plant location 3. Storage facility type and capacity 4. Average and maximum production capabilities 5. Production procedures 6. In-house Quality Control Program information:

6.1. Routine sampling and testing frequency; 6.2. Documentation that the laboratory responsible for the certified ASTM C150, ASTM C595,

and ASTM C1157 test results is currently participating in the Cement and Concrete Reference Laboratory (CCRL) proficiency sample and pozzolan inspection programs;

6.3. A copy of the Laboratory’s letter authorizing CCRL to send copies of the CCRL inspection programs and proficiency result reports directly to EPWater;

02237- 2

6.4. Documentation that measures have been taken to assure that the Supplier keeps unacceptable cement separated from acceptable cement.

7. Copies of Quality Control program test reports for the previous six (6) months.

2.2 FLY ASH

A. Use fly ash that will comply with the physical and chemical requirements of ASTM C618, Class F. Fly ash may be used to increase flowability and/or pumpability. Type C fly ash or high lime fly ash is not to be used as it tends to increase the long-term strength and may cause the mix to become unexcavatable. The use of fly ash is not required in the mix design.

2.1.1 Source Approval and Acceptance

A. Documentation concerning test results shall be supplied to Engineer for acceptance. The request for approval of the fly ash source shall include:

1. Supplier or company 2. Source Power plant location 3. Coal type and origin 4. Combustion process 5. Storage facility type and capacity 6. Production procedures 7. In-house Quality Control Program information:

7.1. Routine sampling and testing frequency; 7.2. Documentation that the laboratory responsible for the certified ASTM C618 test results is

currently participating in the CCRL proficiency sample and pozzolan inspection programs; 7.3. A copy of the Laboratory’s letter authorizing CCRL to send copies of the CCRL

inspection programs and proficiency result reports directly EPWater; 7.4. Documentation that measures have been taken to assure that the Supplier keeps

unacceptable fly ash separated from acceptable fly ash. 8. Copies of Quality Control program test reports for the previous six (6) months.

2.3 AGGREGATE

A. Provide a mixture of aggregate with a uniform gradation range in accordance with Table 2.3.1, “Aggregate Mixture Gradation Requirements”. Test aggregates in accordance with ASTM C117 and ASTM C136.

Table 2.3.1 Aggregate Mixture Gradation Requirements

Sieve Size Percent Passing ½” 100 #4 80-100

#200 0-30

B. The Plasticity Index (PI) shall not exceed six (6) when tested in accordance with ASTM 4318.

2.4 MIXING WATER

A. Mixing water from potable water supplies approved by a public health department may be used without further testing. The producer shall provide test data of water samples from other sources. To determine chemical properties, use a laboratory accredited by the National Environmental Laboratory or Construction Engineering Council Accreditation Program.

2.4.1 Non-Potable Water Testing

02237- 3

A. Water to be used as mixing water from non-potable sources such as recycled water, reclaimed water, water from open bodies, and water taken from untreated wells, whether used individually or in combination, shall be tested before use and shall not exceed the limits in Table 2.4.1.1:

Table 2.4.1.1 Required Water Quality for Combined or Individual Sources of Mixing Water

Chemical Test Limits ASTM Test Method

Total Solids by Mass (ppm) 50,000 ppm C1603

Chloride as Cl- (ppm) 1,000 ppm C114

Sulfate as SO4- (ppm) 3,000 ppm C114

Alkalis as Na2O + 0.658 (K2) (ppm) 600 ppm C114

2.5 CHEMICAL ADMIXTURES

A. The Flowable Fill producer may use any admixtures meeting the requirements identified below in their mix designs, as they may require, to provide the desired product properties. Air-entraining admixtures may be added to the mix to increase flowability and/or reduce strength. Other specialty admixtures may also be used to increase flowability, reduce shrinkage, and reduce segregation by maintaining solids in suspension, or accelerate set and curing times as required. Use and proportion all admixtures in accordance with the manufacturer’s recommendations.

B. Water reducing admixtures may be used; however, where it is demonstrated that any admixture can increase the strength of the mix over time, it shall not be used.

C. The use of calcium chloride is allowable provided the flowable fill will not contact metallic materials such as reinforcing, conduits, piping, or any other element that may be affected by the potential for corrosion. Calcium chloride may be introduced when fully dissolved in the mixing water or when in a liquid form. Calcium chloride shall meet the criteria set forth in ASTM D98 as well as a Type C Additive in accordance with ASTM C494. Mix designs utilizing calcium chloride shall be submitted for approval that demonstrates rapid set time and that it will not reach a strength greater than the maximum 28-day requirement.

D. Air entraining admixtures shall meet the requirements of ASTM C260 – Standard Specification for Air Entraining Admixtures for Concrete.

E. All other concrete chemical admixtures shall meet the requirements of ASTM C494 – Standard Specification for Chemical Admixtures for Concrete.

PART 3 - MIX DESIGN REQUIREMENTS

3.1 GENERAL

A. The following are general physical properties of the mix design. Mix designs submitted by the supplier may vary somewhat depending on the application required for various projects. Multiple mix designs may be required to satisfy the needs for any given project.

02237- 4

3.2 PHYSICAL PROPERTY REQUIREMENTS

A. Unless otherwise shown on the plans, furnish a mix design meeting the following requirements:

Table 3.2.1

Flowable Fill Physical Requirements

Property Excavatable Test Method

28-day Compressive Strength, (psi) 60 – 200 ASTM D4832

Flow Consistency, (in) 8 – 11 ASTM D6103*

Unit Weight, (pcf) 90 – 125 ASTM D6023

Air Content (%) <30 ASTM D6023 *Withdrawn Standard

B. Mix designs will be referred to based on flowability using the flow consistency as determined using ASTM D6103.

Table 3.2.2 Flowable Fill Classification Based on ASTM D6103

Classification Flow Consistency (in)

Low Flowability 6 Maximum

Normal Flowability 6 – 8

High Flowability 8 Minimum

PART 4 - CONSTRUCTION

4.1 GENERAL

A. Mix the Flowable Fill using a central-mixed concrete plant, ready-mix concrete truck, pug mill, or, other approved method. Documentation in the form of a “Batch Ticket” showing the supplier name, batch time, mix design identification, materials, batch scale weights, water volume, additives and amounts and any other information necessary to convey that the delivered product meets the requirements of the proportions required in the approved mix design.

B. Submit a mix design to Engineer for approval in accordance to Section 01300.

4.2 PLACEMENT

A. When required by Engineer, submit for approval a construction method, plan, means of filling the entire void volume, and method of demonstrating the void area is filled.

B. Filling below pipe annulus may be demonstrated by placing the pipe on sand bags then placing Flowable fill on one side of the pipe and allowing the fill to flow beneath the pipe so that it may be observed on the other side. All pipe should be secured to prevent displacement during the flowable fill placement.

C. Flowable Fill may be placed using chutes, pump, or buckets to its final location. The contractor is

responsible for assuring the delivery and placement method and equipment is adequate for the application. The maximum time from batching of the Flowable Fill to placement at its final location shall be ninety (90) minutes.

D. Contractor, at their expense, shall assure the prevention of movement, or flotation, of any inserted or backfilled structure, pipe, or other appurtenances from their designated location. This may be accomplished by using adequate tie-down structures or devices, or, by limiting the lift thickness of the

02237- 5

Flowable Fill to prevent the fluid material from lifting (or floating) the pipe or other structure until the Flowable Fill has hardened.

E. Because the Flowable Fill generates significant hydraulic loads when fluid, individual lift thicknesses that will load structures or pipe should be limited to four (4) feet unless pipe loading calculations indicate more loading can be applied without damage. Curing time prior to the addition of additional lifts should be a minimum of eight (8) hours.

F. Cure time prior to placement of other structural elements should be a minimum of twenty (24) hours. Structural elements such as pavements, slabs or similar project components may be placed earlier if testing to determine suitability for load application using the Ball Drop method (ASTM 6042) indicates an indentation diameter of four (4) inches or less on a freshly exposed Flowable Fill surface.

G. The final decision concerning the hardening time requirement for any placement shall be made by the representative of the owner and communicated through them to the contractor’s representative.

4.3 ADDITION OF WATER

A. Water may be added one time on the site to bring the flow consistency to that required to achieve the needed flowability for the application as long as there is no evidence of segregation of the mix components. If there is evidence of segregation, as evidenced visually by separation of aggregate from the cement paste matrix, the mix shall not be placed. The contractor shall take sole responsibility for performance of the Flowable Fill if water is added on the site, unless specifically directed to do so by the project inspector.

B. Flowable Fill shall not be placed in areas containing standing water such that the water can mix or be blended with the Flowable Fill material.

4.4 TEMPERATURE REQUIREMENTS

A. Flowable Fill does not require curing like concrete, but should be protected from freezing until it has hardened. Ambient air temperature must remain above 40°F (4°C) when placing Flowable Fill. The temperature of the Flowable Fill shall not be less than 50°F (10°C) at the time of placement. Flowable Fill must not be placed such that the material is in contact with frozen ground, nor, should the Flowable Fill be placed in areas containing frozen material. If the Flowable Fill will be exposed to freezing temperatures during the first twenty-four (24) hours after placement, it should be protected from freezing using concrete blankets, or, after the initial set a minimum of twelve (12) inches of moist soil cover.

PART 5 - QUALITY 5.1 GENERAL

A. “Flowable Fill” placement shall be witnessed by the Owner’s designated representative (Project Inspector and/or Resident Project Representative).

B. All testing of Flowable Fill will be authorized by the Owner’s representative in advance of the

placement. Need for testing will be determined by the Owner. Material testing performed by the Owner’s Laboratory of Record for the project will determine compliance with project specifications.

C. Material testing frequency may be determined based on Table 5.1.1; however, the project inspector shall

have the authority to increase, reduce, or eliminate testing as the project needs dictate.

02237- 6

Table 5.1.1 Property Test Method Frequency

28-day Compressive Strength, (psi) ASTM D4832 **1 set/50yd3 or portion thereof Flow Consistency, (in) ASTM D6103* **1 per 50yd3 or portion thereof

Unit Weight, (pcf) ASTM D6023 **1 per 100yd3 or portion thereof Air Content (%) ASTM D6023 **1 per 50yd3 or portion thereof Temperature (F) ASTM C1064 **1 per 50yd3 or portion thereof

Ball Drop (indentation dia. - inches) ASTM D6024 As Requested By Owner *Withdrawn Standard **Or As Requested by Owner

D. Quality assurance may be subject to City or Governmental Agency regulations and standards. 5.2 NON-COMPLIANCE

A. At the option of the Owner, Flowable Fill material may be required to be removed at the contractor’s expense if it is found to be non-compliant with the requirements of the contract documents.

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


02316-1

SECTION 02316

EARTHWORK


A. Scope: 1. CONTRACTOR shall provide all labor, materials, equipment and incidentals as shown,

specified and required to perform all excavating, backfilling and disposing of earth materials for the purpose of constructing structures, roads, grading, and other facilities required to complete the Work in every respect.

2. All necessary preparation of subgrade for slabs and pavements is included. 3. All temporary means needed to prevent discharge of sediment to water courses from dewatering

systems, rainfall run-off or erosion are included. 4. No classification of excavated materials will be made. Excavation includes all materials

regardless of type, character, composition, moisture, or condition thereof.

B. Related Sections: 1. Section 02220, Demolitions. 2. Section 02318, Crushed Stone and Gravel.

1.2 REFERENCES

A. Standards referenced in this Section are listed below: 1. American Institute of Steel Construction, (AISC):

a. AISC Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings.

2. American Society for Testing and Materials, (ASTM): a. ASTM A 36, Specification for Carbon Structural Steel. b. ASTM A 328, Specification for Steel Sheet Piling. c. ASTM D 422, Test Method for Particle-Size Analysis of Soils. d. ASTM D 427, Test Method for Shrinkage Factors of Soils by the Mercury Method. e. ASTM D 698, Test Method for Laboratory Compaction Characteristics of Soil Using

Standard Effort (12,400 ft-lbsf/ft3). f. ASTM D 1556, Test Method for Density and Unit Weight of Soil in Place by the

Sand-Cone Method. g. ASTM D 1557, Test Method for Laboratory Compaction Characteristics of Soil Using

Modified Effort (56,000 ft 16/cu ft) (2,700 KN-m/cum). h. ASTM D 2166, Test Method for Unconfined Compressive Strength Of Cohesive Soil. i. ASTM D 2922, Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear

Methods (Shallow Depth). j. ASTM D 4318, Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils.

3. Occupational Safety and Health Administration, (OSHA): a. OSHA Standard, Title 29, Code of Federal Regulations, Part 1926, Section .650 (Subpart P

- Excavations). 4. Uniform Building Code, (UBC).


A. Testing Services: 1. General: Testing of materials, testing for moisture content during placement and compaction of

fill materials, and of compaction requirements for compliance with technical requirements of

02316-2

these Specifications shall be performed by a testing laboratory as designated in Section 01452, Testing Laboratory Services.

2. OWNER'S Testing Agency Scope: a. Test CONTRACTOR'S proposed materials in the laboratory and/or field for compliance

with these Specifications. b. Perform field moisture content and density tests to assure that the specified compaction of

backfill materials has been obtained. c. Report all test results to the ENGINEER and CONTRACTOR.

3. Authority and Duties of OWNER'S Testing Agency: Technicians representing the testing laboratory shall inspect the materials in the field and perform tests and shall report their findings to the ENGINEER and CONTRACTOR. When the materials furnished or Work performed fails to fulfill Specification requirements, the technician will direct the attention of the ENGINEER and CONTRACTOR to such failure. a. The technician shall not act as foreman or perform other duties for CONTRACTOR.

Work will be checked as it progresses, but failure to detect any defective Work or materials shall not in any way prevent later rejection when such defect is discovered, nor shall it obligate the ENGINEER for final acceptance. Technicians are not authorized to revoke, alter, relax, enlarge, or release any requirements of the Contract Documents, nor to approve or accept any portion of the Work.

4. Responsibilities and Duties of CONTRACTOR: a. The use of testing services shall in no way relieve CONTRACTOR of the responsibility to

furnish materials and construction in full compliance with the Contract Documents. b. To facilitate testing services, CONTRACTOR shall:

1) Secure and deliver to the ENGINEER or to the testing agency, without cost, preliminary representative samples of the materials he proposes to use and which are required to be tested.

2) Furnish such casual labor as is necessary to obtain and handle samples at the Work Site or at other sources of material.

3) Advise the OWNER'S testing agency at least two days in advance of any backfill operations to allow for completion of quality tests and for the assignment of personnel.

c. CONTRACTOR'S Testing Service shall inspect and approve subgrades and fill layers before further construction Work is performed thereon.

d. It shall be the responsibility of CONTRACTOR to accomplish the specified compaction for backfill, fill, and other earthwork. It shall be the responsibility of CONTRACTOR to control his operations by confirmation tests to verify and confirm that CONTRACTOR has complied, and is complying at all times, with the requirements of these Specifications concerning compaction, control, and testing.

e. The frequency of CONTRACTOR'S confirmation tests shall be not less than as follows; each test location for trenches shall include tests for each layer, type, or class of backfill from bedding to finish grade. 1) Trenches for structures, and underground ductbanks:

a) Crossing Paved Roads: Two locations along each crossing. b) Under Pavement Cuts or Within Two Feet of Pavement Edges: two locations

each site 2) For Structural Backfill: On 30-foot intervals on all sides of the structure for every

compacted lift, but no less than one per lift on each side of the structure for structures less than 60 feet long on a side.

4) Base Material: One per 250 square feet on every compacted lift. f. Copies of the test reports shall be submitted promptly to the ENGINEER.

CONTRACTOR'S tests shall be performed by a soils testing laboratory acceptable to the ENGINEER.

g. CONTRACTOR shall demonstrate the adequacy of compaction equipment and procedures before exceeding any of the following amounts of earthwork quantities: 1) 10 cubic yards of structural backfill. 3) 100 cubic yards of embankment work.

02316-3

4) 50 cubic yards of base material. h. Until the specified degree of compaction on the previously specified amounts of earthwork

is achieved, no additional earthwork of the same kind shall be performed. i. Periodic compliance tests will be made by the ENGINEER to verify that compaction is

conforming to the requirements previously specified, at no cost to CONTRACTOR. CONTRACTOR shall remove the overburden above the level at which the ENGINEER wishes to test and shall backfill and recompact the excavation after the test is complete.

j. If compaction fails to conform to the specified requirements, CONTRACTOR shall remove and replace the backfill at proper density or shall bring the density up to specified level by other means acceptable to the ENGINEER. Subsequent tests required to confirm and verify that the reconstructed backfill has been brought up to specified density shall be paid by CONTRACTOR. CONTRACTOR'S confirmation tests shall be performed in a manner acceptable to the ENGINEER. Frequency of confirmation tests for remedial Work shall be double that amount specified for initial confirmation tests.

B. Permits and Regulations:

1. Obtain all necessary permits for work in roads, rights-of-way, railroads, etc. Also obtain permits as required by local, state and federal agencies for discharging water from excavations.

2. Perform excavation work in compliance with applicable requirements of governing authorities having jurisdiction.

C. Test Reports - Borrow, Backfill and Grading:

1. Testing laboratory shall submit copies of the following reports directly to ENGINEER, with copy to the CONTRACTOR: a. Tests on borrow material. b. Field density tests. c. Optimum moisture - maximum density curve for each soil used for backfill.

D. Submit samples of all select fill, gravel and base materials required.

1.4 JOB CONDITIONS

A. Subsurface Information: Data on subsurface conditions is included in the Supple-mentary Conditions. It is not intended as a representation or warranty of continuity of such conditions between soil borings. The OWNER will not be responsible for interpretations or conclusions drawn therefrom by CONTRACTOR. Data is made available for the convenience of CONTRACTOR. 1. Additional test borings and other exploratory operations may be made by CONTRACTOR, at no

additional cost to the OWNER.

B. Existing Structures: Shown on the Drawings are certain surface and underground structures adjacent to the Work. This information has been obtained from existing records. It is not guaranteed to be correct or complete and is shown for the convenience of CONTRACTOR. CONTRACTOR shall explore ahead of the required excavation to determine the exact location of all structures. They shall be supported and protected from injury by CONTRACTOR. If they are broken or injured, they shall be restored immediately by CONTRACTOR at no additional cost to OWNER.

C. Existing Utilities: Locate existing underground utilities in the areas of Work. If utilities are to remain

in place, provide adequate means of protection during earthwork operations. 1. Should uncharted or incorrectly charted piping or other utilities be encountered during

excavation, consult ENGINEER immediately for directions as to procedure. Cooperate with OWNER and utility companies in keeping respective services and facilities in operation. Repair damaged utilities to satisfaction of utility owner.

2. Do not interrupt existing utilities serving facilities occupied and used by OWNER or others,

except when permitted in writing by ENGINEER and then only after acceptable temporary utility services have been provided.

02316-4

3. Demolish and completely remove from Site existing underground utilities indicated to be removed. Coordinate with utility companies for shut-off of services if lines are active.

D. Protection of Persons and Property: Barricade open excavations occurring as part of this Work and

post with warning lights. Operate warning lights during hours from dusk to dawn each day and as otherwise required. 1. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by

settlement, lateral movement, undermining, washout and other hazards created by earthwork operations.

E. Dust Control: Conduct all operations and maintain the area of activity, including watering of

operations, sweeping and sprinkling of roadways, to minimize creation and dispersion of dust. F. Use of Explosives:

1. The use of explosives will not be permitted. PART 2 - PRODUCTS 2.1 SOIL MATERIALS

A. Backfill and Fill: 1. Materials acceptable for use as backfill against walls, foundations, underground ductbanks, and

other structures shall be stockpiled native sandy clay or granular soils obtained from on-site excavations and which are uniformly mixed, contain no organic matter, nor contain rocks or fragments greater than 4-inches in size, nor have greater than 40 percent passing the 200 sieve. The maximum expansion of on-site materials shall be 1.5 percent as performed on a sample remolded to approximately 95 percent of the maximum dry density as determined in accordance with ASTM D 698 at two percent below optimum moisture content under a 100 psf surcharge pressure.

2. Backfill and fill materials from off-site sources shall consist of silty or clayey sand soils that are uniformly mixed contain no organic matter and which have a Plasticity Index less than ten. The maximum particle size of imported soils shall be 4-inches or less, if required to satisfy trenching, landscaping, or other requirements. The maximum expansion of off-site materials shall be 1.5 percent as performed on a sample remolded to approximately 95 percent of the maximum dry density as determined in accordance with ASTM D 698 at two percent below optimum moisture content under a 100 psf surcharge pressure.

3. All materials for use as backfill and fill material shall be tested by the laboratory and approved by the ENGINEER.

4. If on-site material is unsuitable as determined by the ENGINEER, select backfill or approved off-site fill shall be used.

5. Fill adjacent to structures is classified as backfill to a distance measured horizontally from the structure that is equal to the depth from the finished grade. Outside these limits the fill is classified as embankments, unless otherwise specified.

B. Select Backfill: Select Backfill for use beneath structures, concrete slabs and asphalt pavements (and

where shown or specified below and around structures) shall be crushed aggregate conforming to the requirements below:

Sieve Sizes (Square Openings) Percentage by Weight Passing Sieve 1-1/4-inch 100

No. 4 38 to 65 No. 8 25 to 60 No. 30 10 to 40

No. 200 3 to 12

02316-5

C. Fill Material for Embankments:

1. Fill materials for use as embankments, and as miscellaneous landscaping materials exterior to plant facilities, shall consist of soils obtained from on-site excavations or off-site sources that are uniformly mixed, shall contain no organic material and shall be free of rocks or fragments greater than 3-inches in size.

2. All materials for use as described above shall be tested by the laboratory and approved by the ENGINEER.

D. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone,

crushed slag, or natural or crushed sand, approved by ENGINEER.

E. General Backfill and Fill Materials: Provide approved soil materials for backfill and fill, free of clay, rock or gravel larger than 3-inches in any dimension, debris, waste, frozen materials, vegetable and other organic matter and other deleterious materials. Previously excavated materials meeting these requirements may be used for backfill.

PART 3 - EXECUTION 3.1 SITE PREPARATION

A. Clear all areas to be occupied by permanent construction or embankments of all trees, brush, roots, stumps, logs, wood and other materials and debris. Clean and strip vegetation, sod, topsoil and organic matter from subgrades for fills and embankments. All waste materials shall be removed from the Site and disposed of by CONTRACTOR. Burning will not be permitted.

3,2 EXCAVATION

A. Perform all excavation required to complete the Work as shown and specified. Excavation includes earth, sand, clay, gravel, hardpan, boulders not requiring drilling and blasting to remove, decomposed rock, pavements, rubbish and all other materials within the excavation limits, except rock. Where the excavation is in rock, the rock shall be removed as specified under Section 02321, Trench Excavation & Backfill.

B. Excavations for structures and pipelines shall be open excavations, sloped or shored and braced, where

required, to prevent possible injury to workmen and to new and existing structures or pipelines. Maintain sides and slopes of excavations in a safe condition until completion of backfilling.

C. Where the structure or pipeline is to be placed below the ground water table, use well points,

cofferdams or other acceptable methods to permit construction of said structure or pipeline under dry conditions. Maintain dry conditions until fresh concrete has reached sufficient strength to withstand earth and hydrostatic loads and until the pipelines are properly jointed, tested and backfilled. In addition, protect excavation from flooding until all walls and floor framing up to and including grade level are in place and backfilling has begun. Maintain water level below top of backfill at all times.

D. When pumping water in excavations, prevent the carrying away of unsolidified concrete materials, or

damage to the existing subgrade. E. The elevation of the bottom of footings shown shall be considered as approximate only and

ENGINEER may direct such changes in dimensions and elevations as may be required to secure a satisfactory footing. Hand trim all structure excavations to permit the placing of full widths and lengths of footings on horizontal beds. Rounded and undercut edges will not be permitted. When excavations are made below the required grades, without the written direction of ENGINEER, they

02316-6

shall be backfilled with compacted gravel or concrete as directed by ENGINEER and at the expense of CONTRACTOR.

F. Extended excavations sufficiently on each side of structures, footings, etc., to permit setting of forms,

installation of sheeting or the safe sloping of banks.

G. Subgrades for roadways, structures and trench bottoms shall be firm, dense, and thoroughly compacted and consolidated; shall be free from mud, muck, and other soft or unsuitable materials; and shall remain firm and intact under all construction operations. Subgrades which are otherwise solid, but which becomes soft or mucky on top due to construction operations, shall be reinforced with crushed stone or gravel. The finished elevation of stabilized subgrades shall not be above subgrade elevations shown.

I. Where the existing material beneath the bedding material is considered unsuitable by ENGINEER,

CONTRACTOR shall remove and replace it with select backfill. Additional excavation and select backfill material, when directed in writing by ENGINEER, will be paid for by unit prices bid or under the Extra Work provisions of the Contract.

3.3 UNAUTHORIZED EXCAVATION

A. All excavation outside the lines and grades shown, and which is not accepted by ENGINEER, together with the removal and disposal of the associated material shall be at CONTRACTOR'S expense. Unauthorized excavation shall be filled and compacted with select backfill by CONTRACTOR at his expense.

3.4 SHEETING, SHORING AND BRACING

A. General: 1. Comply with all laws, ordinances, codes, rules or regulations applicable to the Work. 2. Used material shall be in good condition, not damaged or excessively pitted. All steel or wood

sheeting designated to remain in place shall be new. New or used sheeting may be used for temporary work.

3. All timber used for breast boards (lagging) shall be new or used, meeting the requirements for Douglas Fir Dense Construction grade or Southern Pine No. 2 Dense S3.

4. All steel work for sheeting, shoring, bracing, cofferdams etc., shall be designed in accordance with the provisions of AISC "Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings", except that field welding will be permitted.

5. Steel for sheet piling shall conform to ASTM A 328. Steel for soldier piles, wales and braces shall be new or used and shall conform to ASTM A 36.

6. Maintain shoring and bracing in excavations during period excavations will be open. Carry shoring and bracing down as excavation progresses.

B. Sheeting Left in Place:

1. Steel sheet piling shown to be left in place or directed by the ENGINEER, in writing, to be left in place, shall consist of rolled sections of the continuous interlocking type, unless otherwise accepted. Type and design of the sheeting and bracing shall conform to the above specifications for all steel work for sheeting and bracing.

C. Removal of Sheeting and Bracing:

1. Remove sheeting and bracing from excavation, unless otherwise directed by the ENGINEER, in writing. Removal shall be done so as to not cause injury to the Work. Removal shall be equal on both sides of excavation to ensure no unequal loads on pipe or structure.

2. Do not remove sheeting and bracing, where removal may cause soil to come into contact with concrete, until the following conditions are satisfied: a. Concrete has cured a minimum of seven days. b. Wall and floor framing up to and including grade level floors are in place.

02316-7

3.5 BACKFILL

A. Furnish, place and compact all select backfill and backfill required for structures, ductbanks and pipe trenches and required to provide the finished grades shown and as described herein.

B. Select backfill shall be provided in the following locations:

1. Support for structure or pipe foundations in unauthorized excavations shall be provided at CONTRACTOR'S expense.

2. Support below foundations, where required. 3. Subgrade for roads and pavements. 4. To replace subgrade material disturbed and softened as a result of CONTRACTOR'S operations,

shall be provided at CONTRACTOR'S expense. 5. Where shown or directed by ENGINEER.

C. Backfill excavations as promptly as Work permits, but not until completion of the following:

1. Acceptance by ENGINEER of construction below finish grade including dampproofing,

waterproofing, and perimeter insulation. 2. Inspection, testing, approval, and recording of locations of underground utilities. 3. Removal of concrete formwork. 4. Removal of shoring and bracing, and backfilling of voids with satisfactory materials. Cut off

temporary sheet piling driven below bottom of structures and remove in manner to prevent settlement of the structure or utilities, or leave in place if required.

5. Removal of trash and debris. 6. Permanent or temporary horizontal bracing is in place on horizontally supported walls.

D. Excavation shall be kept dry during backfilling operations. Backfill around structures and piping shall

be brought up evenly on all sides. E. Levels of backfill against concrete walls shall not differ by more than two feet on either side of walls,

unless walls are adequately braced or all floor framing is in place up to and including grade level slabs. F. Backfill in pipe trenches shall be select fill, placed in horizontal layers not exceeding 6-inches in depth

and thoroughly compacted, up to a depth of 8-inches above the top of the pipe. Above the select fill, place all backfill in pipe trenches which are below structures, other pipes, or paved areas, in horizontal layers not exceeding 6-inches in depth and thoroughly compact before placing the next layer. In other pipe trenches, above the select fill, compacted layers shall be 8-inches in depth. Material shall be placed so that no excessive or unbalanced load, shock or impact occurs on the pipe or results in displacement of the pipe.

G. Where pipe is laid in rock excavation, 6-inches minimum of crushed stone or gravel fill shall be

carefully placed and tamped over the rock before the pipe is laid. After laying the pipe, the balance of the backfill shall be placed as described herein.

H. Prior to the installation of pipes which are to be installed in fill sections, the fill shall be placed, as

described herein, to a minimum height of two feet above the top of the pipe, unless otherwise required in other Sections. Then the trench shall be excavated, the pipe installed and backfilled, and the remainder of the fill shall be placed.

I. Unless otherwise specified or directed by ENGINEER, fill shall be placed in horizontal loose lifts not

exceeding 8-inches in thickness and shall be mixed and spread in a manner assuring uniform lift thickness after placing.

J. The water content of fill material shall be controlled during placement within the range necessary to

obtain the compaction specified. In general, the moisture content of the fill shall be within three

02316-8

percent of the optimum moisture content for compaction as determined by laboratory tests. CONTRACTOR shall perform all necessary work to adjust the water content of the material to within the range necessary to permit the compaction specified. No fill material shall be placed when free water is standing on the surface of the area where the fill is to be placed. No compaction of fill will be permitted with free water on any portion of the fill to be compacted.

K. No fill shall be placed or compacted in a frozen condition or on top of frozen material. L. Compact fill with equipment suitable for the type of material placed and capable of providing the

densities required. CONTRACTOR shall submit the proposed compaction procedure and equipment to be used to ENGINEER for approval.

M. Fill shall be compacted by at least two coverages of all portions of the surface of each lift by

compaction equipment. One coverage is defined as the condition obtained when all portions of the surface of the fill material have been subjected to the direct contact of the compactor. Each layer of fill shall be compacted before placement of the next lift.

N. The effectiveness of the equipment selected by CONTRACTOR shall be tested at the commencement

of compaction work by construction of a small section of fill within the area where fill is to be placed. If tests on this section of fill show that the specified compaction is not obtained, CONTRACTOR shall increase the amount of coverages, decrease the lift thickness or obtain a different type of compactor, all at no additional cost to OWNER.

O. Backfill around structures shall be performed using the specified procedures, except that within ten

feet of foundations and underground structures, light compaction equipment shall be used, with the gross weight of the equipment not exceeding 7,000 pounds. Provide equipment that is capable of the required compaction within restricted areas next to structures and around piping.

P. The minimum density for backfill and select backfill shall be 95 percent of maximum density obtained

in the laboratory in accordance with ASTM D 1557 Method C, including Note 2. This percentage is of standard Proctor density. Compaction of backfill for and around structures shall be 95 percent of maximum density. Compaction of backfill that supports piping, roadways, parking areas, and walks shall be 95 percent of maximum density. Compaction of backfill in other areas shall be 90 percent of maximum density.

Q. If the specified densities are not obtained because of improper control of placement or compaction

procedures, or because of inadequate or improperly functioning compaction equipment, CONTRAC-TOR shall perform whatever work is required to provide the required densities. This work shall include complete removal of unacceptable fill areas and replacement and recompaction until acceptable fill is provided.

R. CONTRACTOR shall repair, at his own expense, any settlement that occurs. He shall make all repairs

and replacements necessary within 30 days of written notice from ENGINEER or OWNER. S. Select fill necessary to replace subgrade materials disturbed and softened as a result of

CONTRACTOR'S operations or to backfill unauthorized excavation shall be provided, placed and compacted at CONTRACTOR'S expense.

3.6 GRADING

A. General: Uniformly grade areas within limits of grading under this Section, including adjacent transition areas. Smooth graded surfaces within specified tolerances, compact with uniform levels or slopes between points where elevations are shown, or between such points and existing grades.

B. Grading Outside Structure Lines: Grade areas adjacent to building lines to drain away from structures

and to prevent ponding. Finish surfaces free from irregular surface changes, and as follows:

02316-9

1. Turfed Areas or Areas Covered with Gravel, Stone, Wood Chips, or Other Special Cover:

Finish areas to receive topsoil or special cover to within not more than 1-inch above or below the required subgrade elevations.

2. Walks: Shape surface of areas under walks to line, grade and cross-section, with finished surface not more than 1-inch above or below the required subgrade elevation.

3. Pavements: Shape surface of areas under pavement to line, grade and cross-section, with finished surface not more than 1/2-inch above or below the required subgrade elevation.

C. Grading Surface of Fill Under Building Slabs: Grade smooth and even, free of voids, compacted as

specified, and to required elevation. Provide final grades within a tolerance of 1/2-inch when tested with a ten foot straightedge.

D. Compaction:

1. After grading, compact subgrade surfaces to the depth and percentage of maximum density for each area classification.

3.7 PAVEMENT SUBBASE COURSE

A. General: Place subbase material, in layers of specified thickness, over ground surface to support pavement base course. 1. Refer to the appropriate Sections of Division 2, Site Construction, for paving specifications.

B. Grade Control: During construction, maintain lines and grades, including crown and cross-slope of

subbase course. C. Placing: Place subbase course material on prepared subgrade in layers of uniform thickness,

conforming to indicated cross-section and thickness. Maintain optimum moisture content for compacting subbase material during placement operations. 1. When a compacted subbase course is shown to be 6-inches thick or less, place material in a

single layer. When shown to be more than 6-inches thick, place material in equal layers, except that no single layer shall be more than 6-inches or less than 3-inches in thickness when compacted.

3.8 DISPOSAL OF EXCESS EXCAVATED MATERIALS

A. Material removed from the excavations which does not conform to the requirements for fill or backfill or is in excess of that required for fill or backfill shall be hauled away from the Site by CONTRACTOR and disposed of in compliance with applicable laws, ordinances, codes, rules or regulations at no additional cost to the OWNER.

3.9 RESTORING AND RESURFACING EXISTING ROADWAYS AND FACILITIES

A. Place 1-1/2-inches of temporary bituminous pavement immediately after backfilling trenches in paved roadways. Maintain the surface of the paved area over the trench, in good and safe condition during progress of the entire Work, and promptly fill all depressions over and adjacent to the trench caused by settlement of backfill. The permanent replacement pavement shall be equal to that of the existing pavement, unless otherwise specified.

C. Pavement, gutters, curbs, sidewalks or roadways disturbed or damaged by CONTRACTOR'S

operations, shall be restored by CONTRACTOR at his own expense to the same condition as they were previous to the commencement of the Work and in accordance with applicable local and state highway specifications.

****************************************************************************************** *** END OF SECTION 02316***

02318-1

SECTION 02318

CRUSHED STONE AND GRAVEL


A. Scope: 1. CONTRACTOR shall furnish and place crushed stone and gravel of the types specified at

locations shown and as directed by the ENGINEER.

B. Related Sections: 1. Section 02321, Trench Excavation and Backfill.

1.2 REFERENCES

A. Standards referenced in this Section are listed below: 1. American Society for Testing and Materials, (ASTM).

a. ASTM C 131, Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.

b. ASTM C 136, Test Method for Sieve Analysis of Fine and Coarse Aggregates. c. ASTM D 75, Practice for Sampling Aggregates. d. ASTM D 448, Classification for Sizes of Aggregate for Road and Bridge Construction.

1.3 SUBMITTALS

A. Shop Drawings: Submit the following: 1. Furnish representative samples of the crushed stone and gravel to the ENGINEER and advise of

the source location. 2. Test reports, including sieve analyses, showing material compliance with specified requirements.

B. Sampling and sieve analysis shall be performed in accordance with the requirements of ASTM D 75

and ASTM C 136. PART 2 - PRODUCTS 2.1 MATERIALS

A. Crushed Stone or Screened Gravel for Foundations:

1. CONTRACTOR shall furnish and place crushed stone or screened gravel fill under pipe or structures, in addition to that required under other Sections. This material shall be placed at such locations as directed by the ENGINEER, in writing, to replace material unsuitable for the foundations of the pipe or structure or to increase the load carrying capacity of the pipe. It shall also be used to refill over excavations by CONTRACTOR.

2. Crushed stone and gravel shall be clean, hard, sound, durable, uniform in quality, and free of any detrimental quantity of soft, friable, thin elongated, or laminated pieces, disintegrated material, organic matter, oil, alkali, or other deleterious substance.

3. The loss by abrasion in the Los Angeles abrasion machine, determine as prescribed in ASTM C 131, Grading A, shall not exceed ten percent, by weight, after 100 revolutions nor 40 percent after 500 revolutions.

4. Crushed Stone:

02318-2

a. Crushed stone shall consist of the product obtained by crushing rock, stone, or gravel so that at least 50 percent by weight of aggregate retained on the No. 4 sieve for 3/4-inch or larger maximum sizes, and 50 percent retained on the No. 8 sieve for maximum sizes less than 3/4-inch shall consist of particles which have at least one rough, angular surface produced by crushing.

b. The gradation of crushed stone shall comply with the requirements of ASTM D 448. 5. Gravel:

a. Material designated herein as gravel shall be composed entirely of particles that are either fully or partially rounded and water-worn.

b. Crushed rock obtained by crushing rock which exceeds ASTM D 448 maximum gradation sizes may be combined provided it is uniformly distributed throughout and blended with the gravel. The quality and gradation requirements shall be as stated in this Section.

B. Filter and Bedding Gravel:

1. CONTRACTOR shall furnish and place all material required for filter layers and riprap bedding as shown or directed by the ENGINEER, in writing. Graded gravel or layers of sand and gravel or crushed rock are required for filters or riprap bedding.

2. Filter and bedding gravel may be furnished either as a graded gravel conforming to the size distributions specified below or as a two layer filter consisting of layers of sand and crushed rock or gravel.

3. If a single layer is used, it shall consist of a mixed sandy and gravelly material well graded between the limits shown below: Sieve Size Percent Passing

3-inch 100 3/4-inch 75 to 85 No. 4 55 to 65 No. 60 10 to 20 No. 100 less than 5

4. If a two layer filter is used, it shall be composed of sand and gravel well graded between the

limits shown.

Crushed Stone or Gravel

Sieve Size Percent Passing

1-1/2-inch 95 to 100 3/4-inch 35 to 70 3/8-inch 10 to 30 No. 4 0 to 5

Sand

Sieve Size Percent Passing

3/8-inch 100 No. 8 75 to 80 No. 60 10 to 20 No. 100 less than 5

5. All sand shall consist of clean, hard, durable particles free from organic or other deleterious

matter. Crushed stone, crushed or uncrushed gravel shall be clean, hard, durable material of acceptable quality.

02318-3

PART 3 - EXECUTION 3.1 PLACING

A. Crushed Stone, Gravel and other materials shall be spread in layers of uniform thickness not exceeding 8-inches and shall be thoroughly compacted with suitable power driven tampers or other power driven equipment. The placing of crushed stone or gravel shall conform to applicable requirements of Section 02321, Trench Excavation and Backfill, except as noted above.

****************************************************************************************** ***END OF SECTION 02318***

02321-1

SECTION 02321

TRENCH EXCAVATION AND BACKFILL


A. Scope: 1. CONTRACTOR shall provide all labor, materials, equipment and incidentals required to

perform all excavating, backfilling, filling and grading, and disposing of earth materials as shown, specified, and required for constructing pipelines as required to complete the Work in every respect.

2. Also included, is earthwork for roads, walks, grading, structures and other facilities which are required to complete the Work as shown and specified.

3. All necessary preparation of subgrade is included. 4. No classification of excavated materials will be made. Excavation includes all materials

regardless of type, character, composition, moisture, or condition.

B. Related Sections: 1. Section 02230, Clearing. 2. Section 02318, Crushed Stone and Gravel.

1.2 REFERENCES

A. Standards referenced in this Section are listed below: 1. American Institute of Steel Construction, (AISC):

a. AISC Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings.

2. American Society for Testing and Materials, (ASTM): a. ASTM A 36, Specification for Structural Steel. b. ASTM A 328, Specification for Steel Sheet Piling. c. ASTM D 422, Method for Particle-Size Analysis of Soils. d. ASTM D 427, Test Methods for Shrinkage Factors of Soils by the Mercury Method. e. ASTM D 1556, Test Method for Density and Unit Weight of Soil in Place by the

Sand-Cone Method. f. ASTM D 1557, Test Method for Laboratory Compaction Characteristics of Soil Using

Modified Effort (56,000 ft 16/cu ft) (2,700 KN-m/cum). g. ASTM D 2166, Test Method for Unconfined Compressive Strength Of Cohesive Soils. h. ASTM D 2922, Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear

Methods (Shallow Depth). i. ASTM D 4318, Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils.

3. Occupational Safety and Health Administration, (OSHA): a. OSHA Standard, Title 29, Code of Federal Regulations, Part 1926, Section .650 (Subpart P

- Excavations). 4. Uniform Building Code, (UBC).


A. Testing Services:

1. General: Testing of materials, testing for moisture content during placement and compaction of fill materials, and of compaction requirements for compliance with technical requirements of the

02321-2

Specifications shall be performed by a testing laboratory as designated in Section 01452, Testing Laboratory Services.

2. OWNER'S Testing Agency Scope: a. Review CONTRACTORS test results and report all test results to the ENGINEER and

CONTRACTOR. b. Perform additional field moisture content and density tests to ensure that the specified

compaction requirements have been met. Additional tests will be performed as recommended by the OWNERS testing agency.

3. Authority and Duties of OWNER'S Testing Agency: Technicians representing the testing laboratory shall inspect the materials in the field and perform tests and shall report their findings to the ENGINEER and CONTRACTOR. When the materials furnished or Work performed fails to fulfill Specification requirements, the technician will direct the attention of the ENGINEER and CONTRACTOR to such failure. a. The technician shall not act as foreman or perform other duties for CONTRACTOR.

Work will be checked as it progresses, but failure to detect any defective Work or materials shall not in any way prevent later rejection when such defect is discovered, nor shall it obligate the ENGINEER for final acceptance. Technicians are not authorized to revoke, alter, relax, enlarge, or release any requirements of the Contract Documents, nor to approve or accept any portion of the Work.

4. Responsibilities and Duties of CONTRACTOR: a. The use of testing services shall in no way relieve CONTRACTOR of the responsibility to

furnish materials and construction in full compliance with the Contract Documents. b. To facilitate testing services, CONTRACTOR shall:

1) Secure and deliver to the ENGINEER or to the testing agency, without cost, preliminary representative samples of the materials he proposes to use and which are required to be tested.

2) Furnish such casual labor as is necessary to obtain and handle samples at the Site or at other sources of material.

3) Advise the OWNER'S testing agency at least two days in advance of any backfill operations to allow for completion of quality tests and for the assignment of personnel.

c. CONTRACTOR'S Testing Service shall inspect and approve subgrades and fill layers before further construction Work is performed thereon.

d. It shall be the responsibility of CONTRACTOR to accomplish the specified compaction for backfill, fill, and other earthwork. It shall be the responsibility of CONTRACTOR to control his operations by confirmation tests to verify and confirm that CONTRACTOR has complied, and is complying at all times, with the requirements of these Specifications concerning compaction, control, and testing.

e. The frequency of CONTRACTOR'S confirmation tests shall be not less than as follows; each test location for trenches shall include tests for each layer, type, or class of backfill from bedding to finish grade. 1) Trenches for pipelines, structures, and underground ductbanks:

a) In open fields: Two locations every 1,000 linear feet. b) Along dirt or gravel roads or off traveled right-of-way: Two locations every

500 linear feet. c) Crossing paved roads: Two locations along each crossing. d) Under pavement cuts or within two feet of pavement edges: One location every

400 linear feet. e) For Structural Backfill: On 30-foot intervals on all sides of the structure for

every compacted lift, but no less than one per lift on each side of the structure for structures less than 60 feet long on a side.

f) In Embankment or Fill: One per 1,000 square feet on every compacted lift. g) Base Material: One per 1,000 square feet on every compacted lift.

02321-3

f. Copies of the test reports shall be submitted promptly to the ENGINEER. CONTRACTOR'S tests shall be performed by a soils testing laboratory acceptable to the ENGINEER.

g. CONTRACTOR shall demonstrate the adequacy of compaction equipment and procedures before exceeding any of the following amounts of earthwork quantities: 1) 200 linear feet of trench backfill. 2) 10 cubic yards of structural backfill. 3) 100 cubic yards of embankment work. 4) 50 cubic yards of base material.

h. Until the specified degree of compaction on the previously compacted amounts of earthwork is achieved, no additional earthwork of the same kind shall be performed.

i. Periodic compliance tests will be made by the ENGINEER to verify that compaction is conforming to the specified requirements, at no additional cost to OWNER. CONTRACTOR shall remove the overburden above the level at which the ENGINEER wishes to test and shall backfill and re-compact the excavation after the test is complete.

j. If compaction fails to conform to the specified requirements, CONTRACTOR shall remove and replace the backfill at the proper density or shall bring the density up to specified level by other means acceptable to the ENGINEER. Subsequent tests required to confirm and verify that the reconstructed backfill has been brought up to specified density shall be paid by CONTRACTOR. CONTRACTOR'S confirmation tests shall be performed in a manner acceptable to the ENGINEER. Frequency of confirmation tests for remedial Work shall be double that amount specified for initial confirmation tests.

B. Permits and Regulations:

1. Obtain all necessary permits for Work in roads, rights-of-way, etc. Also, obtain permits as required by local, state and federal agencies for discharging water from excavations.

2. Perform excavation work in compliance with applicable requirements of governing authorities having jurisdiction.

1.4 SUBMITTALS

A. Excavation Plan: Prior to start of excavation operations, submit written plan to demonstrate compliance with OSHA Standard 29 CFR Part 1926.650. As a minimum, excavation plan shall include: 1. Name of competent person. 2. Excavation of method(s) or protective system(s) to be used. 3. Copies of "manufacturer's data" or other tabulated data if protective system(s) are designed on

the basis of such data.

B. CONTRACTOR shall prepare and submit Shop Drawings for the following items: 1. Sheeting and bracing, or other protective system(s). 2. Dewatering system. Drawings shall be prepared by a licensed Texas Professional Engineer recognized as an expert in the specialty involved. Drawings shall be submitted to ENGINEER for record purposes only. Calculations shall not be submitted. Drawing submittals will not be reviewed and will not imply approval by ENGINEER of the work involved. CONTRACTOR shall be solely responsible for designing, installing, operating and maintaining whatever system is required to satisfactorily accomplish all necessary sheeting, bracing, protection, underpinning and dewatering.

C. Test Reports - Borrow, Backfill and Grading:

1. Testing laboratory shall submit copies of the following reports directly to ENGINEER, with copy to CONTRACTOR: a. Tests on borrow material. b. Tests on footing subgrade. c. Field density tests.

02321-4

d. Optimum moisture - maximum density curve for each soil used for backfill. e. Tests of actual unconfined compressive strength or bearing tests of each strata.

1.5 JOB CONDITIONS

A. Subsurface Information: Refer to Supplementary Conditions for Data on subsurface conditions. Data is not intended as a representation or warranty of continuity of conditions between soil borings nor of groundwater levels at dates and times other than date and time when measured. OWNER will not be responsible for interpretations or conclusions drawn therefrom by CONTRACTOR. Data is solely made available for the convenience of CONTRACTOR. 1. Additional test borings and other exploratory operations may be made by CONTRACTOR, at no

additional cost to the OWNER.

B. Existing Structures: The Drawings show certain existing facilities and surface and underground structures located on or adjacent to the Work. This information has been obtained from existing records. It is not guaranteed to be correct or complete and is shown for the convenience of CONTRACTOR. CONTRACTOR shall explore ahead of the required excavation to determine the exact location of all structures. They shall be supported and protected from damage by CONTRACTOR. If they are broken or damaged, they shall be restored immediately by CONTRACTOR, at no additional cost to the OWNER.

C. Existing Utilities: Locate existing underground utilities in the areas of the Work. If utilities are to

remain in place, provide adequate means of protection during all operations. 1. Should uncharted or incorrectly charted piping or utilities be encountered during excavation,

consult ENGINEER immediately for directions as to procedure. Cooperate with OWNER and utility companies in keeping respective services and facilities in operation. Repair damaged utilities to satisfaction of utility owner.

2. In general, service lines to individual houses and businesses are not shown; however, CONTRACTOR shall assume that a service exists for each utility to each house or business.

3. Do not interrupt existing utilities serving facilities occupied and used by OWNER or others, except when permitted by ENGINEER, in writing, and then only after acceptable temporary utility services have been provided.

4. Demolish and completely remove from Site existing underground utilities indicated to be removed. Coordinate with utility companies for shut-off of services if lines are active.

D. Use of Explosives:

1. The use of explosives will not be permitted.

E. Protection of Persons and Property: Barricade open excavations occurring as part of the Work and post with warning lights. Operate warning lights during hours from dusk to dawn each day and as otherwise required. 1. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by

settlement, lateral movement, undermining, washout and other hazards created by earthwork operations.

2. Consult ENGINEER and obtain their approval before removing, trimming, or disturbing trees, shrubs, plants, fences, rails, walks, structures or other facilities that are encountered on the line of the excavation.

F. Dust Control: Refer to specification 01414, Dust Control. G. Roadways and Walks: Unless otherwise approved by ENGINEER, excavated material and materials of

construction shall be so deposited, and the Work shall be so conducted, as to leave open and free for pedestrian traffic all crosswalks, and for vehicular traffic a roadway not less than ten feet in width. All hydrants, valves, fire alarm boxes, letter boxes, and other facilities which may require access during construction shall be kept accessible for use. During the progress of the Work, CONTRACTOR shall

02321-5

maintain such crosswalks, sidewalks, and roadways in satisfactory condition and the Work shall at all times be so conducted as to cause a minimum of inconvenience to public travel, and to permit safe and convenient access to private and public property along the line of the Work.

PART 2 - PRODUCTS 2.1 SOIL MATERIALS

A. Backfill and Fill: 1. Materials acceptable for use as backfill against foundations, and other structures shall be

stockpiled native sandy clay or granular soils obtained from on-site excavations and which are uniformly mixed, contain no organic matter, nor contain rocks or fragments greater than 4-inches in size, nor have greater than 40 percent passing the 200 sieve. The maximum expansion of on-site materials shall be 1.5 percent as performed on a sample remolded to approximately 95 percent of the maximum dry density as determined in accordance with ASTM D 698 at two percent below optimum moisture content under a 100 psf surcharge pressure.

2. Backfill and fill materials from off-site sources shall consist of silty or clayey sand soils that are uniformly mixed contain no organic matter and which have a Plasticity Index less than ten. The maximum particle size of imported soils shall be 4-inches or less, if required to satisfy trenching, landscaping, or other requirements. The maximum expansion of off-site materials shall be 1.5 percent as performed on a sample remolded to approximately 95 percent of the maximum dry density as determined in accordance with ASTM D 698 at two percent below optimum moisture content under a 100 psf surcharge pressure.

3. All materials for use as backfill and fill material shall be tested by the laboratory and approved by the ENGINEER.

4. If on-site material is unsuitable as determined by the ENGINEER, select backfill or approved off-site fill shall be used.

5. Fill adjacent to structures is classified as backfill to a distance measured horizontally from the structure that is equal to the depth from the finished grade. Outside these limits the fill is classified as embankments, unless otherwise specified.

6. Place in 8” lifts, compact to 95% of maximum density with ± 3% of OMC. B. Select Backfill (Trench Zone):

1. Select fill materials shall have maximum liquid limit not exceeding 40, a plasticity index less than 15, and a maximum particle size not exceeding 4 in. or one-half the loose lift thickness, whichever is smaller. In addition, if these materials are utilized, grain size analyses and Atterberg Limits must be performed during placement at a rate of one test each per 5,000 cubic yards of material due to the high degree of variability associated with pit-run materials. Soils classified as SP, SP-SM, SM, SW, GM, GP, or GW under USCS are considered to be acceptable for use as select fill. 2. Samples of the select fill materials shall be submitted to the ENGINEER for pre-approval at a

minimum of 10 working days or more prior to the bid date, at no cost to the OWNER. Failure to do so will be the responsibility of the CONTRACTOR. CONTRACTOR shall be responsible for ensuring that the properties of all delivered select fill materials are identical to those of the pre-approved submittal. Alternatives to the pre-approved select fill material shall not be used unless approved by the ENGINEER.

3. Select fill shall be placed in loose lifts not exceeding 8 inches in thickness and compacted at least 95 percent of maximum density as determined by ASTM D 1557. The moisture content of the fill should be maintained within the range of 3 percentage points below to 3 percentage points above the optimum moisture content until final compaction. Soils classified as CH, CL, MH, ML, OH, OL and PT under the USCS are not considered suitable for use as select fill materials at this site.

C. Pipe Embedment Material (Pipe Zone): Refer to Section 02318, Crushed Stone and Gravel.

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E. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone,

crushed slag, natural or crushed sand, approved by ENGINEER. F. Drainage Fill: Washed, uniformly graded mixture of crushed stone, or crushed or uncrushed gravel,

with 100 percent passing a 1-1/2-inch sieve and not more than five percent passing a No. 4 sieve. G. General Backfill and Fill Materials: Provide approved soil materials for backfill and fill, free of clay,

rock or gravel larger than 4-inches in any dimension, debris, waste, frozen materials, vegetable and other organic matter and other deleterious materials. Previously excavated materials meeting these requirements may be used for backfill.

PART 3 - EXECUTION 3.1 INSPECTION

A. Provide ENGINEER with sufficient notice and means to examine the areas and conditions under which excavating, filling, and grading are to be performed. ENGINEER will notify CONTRACTOR if conditions are found that may be detrimental to the proper and timely completion of the Work. Do not proceed with the Work until unsatisfactory conditions have been corrected in an acceptable manner.

3.2 EXPLORATORY EXCAVATION

A. ENGINEER shall provide results of spot pothole testing, which was completed during design. CONTRACTOR shall perform any additional spot pothole testing for utilities, as needed, in advance of construction to verify that locations and depths do not conflict with construction. Payment to be subsidiary to the Contract. CONTRACTOR to immediately notify utility and OWNER'S Representative of any apparent conflicts. CONTRACTOR to coordinate with utility and OWNER'S Representative to achieve a prompt resolution to any conflicts.

B. No separate payment shall be made for additional spot pothole tests executed by the

CONTRACTOR.

3.3 EXCAVATION

A. Perform all excavation required to complete the Work as shown, specified and required. Excavations shall include earth, sand, clay, gravel, hardpan, boulders not requiring drilling and blasting for removal, decomposed rock, pavements, rubbish and all other materials within the excavation limits, except rock. Rock is not anticipated along this alignment but if it is encountered, it shall be removed as directed by the ENGINEER.

B. Excavations for structures and pipelines shall be open excavations. Provide excavation protection

system(s) as specified under 02260 Trench Safety System unless shown or specified otherwise, protection system(s) shall be utilized under the following conditions: 1. Excavation Less Than Five Feet Deep: Excavations in stable rock or in soil conditions where

there is no potential for a cave-in may be made with vertical sides. Under all other conditions, excavations shall be sloped and benched, shielded, or shored and braced.

2. Excavations More Than Five Feet Deep: Excavations in stable rock may be made with vertical sides. Under all other conditions, excavations shall be sloped and benched, shielded or shored and braced.

C. Where the structure or pipeline is to be placed below the ground water table, well points, cofferdams

or other acceptable methods shall be used to permit construction of said structure or pipeline under dry

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conditions. Dry conditions shall be maintained by CONTRACTOR until concrete has reached sufficient strength to withstand earth and hydrostatic loads and until the pipelines are properly jointed, tested and backfilled. In addition, protect excavation from flooding until all walls and floor framing up to and including grade level floors are in place and backfilling has begun. Water level shall be maintained below bottom of excavation at all times according to specification 02418, Dewatering.

D. Pumping of water from excavations shall be done in such a manner to prevent the carrying away of

unsolidified concrete materials, and to prevent damage to the existing subgrade.

E. Pipe Trench Preparation: 1. No more than 200 feet of trench may be opened in advance of pipe laying. Every trench in rock

shall be fully opened at least 30 feet in advance of any place where pipe is being laid. 2. Trench width shall be minimized to greatest extent practical, but shall conform to the following:

a. Sufficient to provide room for installing, jointing and inspecting piping, but in no case wider at top of pipe than pipe barrel outside diameter plus two to three feet.

b. Enlargements at pipe joints may be made, if required and accepted by ENGINEER. c. Sufficient for shoring and bracing, or shielding and dewatering. d. Sufficient to allow thorough compaction of backfill adjacent to bottom half of pipe. e. Do not use excavating equipment, which requires the trench to be excavated to excessive

width. f. Piping 4-inches in diameter and larger shall be excavated below the bottom of the pipe to

the dimensions shown in the Drawings and backfilled with pipe bedding material as specified under Section 02318, Crushed Stone and Gravel.

3. Depth of trench shall be as shown. If required and accepted by ENGINEER, depths may be revised.

4. When excavations are made below the required grades, without the written order of ENGINEER, they shall be backfilled with compacted gravel or cement stabilized sand, as directed by ENGINEER in writing, at the expense of CONTRACTOR. The CONTRACTOR shall return to the site after 6 months and provide additional fill where excessive settlement occurred

F. Repair at no additional cost to the OWNER after settlement that occurs.

G. Material Storage: Stockpile satisfactory excavated materials in approved areas, until required for

backfill or fill. Place grade and shape stockpiles for proper drainage. 1. Locate and retain soil materials away from edge of excavations. 2. Dispose of excess soil material and waste materials as specified hereinafter. 3. If all of the excavated material cannot be stored on the street in such a manner as to maintain the

traffic conditions specified, the surplus shall be removed from the Work area and stored. After laying of pipe or completion of structure to be built in the trench, so much of this material as is of satisfactory quality and necessary for the purpose shall be brought back and used for backfilling the trench.

4. In built-up districts and in streets where traffic conditions render it necessary, the material excavated from the initial opening shall be removed by CONTRACTOR as soon as excavated, and the material subsequently excavated, if suitable for the purpose, shall be used to backfill the trenches in which pipe has been laid or structures have been built, and neither the excavated material nor materials of construction shall be stored on the streets or sidewalks.

H. Where ENGINEER considers the existing material beneath bedding material unsuitable,

CONTRACTOR shall remove and replace it with select backfill. The additional excavation and select backfill material, when directed by ENGINEER, in writing, will be paid for by unit prices bid or under the "Changes" clauses of the General Conditions.

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3.5 UNAUTHORIZED EXCAVATION

A. All excavation outside the lines and grades shown and which is not approved by ENGINEER, together with the removal and disposal of the associated material shall be at CONTRACTOR'S expense. The unauthorized excavation shall be filled and compacted with select fill or cement stabilized backfill by CONTRACTOR at his expense as determined by the OWNER’s Representative. Claims and damages resulting from CONTRACTOR'S unauthorized excavation will be his sole responsibility.

3.6 EROSION CONTROL, DRAINAGE AND DEWATERING

A. Erosion Control: 1. In general, the construction procedures outlined herein shall be implemented to assure minimum

damage to the environment during construction. CONTRACTOR shall take any and all additional measures required to conform to the requirements of applicable codes and regulations, and the requirements specified in Section 01412, Stormwater Pollution Prevention Plan and Permit.

2. Whenever possible, access and temporary roads shall be located and constructed to avoid environmental damage. Provisions shall be made to regulate drainage, avoid erosion and minimize damage to vegetation.

3. Where areas must be cleared for storage of materials or temporary structures, provisions shall be made for regulating drainage and controlling erosion, subject to the ENGINEER'S approval.

4. Temporary measures shall be applied to control erosion and to minimize the silting of the existing waterways, and natural ponding areas. Such measures shall include, but are not limited to, the use of berms, baled straw silt barriers, gravel or crushed stone, mulch, slope drains and other methods. These temporary measures shall be applied to erodible materials exposed by any activities associated with the construction of this Work.

a. Special care shall be taken to eliminate depressions that could serve as mosquito pools. b. Temporary measures shall be coordinated with the construction of permanent drainage facilities and other Work to the extent practicable to assure economical, effective, and continuous erosion and silt control. c. CONTRACTOR shall provide special care in areas with steep slopes. Disturbance of vegetation shall be kept to a minimum to maintain stability.

5. Remove only those shrubs and grasses that must be removed for construction. Protect the remainder to preserve their erosion-control value.

6. Install erosion and sediment control practices where shown on the Drawings and according to applicable standards, codes and specifications. The practices shall be maintained in effective working condition during construction and until the drainage area has been permanently stabilized.

7. Mulching shall be used for temporary stabilization. a. Suitable Materials for Mulching:

1) Unrotted Straw or Salt Hay: 1-1/2 to 2 tons/acre. 2) Asphalt Emulsion or Cutback Asphalt: 600 to 1200 gal./acre. 3) Wood-fiber or Paper-fiber (hydro seeding): 1500 lbs./acre.

4) Mulch netting (paper, jute, excelsior, cotton or plastic). b. Straw or salt hay mulches should be immediately anchored using peg and twine netting or

a mulch anchoring tool or liquid mulch binders. 8. After stabilization, remove all straw bale dikes, debris, etc., from the Site. 9. In the event of any temporary Work stoppage, CONTRACTOR shall take steps any temporary or

environmental damage to the area undergoing construction. 10. In the event CONTRACTOR repeatedly fails to satisfactorily control erosion and siltation, the

OWNER reserves the right to employ outside assistance or to use its own forces to provide the corrective measures indicated. The cost of such work, plus engineering costs, will be deducted from monies due CONTRACTOR.

11. CONTRACTOR shall prevent blowing and movement of dust from exposed soil surfaces and access roads to reduce on and off-site damage and health hazards. Control may be achieved by

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irrigation in which the Site shall be sprinkled with water until the surface is moist. The process shall be repeated, as required.

3.7 SHEETING, SHORING AND BRACING

A. General: 1. All municipal, county, state and federal ordinances, codes, regulations and laws shall be

observed. 2. Used material shall be in good condition, not damaged or excessively pitted. All steel or wood

sheeting designated to remain in place shall be new. New or used sheeting may be used for temporary work.

3. All timber used for breast boards (lagging) shall be new or used, meeting the requirements for Douglas Fir Dense Construction grade, with a bending strength not less than 1,500 psi or Southern Pine No. 2 Dense.

4. All steel work for sheeting, shoring, bracing, cofferdams etc., shall be designed in accordance with the provisions of the "Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings", of the AISC, except that field welding will be permitted.

5. Steel sheet piling shall be manufactured from steel conforming to ASTM A 328. Steel for soldier piles, wales and braces may be new or used, and shall conform to ASTM A 36.

6. Maintain shoring and bracing in excavations regardless of time period excavations will be open. Carry down shoring and bracing as excavation progresses.

7. Safe and satisfactory sheeting, shoring and bracing shall be the entire responsibility of CONTRACTOR.

8. Provide permanent steel sheet piling or pressure creosoted timber sheet piling wherever subsequent removal of sheet piling might permit lateral movement of soil under adjacent structures. Cut off tops as required and leave permanently in place.

9. The clearances and types of the temporary structures, insofar as they affect the character of the finished Work, and the design of steel sheeting to be left in place, will be subject to the approval of ENGINEER, but CONTRACTOR shall be solely responsible for the adequacy of all sheeting, shoring, bracing, coffer-damming, etc.

10. Unless otherwise shown, specified, or ordered, all materials used for temporary construction shall be removed when the Work is completed. Such removal shall be made in a manner not injurious to the pipelines or structures.

B. Sheeting Left in Place:

1. Steel sheet piling shall be left in place where conditions are such that the removal of sheeting will endanger the Work or adjacent pipes or structures or when directed to be left in place by ENGINEER, in writing. It shall consist of rolled sections of the continuous interlocking type, unless otherwise approved. Type and design of the sheeting and bracing shall conform to the above specifications for all steel work for sheeting and bracing. Steel sheeting shown or directed to be installed, but not removed, shall be new.

2. Steel sheet piling to be left in place shall be driven straight to the lines and grades as directed. The piles shall penetrate into firm materials with secure interlocking throughout the entire length of the pile. Damaged piling having faulty alignment shall be pulled and replaced by new piling.

3. The type of guide structure used and method of driving for steel sheet piling to be left in place shall be subject to the approval of ENGINEER. Jetting will not be permitted.

4. CONTRACTOR shall cut off piling left in place at least two feet below road surface or to the grades shown or directed by ENGINEER and shall remove the cut offs from the Site.

5. Portions of sheeting or soldier piles and breast boards, which are in contact with concrete, shall be left in place.

C. Removal of Sheeting and Bracing: Remove sheeting and bracing from excavation unless otherwise

directed by ENGINEER, in writing. Removal shall be done so as to not cause injury to the Work.

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3.8 TRENCH SHIELDS

A. Excavation of earth material below the bottom of a shield shall not exceed the limits established by ordinances, codes, laws and regulations.

B. When using a shield for pipe installation:

1. The bottom of the shield shall not extend below the top of the bedding for the approved pipe at any time.

C. When using a shield for the installation of structures, the bottom of the shield shall not extend below

the top of the bedding for the structures. D. When a shield is removed or moved ahead, extreme care shall be taken to prevent the movement of

pipe or structures or the disturbance of the bedding or backfill for pipe or structures. Pipe or structures that are disturbed shall be removed and reinstalled as specified.

3.9 GENERAL REQUIREMENTS FOR BACKFILL, FILL AND COMPACTION

A. Furnish, place and compact all backfill required for trenches, structures and to provide the finished grades shown and specified. Unless otherwise specified, fill may be obtained from on-site sources. Additional materials, if required, shall be furnished from off-site sources, at no additional cost to the OWNER.

B. Backfill excavations as promptly as Work permits, but not until completion of the following:

1. Acceptance by ENGINEER of all Work within the excavation. 2. Inspection, testing pressure approval, and recording of locations of underground utilities,

connections, branches, structures and other facilities. 3. Removal of concrete formwork. 4. Removal of shoring and bracing, and backfilling of voids with satisfactory materials. Cut off

temporary sheet piling driven below bottom of structures and remove in manner to prevent settlement of the structure or utilities, or leave in place if required.

5. Removal of trash and debris. 6. Permanent or temporary horizontal bracing is in place on horizontally supported walls. 7. Placement of settlement plates.

C. Keep excavations dry during backfilling operations. Bring backfill around piping and structures up

evenly on all sides.

D. Place all backfilling in pipe trenches which are below pipes, foundations, or paved areas in horizontal layers not exceeding 6-inches in depth and compact each before the next layer is placed to at least 95 percent of maximum density as determined by ASTM D 1557. The moisture content of the fill should be maintained within the range of 3 percentage points below to 3 percentage points above the optimum moisture content until final compaction.. In other pipe trenches, compacted layers shall be 6-inches up to the pipe center line and 8-inches thereafter.

E. Where pipe is laid in rock excavation, crushed stone or gravel bedding shall be carefully placed and

tamped over the rock before the pipe is laid. Depth of crushed stone or gravel shall be at least 6-inches for pipe 16-inches and smaller and 6-inches for pipe 18-inches and larger. After laying pipe, the balance of the backfill shall be placed as described hereinabove.

F. Placement of Select Backfill, Backfill and Fill:

1. Select backfill shall be placed to the grades shown. Bring backfill around structures and piping up evenly on all sides. The lift thickness and compaction moisture content range given herein is approximate. These values shall be finally determined from the laboratory test results on the fill

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materials. 2. All select backfill shall be placed in horizontal loose lifts, not exceeding 8-inches in thickness,

and shall be mixed and spread in a manner assuring uniform lift thickness after placing. Each lift shall be compacted by not less than two complete coverages of the specified compactor. Select backfill shall be placed to the underside of all concrete slabs. The fill material shall extend a minimum of two feet outside the face of each structure and be 12-inches below finished grade on all structures. The maximum slope of select backfill to the subgrade shall be one vertical to one horizontal.

3. Backfill and fill around and outside of structures and over select backfill shall be deposited in layers not to exceed 8-inches in uncompacted thickness and mechanically compacted, using platform type tampers. Compaction of backfill around structures by rolling will be permitted provided the desired compaction is obtained and damage to the structure is prevented. Compaction of select backfill and/or backfill by inundation with water will not be permitted. All materials shall be deposited as specified herein and as shown on the Drawings.

4. The material shall be placed at a moisture content and density as specified herein. CONTRACTOR shall provide equipment capable of adding measured amounts of water to the backfill and/or select backfill material to bring it to a condition within the range of the required moisture content. CONTRACTOR shall provide equipment capable of discing, aerating, and mixing the soil to ensure reasonable uniformity of moisture content throughout the fill material and to reduce the moisture content of the borrow material by air drying, if necessary. If the subgrade or lift of earth material must be moisture conditioned before compaction, the fill material shall be sufficiently mixed or worked on the subgrade to ensure a uniform moisture content throughout the lift of material to be compacted. Materials at moisture content in excess of the specified limit shall be dried by aeration or stockpiled for drying.

5. Keep excavations dry during backfilling operations. No backfill or fill material shall be placed when free water is standing on the surface of the area where the fill is to be placed. No compaction of fill will be permitted with free water on any portion of the fill to be compacted or groundwater greater than bottom of excavation. No fill shall be placed or compacted in a frozen condition or on top of frozen material. Any fill containing organic materials or other unacceptable material previously described shall be removed and replaced with approved fill material prior to compaction.

6. Compaction shall be performed with equipment suitable for the type of fill material being placed. CONTRACTOR shall select equipment that is capable of providing the minimum density required by these Specifications. Hand operated compacting equipment shall be used within a distance of ten feet from the wall of any completed below grade structure. Equipment shall be provided that is capable of compacting in restricted areas next to structures and around piping. The effectiveness of the equipment selected by CONTRACTOR shall be tested at the commencement of compacted fill Work by construction of a small section of fill within the area where fill is to be placed. If tests on this section of fill show that the specified compaction is not obtained, CONTRACTOR shall increase the amount of coverages, decrease the lift thicknesses or obtain a different type of compactor.

7. Levels of backfill against concrete walls shall not differ by more than two feet on either side of walls, unless walls are adequately braced or all floor framing is in place up to and including grade level slabs. Particular care shall be taken to compact structure backfill, which will be beneath pipes, roads, or other surface construction or structures. In addition, wherever a trench passes through structure backfill, the structure backfill shall be placed and compacted to an elevation 12-inches above the top of the pipe before the trench is excavated. Compacted areas, in each case, shall be adequate to support the item to be constructed or placed thereon.

8. The compaction requirements specified are predicated on the use of normal materials and compaction equipment. In order to establish criteria for the placement of a controlled fill so that it will have compressibility and strength characteristics compatible with the proposed structural loadings, a series of laboratory compaction and/or compressive strength tests shall be performed on the samples of materials submitted by CONTRACTOR. From the results of the laboratory tests, the final values of the required percent compaction, the acceptable compaction moisture content range, and the maximum permissible lift thickness will be established for the fill material

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and construction equipment proposed. 9. Control the water content of fill material during placement within the range necessary to obtain

the compaction specified. In general, the moisture content of the fill shall be within three percent of the optimum moisture content for compaction as determined by laboratory tests. Perform all necessary Work to adjust the water content of the material to within the range necessary to permit the compaction specified. Do not place fill material when free water is standing on the surface of the area where the fill is to be placed. No compaction of fill will be permitted with free water on any portion of the fill to be compacted.

10. Compact fill shall be compacted by at least two coverages of all portions of the surface of each lift by compaction equipment. One coverage is defined as the condition obtained when all portions of the surface of the fill material have been subjected to the direct contact of the compactor.

11. If the specified densities are not obtained because of improper control of placement or compaction procedures, or because of inadequate or improperly functioning compaction equipment, CONTRACTOR shall perform whatever Work is required to provide the required densities. This Work shall include complete removal of unacceptable fill areas, and replacement and re-compaction until acceptable fill is provided, at no additional cost to the OWNER.

12. CONTRACTOR shall repair, at his own expense, any after settlement that occurs. CONTRACTOR shall make all repairs and replacements required within 30 days after notice from ENGINEER or OWNER.

G. Backfill in Pipe Trenches:

1. Place all backfilling in pipe trenches which are below structures, other pipes, or paved areas, in horizontal layers not exceeding 6-inches in depth and thoroughly compact each before the next layer is placed. In other pipe trenches, compacted layers shall be 6-inches up to the pipe center line and 8-inches thereafter.

2. Where pipe is laid in rock excavation, of crushed stone or gravel fill shall be carefully placed and tamped over the rock before the pipe is laid. Depth of crushed stone or gravel shall be at least 6-inches for pipe 24-inches and smaller and 9-inches for pipe 30-inches and larger. After laying pipe, the balance of the backfill shall be placed as described herein.

3. Prior to the installation of pipes which are to be installed in fill sections, place the fill as described herein, until a minimum height of two feet above the soffit of the pipe is reached, unless otherwise required in other Sections. The fill for the trench width shall then be excavated and the pipe installed and backfilled. The remainder of the fill shall then be placed.

4. Pipeline trenches may be backfilled prior to pressure testing, but no structure shall be constructed over any pipeline until it has been tested.

5. All pipe, except plastic pipe, shall be placed on a minimum 6-inch thick layer of granular embedment material. The granular embedment material shall extend 12-inches above the top of the pipe. CPVC, PVC, HDPE pipes and FRP ducts shall be placed on a minimum 6-inch layer of sand. Sand shall extend to 12-inches above top of pipe and to the trench walls on each side of the pie, unless otherwise noted.

6. Embedment materials both below and above the bottom of the pipe, classes of embedment to be used, and placement and compaction of embedment materials shall conform to the following requirements: a. Granular embedment shall be spread and the surface graded to provide a uniform and

continuous support beneath the pipe at all points between bell holes or pipe joints. It will be permissible to slightly disturb the finished subgrade surface by withdrawal of pipe slings or other lifting tackle. After each pipe has been graded, aligned, placed in final position on the bedding material and shoved home, sufficient pipe embedment material shall be deposited and compacted under and around each side of the pipe and back of the bell or end thereof to hold the pipe in proper position and to maintain alignment during subsequent pipe jointing and embedment operations. Embedment material shall be deposited and compacted uniformly and simultaneously on each side of the pipe to prevent lateral displacement. The embedment material shall then be placed and compacted to an elevation 12-inches above the top of pipe.

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b. Compacted backfill shall be required for the full depth of the trench above the granular pipe embedment material. Where the trench for one pipe passes beneath the trench for another pipe or electrical duct bank, the lower trench shall be compacted to the level of the bottom of the upper trench.

c. Each layer of embedment material shall be compacted by at least two complete coverages of all portions of the surface of each lift using approved compaction equipment. One coverage is defined as the conditions reached when all portions of the fill lift have been subjected to the direct contact of the compacting surface of the compactor.

d. The method of compaction and the equipment used shall be appropriate for the material to be compacted and shall not transmit damaging shocks to the pipe.

e. The degree of compaction required for granular embedment is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D 698.

H. Crushed Stone Placement:

1. Crushed stone shall be placed where shown to the limits shown. 2. Crushed stone shall be place in hand tamped lifts, not to exceed 6-inches.

I. Sand Placement:

1. Sand shall be placed as an envelope around PVC and CPVC pipes, FRP ducts and all pipe 2-inches and smaller. Place and compact minimum 6-inches of sand all round pipes, in 6-inch lifts, to a level 6-inches above the top of pipe.

J. Compaction Density Requirements:

1. The degree of compaction required for all types of fills shall be as listed below. Material shall be moistened or aerated as necessary to provide the moisture content that will facilitate obtaining the specified compaction.

Required Minimum Density- *Maximum Material Percent Compaction Uncompacted Thick.(in) (ASTM D 698) Lift (inches)

Subgrade and Sub-base Fill:

Below concrete slabs on grade 95 8

Below base of footings or mats,

structural slabs and tank floors 95 8

Below asphalt concrete paving 95 12

**Backfill:

More than five feet below final grade 100 8

Less than five feet below grade 95 8

Select Backfill:

Below concrete slabs or mats 95 8

Below asphalt paving 100 8

Trench Backfill, below and above duct banks 95 12

Trench Backfill above pipe 95 12

Granular Pipe Embedment Material 95 6

Sand Embedment Material 95 6

* Where applicable. ** Backfill shall not be used for support of facilities which are susceptible to

damage from differential settlement of the fill section relative to walls.

All fill must be wetted and thoroughly mixed to achieve optimum moisture content, ±three percent, with the following exceptions: On-site clayey soils optimum to plus three percent.

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Natural undisturbed soils or compacted soil subsequently disturbed or removed by construction operations shall be replaced with materials compacted as specified above.

2. CONTRACTOR'S testing service shall perform tests required to provide data for selection of fill

material and control of placement water content. 3. Field density tests, to ensure that the specified density is being obtained, shall be performed by

CONTRACTOR'S testing service during each day of compaction Work. 4. If the tests indicate unsatisfactory compaction, CONTRACTOR shall provide the additional

compaction necessary to obtain the specified degree of compaction. All additional compaction Work shall be performed by CONTRACTOR, at no additional cost to the OWNER, until the specified compaction is obtained. This Work shall include complete removal of unacceptable (as determined by the ENGINEER) fill areas and replacement and recompaction until acceptable fill is provided.

K. Replacement of Unacceptable Excavated Materials: In cases where over-excavation for the

replacement of unacceptable soil materials is required, the excavation shall be backfilled to the required subgrade with select backfill material and thoroughly compacted as specified in Paragraph 3.9.J., above. Sides of the excavation shall be sloped in accordance to the maximum inclinations specified for each structure location.

3.10 GRADING

A. General: Uniformly grade areas within limits of grading shown or specified, including adjacent transition areas. Smooth subgrade surface within specified tolerances, compact with uniform levels or slopes between points where elevations are shown, or between such points and existing grades.

B. Turfed Areas: Finish areas to receive topsoil to within not more than 1-inch above or below the

required subgrade elevations. C. Walks: Shape surface of areas under walks to line, grade and cross-section, with finish surface not

more than 1-inch above or below the required subgrade elevation.

D. Pavements: Shape surface of areas under pavements to line, grade and cross-section, with finish surface not more than 1/2-inch above or below the required subgrade elevation.

E. Slabs: Grade smooth and even, free of voids, compacted as specified, and to required elevation.

Provide final grades within a tolerance of 1/2-inch when tested with a 10-foot straightedge. F. Compaction: After grading, compact subgrade surfaces to the depth and percentage of maximum

density required. 3.11 PAVEMENT SUBBASE COURSE

A. General: Place subbase material, in layers of specified thickness, over ground surface to support pavement base course. .

B. Grade Control: During construction, maintain lines and grades, including crown and cross-slope of

subbase course.

C. Shoulders: Place shoulders along edges of subbase course to prevent lateral movement. Construct shoulders of acceptable soil materials, placed in such quantity to compact to thickness of each subbase course layer. Compact and roll at least a 12-inch width of shoulder simultaneously with compacting and rolling of each layer of subbase course.

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D. Placing: Place subbase course material on prepared subgrade in layers of uniform thickness, conforming to indicated cross-section and thickness. Maintain optimum moisture content for compacting subbase material during placement operations. 1. When a compacted subbase course is shown to be 6-inches thick or less, place material in a

single layer. When shown to be more than 6-inches thick, place material in equal layers, except no single layer more than 6-inches or less than 3-inches in thickness when compacted.

3.12 DISPOSAL OF EXCAVATED MATERIALS

A. Material removed from the excavations which does not conform to the requirements for fill or is in excess of that required for backfill shall be hauled away by CONTRACTOR and disposed of in compliance with municipal, county, state, federal or other applicable regulations, at no additional cost to OWNER.

3.13 RESTORING AND RESURFACING EXISTING ROADWAYS AND FACILITIES

A. Place 1-1/2-inches of temporary bituminous pavement immediately after backfilling trenches in paved roadways. Maintain the surface of the paved area over the trench in good and safe condition during progress of the entire Work, and promptly fill all depressions over and adjacent to the trench caused by settlement of backfill. Immediately prior to constructing the permanent paving and base, remove and dispose of temporary pavement. Permanent replacement pavement shall be equal to that of the existing roadways, unless otherwise shown or specified.

C. Pavement, gutters, curbs, walks, driveways and roadways disturbed or damaged by CONTRACTOR'S

operations, except areas designated "Proposed Pavement", shall be restored or replaced by CONTRACTOR at his expense to as good condition as they were previous to the commencement of the Work and in accordance with applicable local and state highway specifications.

3.14 TEMPORARY FENCING

A. Furnish and install a temporary fence surrounding excavations and work area. Fence shall have openings only at vehicular, equipment and worker access points.

B. The fence shall be a snow fence type enclosure, 48-inches high. Fence shall be constructed of vertical

hardwood slats measuring 1-1/2 by 1/4-inch interwoven with strands of horizontal wire, or shall be of equivalent plastic construction. Posts shall be of steel, either U, Y, T or channel section, and shall have corrugations, knobs, notches or studs placed and constructed to engage a substantial number of fence line wire in the proper position. Posts shall have tapered anchors weighing 0.67 pounds or more, each firmly attached by means of welding, riveting or clamping. Posts shall have a nominal weight of 1/3 pound per linear foot exclusive of the anchor. Each post shall be furnished with a sufficient number of galvanized wire fasteners or clamps, of not less than 0.120-inch in diameter for attaching fence wire to the post.

3.15 ENVIRONMENTAL PROTECTION AND RESTORATION

A. Contractor will submit a Erosion and sedimentation Control Plan for approval by Engineer and Owner

for each Site prior to commencement of the Work 3.16 FIELD QUALITY CONTROL

A. Quality Control Testing during Construction: Testing service must inspect and approve subgrades and

fill layers before construction Work is performed thereon. Tests of subgrades and fill layers shall be taken as follows:

02321-16

1. Foundation Wall Backfill: Take at least two field density tests, at locations and elevations as directed by the ENGINEER.

B. If testing service reports or inspections show subgrade or fills are below specified density, provide

additional compaction and testing at no additional cost to the OWNER.

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02420- 1

SECTION 02420

FINAL BACKFILL

1.1 GENERAL: As soon as practicable after laying and jointing of the pipe, the completion of embedment and the completion of structures, the trench shall be backfilled.

Take the necessary precautions to protect the pipe during backfilling operations.

Remove sheeting and shoring as backfilling operations progress. Incorporate methods so that a good bond is achieved between the backfill material and the undisturbed trench walls. Where sheeting or trench protection is intact below the top of pipe and their removal cause obvious damage to the bedding and haunching, it may be necessary to leave portions of sheeting or bracing in place.

Caution, in the use of mechanical compactors in the haunch and initial backfill to 12-inches above the pipe, shall be exercised to avoid damaging or misaligning the pipe. Provide at least 3-feet of compacted cover over the top of the pipe before the trench is wheel-loaded, and 4-feet of cover before using pneumatic hammers during compaction. Contact between the pipe and compaction equipment shall be avoided at all times.

1.2 CONSOLIDATION METHODS: Backfill above the pipe zone to surface subgrade shall be with backfill material as indicated on the drawings and described in this Article E Section 02410 of these Specifications. Backfill above the pipe zone shall be compacted by mechanical means.

For mechanical compaction, place the backfill material above the pipe zone in lifts not exceeding 8-inches loose depth, moisten or aerate to obtain optimum moisture, and compact to the required density as described in Article D of this section.

The jetting method of water tamping will not be allowed.

1.3 CEMENT STABILIZED BACKFILL: Where necessary to improve native soils for backfill for trenches under roads, driveways, concrete slabs, and in the zone of excavation for structures shall be cement stabilized. Cement stabilized soil shall be placed around all adjusted manholes. The cement stabilization is to be used on limited areas only to aid in expediting the work, and it is not meant to be used to stabilize the entirety of the native soils to meet engineered fill requirements. The use of the cement stabilization shall be coordinated with the Engineer for approval prior to implementation. Contractor may elect to utilize 2-Sack Flowable Fill as per Section 02237at no additional cost to the Owner.

The Contractor will not leave open, or dirt trenches uncovered, at the end of the working day. The Contractor has the option of using steel plates to cover the open or dirt trenches or to backfill the trenches with the required cement stabilized backfill soon after the Contractor has completed final backfill. The Contractor will then come back and cut the cement stabilized backfill to install services and replace cement stabilized backfill for service cuts then pave soon after cement stabilized backfill is complete.

1.4 COMPACTION AND TESTING FINAL BACKFILL: Under existing or proposed paved streets, final backfill shall be compacted to the following Modified Proctor Densities per ASTM D-1557 (refer to standard drawing details) “Typical Trench Backfill Detail under Existing or Proposed Paved Streets”):

ZONE SOIL CONDITION % OF PROCTOR

Top of Pipe Embedment to 14 in. Below Finished Subgrade

Native Material As Specified

90%

02420- 2

Top of Finished Subgrade to 14 in. Below Top of Subgrade

Crushed Stone 95%

For all backfill in the areas not in existing or proposed paved streets, density of not less than 85% ASTM D-1557 shall be obtained from top of pipe bedding to ground surface.

Compaction tests will be required on backfill under proposed or existing streets and easements, and shall generally be as follows, unless otherwise directed by the ENGINEER:

Tests at 8-inches below subgrade at 200-feet intervals and not less than 2 per street at this level.

One test for every 2-feet of vertical trench backfill between top of pipe bedding and 18-inches below subgrade, at 200-feet horizontal intervals and not less than 2 per street at each level.

Additional tests shall be taken by the Owner as deemed necessary. *********************************************************************************************


02580-1

SECTION 02580

PAVEMENT MARKINGS

PART 1 – GENERAL

1.1 This guide specification covers the requirements for marking roads, streets and parking areas. 1.2 REFERENCES

A. American Association of State Highway and Transportation Officials (AASHTO) B. American Society for Testing and Materials (ASTM)

C. Federal Specifications (FS) D. Joint fillers and sealers are specified in Division-7.

1.3 SUBMITTALS

A. Lists of proposed products and equipment to be used, including descriptive data, notifications of proposed Contractor actions as specified in this Section.

B. Certified copies of the test reports, prior to the use of the materials at the jobsite. Testing shall

be performed in an approved independent laboratory. 1.4 DELIVERY AND STORAGE

A. All materials shall be delivered and stored in sealed containers that plainly show the designated name, formula or specification number, batch number, color, date of manufacturer’s name, and directions, all of which shall be plainly legible at time of use.

1.5 EQUIPMENT

A. All machines, tools and equipment used in the performance of the work shall be approved and maintained in satisfactory operating condition. Equipment operating on roads will display low speed traffic markings and traffic warning lights. 1. Paint Application Equipment: The equipment to apply pain to pavements shall be a self-

propelled or mobile-drawn pneumatic spraying machine with suitable arrangements of atomizing nozzles and controls to obtain the specified results. The machine shall have a speed during application not less than 5 mph and shall be capable of applying the stripe widths indicated, at the paint coverage rate specified in paragraph APPPLICATION, and of even uniform thickness with clear-cut edges. The paint applicator shall have paint reservoirs or tanks or sufficient capacity and suitable gauges to apply paint in accordance with requirements specified. Tanks shall be equipped with suitable air-driven mechanical agitators. The spray mechanism shall be equipped with a quick-action valves conveniently located, and shall include necessary pressure regulators and gauges in full view and reach of the operator. Paint strainers shall be installed in paint supply lines to insure freedom from residue and foreign matter that may cause malfunction of the spry guns. The paint applicator shall be readily adaptable for attachment of an air-actuated dispenser for the reflective media approved for use. Pneumatic spray guns shall be

02580-2

provided for hand application of paint in areas where the mobile paint applicator cannot be used.

2. Sandblasting Equipment: Sandblasting equipment shall include an air compressor, hoses and nozzles of proper size and capacity as required for cleaning surfaces to be painted. The compressor shall be capable of furnishing no less than 150 cfm of air at a pressure of not less than 90 psi at each nozzle used and shall be equipped with traps that will maintain the compressed air free of oil and water.

3. Waterblast Equipment: the water pressure shall be specified at 2600 psi and 60 degrees C (140 degrees F) in order to adequately clean the surfaces to be marked.

4. Traffic Controls: Suitable warning signs shall be placed near the beginning of the worksite and well ahead of the worksite for altering approaching traffic from both directions. Small markers shall be placed along newly painted lines or freshly placed raised markers to control traffic and prevent damage to newly painted surfaces or displacement of raised pavement markers. Painting equipment shall be marked with large warning signs indicating slow-moving painting equipment in operation.

1.6 HAND-OPERATED, PUSH-TYPE MACHINES

A. All machines, tools and equipment used in the performance of the work shall be approved and maintained in satisfactory operating condition. Hand-operated push-type machines of a type commonly used for application of paint to pavement surfaces shall be acceptable for marking small streets and parking areas. Applicator machine shall be equipped with the necessary paint tanks and praying nozzles and shall be capable of applying paint uniformly at coverage specified. Sandblasting equipment shall be provided as required for cleaning surfaces to be painted. Hand-operated spray guns shall be provided for use in areas where push-type machines cannot be used.

PART 2 – PRODUCTS 2.1 PAINT

A. The paint shall be homogeneous, easily stirred to smooth consistency and shall show no hard settlement or other objectionable characteristics during a storage period of 6 months. Paint for roads and streets shall conform to color as indicated.

2.2 THERMOPLASTIC COMPOUNDS

A. The thermoplastic reflectorized pavement-marking compound shall be extruded or sprayed in a molten state onto a primed pavement surface. Following a surface application of glass beads and upon cooling to normal pavement temperatures, the marking shall be an adherent reflectorized strip of the specified thickness and width that is capable of resisting deformation by traffic.

2.3 PREFORMED TAPE

A. The preformed tape shall be an adherent reflectorized strip in accordance with ASTM D 4505, Type I or II.

PART 3 – EXECUTION

3.1 SURFACE PREPARATION

A. Surface to be marked shall be thoroughly cleaned before application of the pavement marking material. Dust, dirt, and other granular surface deposits shall be removed by sweeping, blowing

02580-3

with compressed air, rinsing with water or a combination of these methods as required. Rubber deposits, surface laitance existing paint markings and other coatings adhering to the pavement shall be completely removed with scrapers, wire brushers, sandblasting, approved chemicals or mechanical abrasion as required. Areas of old pavement affected with oil or grease shall be scrubbed with several applications of trisodium phosphate solution or other approved detergent or degreaser, and rinsed thoroughly after each application. After cleaning, oil-soaked areas shall be sealed with cut shellac to prevent bleeding through the new paint. Pavement surfaces shall be allowed to dry, when water is used for cleaning, prior to striping or marking. Surfaces shall be recleaned, when work has stopped due to rain.

B. Cleaning existing pavement markings: In general, markings shall not be placed over existing pavement marking patterns. Existing pavement markings that are in good condition that interfere with or conflict with the newly applied marking patterns shall be removed. Deteriorated or obscured markings that are not misleading or confusing or interfere with the adhesion of the new marking material do not require removal. New preformed and thermoplastic pavement markings shall not be applied over exiting preformed or thermoplastic markings. Whenever grinding, scraping, sandblasting or other operations are performed the work must be conducted in such manner that the finished pavement surface is not damaged or left in a pattern that is misleading or confusing. When these operations are completed the pavement surface shall be blown off with compressed air to remove residue and debris resulting from the cleaning work.

3.2 APPLICATION

A. All pavement markings and patterns shall be placed as per pre-construction layout and/or as shown on the plans.

1. Paint shall be applied to clean, dry surfaces and only when air and pavement temperatures are

above 40 degrees F and below 94 degrees F. Paint temperature shall be maintained within these same limits. New asphalt pavement surfaces shall be allowed to cure for a period of not less than 30 days before applications of paint. Paint shall be applied pneumatically with approved equipment at rate of coverage specified herein. The Contractor shall provide guidelines and templates as necessary to control paint application. Special precautions shall be taken in marking numbers, letters, and symbols. Edges of markings shall be sharply outlined.

2. Rate of Application: Reflective markings. Pigmented binder shall be applied evenly to the

pavement area to be coated at a rate of 105 plus or minus 5 square feet per gallon. Glass spheres shall be applied uniformly to the wet paint on road and street pavement at a rate of 6 plus or minus 0.5 pounds of glass spheres per gallon of paint.

3. Drying: The maximum drying time requirements of the paint specifications will be strictly

enforced to prevent undue softening of bitumen, and pickup, displacement or discoloration by tires of traffic. If there is a delay in drying of the markings, painting operations shall be discontinued until cause of the slow drying is determined and corrected.

4. Primer: After surface preparation has been completed the asphalt pavement surface shall be

primed. The primer shall be applied with spray equipment. Primer materials shall be allowed to “set up” prior to applying the thermoplastic composition. The asphalt concrete primer shall be allowed to dry to a tack-free condition, usually occurring in less than 10 minutes.

5. Asphalt Concrete Primer: Primer shall be applied to all asphalt concrete pavements at a wet

film thickness of 0.005 inch, plus or minus 0.001 inch (265-400 square feet per gallon). 6. Preformed Tape: The pavement surface temperature shall be a minimum of 60 degrees F and

the ambient temperature shall be a minimum of 60 degrees F and rising. The preformed marking shall be placed in accordance with the manufacturer’s written instructions.

02580-4

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02600-1

SECTION 02600

ASPHALT CONCRETE PAVING AND BASE COURSE

PART 1 – GENERAL 1.1 DESCRIPTION OF WORK

A. This Section includes the following:

1. Base Course: Composed of crushed aggregate and/or the combined existing hot mix

asphaltic concrete and base course processed and re-used for base course to the extent available.

2. Surface Course: Composed of mineral aggregate and bituminous material mixed in a central mixing plant.

3. Paving: Extent of paving work is shown on Drawings.

1.2 SUBMITTAL

A. Material Certificates: Provide copies of materials certificates signed by material produces and Contractor, certifying that each material item complies with, or exceeds specified requirements.


A. Codes and Standards: Comply with State Highway and City of El Paso Engineering Department standard specifications, latest edition, and with local governing regulations if more stringent than herein specified.

1.4 SITE CONDITIONS

A. Weather Limitations: The bituminous mixture shall not be placed upon a wet surface or when the surface temperature of the underlying course is less than 40°F (4°C).

Base course may be placed when air temperature is above 30°F (-1°C) and rising.

B. Grade Control: Establish and maintain required lines and elevations. C. Existing Hot Mix Asphaltic Concrete and Base Course: The existing hot mix asphaltic

concrete (HMAC) and base course shall be processed and re-used for base course to the extent available. The HMAC and base course shall be broken, graded, and blasted in such a manner that the resulting processed material meets all of the requirements for base course aggregate.

PART 2 – PRODUCTS 2.1 MATERIALS

A. Base Course Aggregate: The aggregate shall be either crushed stone or crushed gravel. The fine aggregate shall be screening obtained from crushed stone or gravel.

The crushed stone shall consist of hard, durable particles or fragments of stone, free from dirt or other objectionable matter, and shall contain not more than 8 % of flat, elongated, soft, or disintegrated pieces. The crushed gravel shall consist of hard durable stones, rocks, and boulders crushed to specified sizes and shall be free from excess flat, elongated, soft or disintegrated pieces, dirt, or other

02600-2

objectionable matter. The method used in production of crushed gravel shall be such that the finished product shall be as uniform as practicable. The crushing of the gravel shall be such that the finished product, all of which will be retained on a No. 4 mesh sieve, and shall have at least 85% by weight of particles with at least two fractured faces and 95% by weight of particles with at least one fractures face. If necessary, the gravel shall be screened before crushing to meet this requirement or to eliminate an excess of fine particles. All stones, rocks, and boulders of inferior quality occurring in the pit shall be wasted. The crushed aggregate shall have a percent of wear not more than 45 to 500 revolutions, as determined by AASHTO T96 (Los Angeles Rattler Test). The crushed aggregate shall not show evidence of disintegration nor show a total loss greater than 12% when subjected to 5 cycles of the sodium sulfate accelerated soundness test using AASHTO T104. All material passing the No.4 mesh sieve produces in the crushing operation of either the stone or gravel shall be incorporated in the base material unless there is an excessive amount which, if included, would not meet the gradation requirements. The crushed aggregate shall meet the requirements of one of the gradations given in the following table when tested in accordance with AASHTO T11 and T27. TABLE 1

REQUIREMENTS FOR GRADATION OFCRUSHED BASE COURSE AGGREGATE

Sieve Designation (square openings)

Percentage By Weight Passing Sieves GRADE A GRADE B GRADE C

2” Maximum Aggregate Size

1 ½” Maximum Aggregate Size

1” Maximum Aggregate Size

2 inch 100 1 ½ inch 100

1 inch 55-85 70-95 100 ¾ inch 50-80 55-85 70-100 No. 4 30-60 30-60 35-65

No. 40 10-25 10-25 15-25 No. 200 3-10 3-10 3-10

The gradations in the table represent the limits, which shall determine suitability of aggregate for use from the sources of supply. The final gradations decided on within the limits designated in the table shall be well graded from coarse to fine and shall not vary from the low limit on one sieve to the high limit on the adjacent sieves or vice versa. The amount of the fraction of material passing the No. 200 mesh sieve shall not exceed one half the fraction passing the No. 40 mesh sieve. The portion of the base aggregate, including any blended material, passing the No. 40 mesh sieve shall have a liquid limit of not more than 35 and a plasticity index of not more than 12 when tested in accordance with AASHTO T89 and T90. The selection of any of the gradations shown in the table shall be such that the maximum size aggregate used in any course shall not be more than two thirds the thickness of the layer of the course being constructed. Base material shall be tested for gradation every 1,000 tons or less, at source, with a minimum of one gradation test per project.

B. Surface Course Aggregate: Surface course aggregate shall consist of crushed stone or crushed gravel with or without sand or other inert finely divided mineral aggregate the portion of materials

02600-3

retained on the No. 8 sieve shall be known as coarse aggregate, the portion passing the No. 8 sieve and retained on the No. 200 sieve as fine aggregate, and the portion passing the No. 200 sieve as mineral filler.

C. Coarse Aggregate: Coarse shall consist of sound, tough, durable particles, free from adherent

films of matter that would prevent thorough coating with the bituminous material. The percentage of wear shall not be grater than 40 percent when tested in accordance with ASTM C131.

Aggregate shall contain at least 70 percent by weight of crushed pieces having two or more fractured faces and 85 percent having at least one fractured face. The area of each face shall be equal to at least 75 percent of the smallest mid-sectional area of the piece. When two fractured faces are contiguous, the angle between the planes of fractures shall be at least 30 degrees to count as two fractured faces. Fractured faces shall be obtained by artificial crushing.

The aggregate shall not contain more than 8 percent, by weight, of flat or elongated pieces. A flat particle is one having a ratio of width to thickness greater than five; an elongated particle is one having a ratio of length of width greater than five.

D. Fine Aggregate: Fine aggregate shall consist of clean, sound, durable, angular particles produced

by crushing stone or gravel that meets the requirements for wear and soundness specified for coarse aggregate. The aggregate particles shall be free from coating of clay, slit, or other objectionable matter and shall contain no clay balls. The fine aggregate, including any blended filler, shall have a plasticity index of not more than six when tested in accordance with ASTM D424, and a liquid limit of not more than 25 when tested in accordance with ASTM D423 or shall have a sand equivalent value not less than 45 in accordance with ASTM D2419. Natural sand may be used to obtain the gradation of the aggregate blend or improve the workability of the mix. The amount of sand to be added will be adjusted to produce mixtures conforming to requirements of this specification.

E. Sampling and Testing: ASTM D75 shall be used in sampling coarse and fine aggregate, and ASTM C183 shall be used in sampling mineral filler. The Contractor shall furnish documentation to the Engineer confirming that the aggregates meet specification requirements.

F. Source of Aggregates: Sources of aggregates shall be selected well in advance of the time the

materials are required in the work. When the aggregates are obtained from a previously approved source or an existing source producing aggregates that have a satisfactory service record in bituminous pavement construction for at least five years, samples shall be submitted 15 days prior to start of production. An inspection of the producer’s operation will be made by the Engineer. When new sources are to be developed, the Contractor shall indicate the sources and shall submit a plan for operation 30 days in advance of starting production. Samples from test pits, boring, and other excavations shall be submitted at the same time. Approval of the source of aggregate does not relieve the Contractor in any way of the responsibility for delivery at the job site of aggregates that meet the requirements specified herein.

G. Samples of Aggregates: Samples of aggregates shall be furnished by the Contractor at the start

of production or at every 500 tons with a minimum of two per project. The sampling points will be designated by the Engineer. The samples will be the basis of approval of specific lots of aggregates from the standpoint of the quality requirements of this section.

H. Filler: If filler is necessary, in addition to that naturally present in the aggregate, it shall meet the

requirements of ASTM D242.

I. Bituminus Material: Bituminous material shall conform to the following requirements:

1. Type AC-10 or AC-20 in accordance with ASTM D3381.

02600-4

The Contactor shall furnish vendor’s certified test reports for each tank load of bitumen shipped to the project. The report shall be delivered to the Engineer before permission to use the material is granted. The furnishing of the vendor’s certified test for the bituminous material shall be the basis for final acceptance.

J. Composition of Mixture: The bituminous plant mix shall be composed of a mixture of

aggregate, filler if required, and bituminous material. The several aggregate fractions shall be sized, uniformly graded, and combined in such proportions that the resulting moisture meets the grading requirements on the job mix formula.

K. Job Mix Formula: No bituminous mixture for pavement shall be produced until a job mix

formula has been approved by the Engineer. The formula shall be submitted in writing by the Contractor to the Engineer at least 15 days prior to the start of paving operations and shall indicate the definite completed mixture when discharged from the mixer. All test data used to develop the job mix formula shall also be submitted. The job mix formula for each mixture shall be in effect until modified in writing by the Engineer. Should a change in sources of material be made, a new job mix formula must be established before the new material is used.

The bituminous mixture shall be designed using procedures contained in Chapter III, MARSHALL METHOD OF MIX DESIGN, of the Asphalt Institute’s Manual Series No. 2 (MS-2), current edition, and shall meet the requirements of Table 1 and 2. The temperature of the mix immediately prior to compaction shall be 250°± 5 F (121°±3 C).

TABLE 1

MARSHALL DESIGN CRITERIA Test Property

Number of Blows 75 Stability, minimum pounds 1500

Flow 0.01 in. (0.25mm) 8-16 Percent air voids 3-5

Percent air voids in mineral aggregate See Table 3 TABLE 2

MINIMUM PERCENT VOIDS IN MINERAL AGGREGATE MAXIMUM PARTICLE SIZE MINIMUM VOIDS IN MINERAL

AGGREGATE Inches mm Percent

¾ 19.0 15 1 25.0 14

1 ¼ 31.25 13

The mineral aggregate shall be of such size that the percentage composition by weight, as determined by laboratory screens, will conform to the gradation or gradations specified in Table 3 when tested in accordance with ASTM Standard C136 d (dry sieve). The percentage by weight for the bituminous material shall be within the limits specified. The gradations in Table 3 represent the limits which shall determine the suitability of aggregate for use from the sources of supply. The aggregate, as finally selected, shall have a gradation within the limits designated in Table 3 and shall not vary from the low limit on one sieve to the high limit on the adjacent sieve, or vice versa, but shall be uniformly graded from coarse to fine. TABLE 3

AGGREGATE – BITUMINOUS PAVEMENT SPECIFICATION GRADATION BAND

Sieve Size

PERCENTAGE BY WEIGHT PASSING SIEVES GRADE A 1 ¼ in. maximum

GRADE B 1 inch maximum

GRADE C ¾ inch maximum

02600-5

1 ¼ in. (30.0 mm) 100 1 in. (24.0 mm) 86-98 100 ¾ in. (19.0mm) 68-93 76-100 100

½ in. (12.5) 57-81 66-86 79-99 3/8 in. (9.5 mm) 49-69 57-77 68-88 No. 4 (4.75 mm) 34-54 40-60 48-68 No. 8 (2.36 mm) 22-42 26-46 33-53

No. 16 (1.18 mm) 13-33 17-37 20-40 No. 30 (0.600 mm) 8-24 11-27 14-30 No. 50 (0.300 mm) 6-18 7-29 9-29

No. 100 (0.150 mm) 4-12 6-16 6-16 No. 200 (0.075 mm) 3-6 3-6 3-6

Bitumen Percent 4.5 – 7.0 4.5 – 7.0 4.8 – 5.5 Stone 5.0 – 7.5 5.0 – 9.0 Gravel

Grade C Aggregate-Bituminous Pavement Specification Band shall be used for this project. The job mix tolerances shown in Table 4 shall be applied to the job mix formula to establish a job control grading band. The full tolerances will still apply if application of the job mix tolerances results in a job control grading band outside the master grading band.

TABLE 4

JOB MIX FORMULA TOLERANCES BASED ON A SINGLE TEST

Material Tolerance Plus or Minus Aggregate Passing No. 4 Sieve or Larger 7 percent Aggregate Passing Nos. 8 and 16 Sieves 6 percent

Aggregate Passing Nos. 30 and 50 Sieves 5 percent Aggregate Passing Nos. 100 and 200 Sieves 3 percent

Bitumen 0.45 percent Temperature of Mix 20 degrees F (11 degrees C)

The aggregate gradation may be adjusted as directed, without adjustments in the contract unit prices. Deviation from the final approval design for bitumen content and gradation of aggregates shall not be greater than the tolerance permitted and shall be based on daily plant extraction. Extraction tests for bitumen content and aggregate gradation will be made at least twice daily. The mixture will be tested for bitumen content in accordance with AASHTO T30. The completed mixture shall be sampled at the plant to retain job control. One sample shall be taken form each sublot on a random basis, in accordance with procedures contained in ASTM D3665. The lot size shall be consistent with that specified in paragraph N-2 of 3.3. in this Section. Testing shall be in accordance with the Marshall Method procedures contained in Chapter III of the Asphalt Institute Manual Series No. 2 (MS-2), current edition, except the temperature of the mix prior to compaction shall be 250 F±5 F(121 C± 2 C). In any two consecutive Marshall test results of any property do not conform to the requirements shown in Table 1 and 2, the Contractor shall take immediate corrective action. In no instance shall the percent air voids exceed ± 1 percent of the job mix formula value. The Engineer or his representative may halt production if the Marshall test criteria are not met and not allow it to resume until the problem is corrected. If the index of retained strength of the specimens of composite mixture, as determined by ASTM D1075, is less than 75, the aggregates shall be rejected or the asphalt shall be treated with an anti-stripping agent. The amount of anti-stripping agent added to the asphalt shall be sufficient to produce an index of retained strength of not less than 75.

02600-6

L. Test Section: Prior to full production, the Contractor shall prepare a quantity of bituminous mixture according to the job mix formula. The amount of mixture should be sufficient to construct a test section 50’ long and 5’ wide placed in two sections and shall be of the same depth specified for the construction of the course which it represents. The underlying grade or pavement structure upon which the test section is to be constructed shall be the same as the remainder of the course represented by the section. The equipment used in construction of the test section shall be the same type and weight to be used on the remainder of the course represented by the test section.

If the test section should prove to be unsatisfactory, necessary adjustments to the mix design, plant operation, and/or rolling procedures shall be made. Additional test sections, as required, shall be constructed and evaluated for conformance to the specifications. When test sections do not conform to specification requirements, the pavement shall be removed and replaced at the Contractor’s expense. A marginal quality test section that has been placed in an area of little or no traffic may be left in place. If a second test section also does not meet specification requirements both sections shall be removed at the Contractor’s expense. Full production shall not begin without the Engineer’s approval. Test sections will be paid for in accordance with Section 0125-Measurement and Payment.

M. Testing Laboratory: The Contractor’s or his representative’s testing laboratory used to develop the job mix formula and to perform the tests required by this specification shall meet the requirements of ASTM D3666. A certification that the laboratory meets these requirements shall be submitted to the Engineer.

N. Lane Marking Paint: Chlorinated rubber- alkyd type, AASHTO M248 (FS TT-P-115), Type III. O. Wheel Stops: Precast of 3, 000 psi air-entrained concrete, as detailed on the drawings.

PART 3 – EXECUTION 3.1 BASE COURSE CONSTRUCTION

A. Operation at Sources of Supply: All work involved on clearing and striping of quarries and pits, including the handling of unsuitable material, shall be performed by the Contractor at his own expense. The base material shall be obtained from approved sources. The material shall be handled in a manner that shall secure a uniform and satisfactory product.

B. Equipment: All equipment necessary for the proper construction of this work shall be on the

project, on first class working condition, and approved by the Engineer before construction is permitted to start.

C. Preparing Underlying Course: The underlying course shall be tested and accepted by the

Engineer before placing and spreading operations are started. Any ruts or soft, yielding places caused by improper drainage conditions, hauling or any other cause, shall be corrected and rolled to the required compaction before the base course is placed thereon.

To protect the underlying course and to insure proper drainage, the spreading of the base shall

begin along the centerline of the pavement on a crowned section or on the high side of the pavement with a one-way slope.

D. Plant Mix: The base material shall be uniformly blended during crushing operations or mixed in

an approved plant. The type of plant may be either a central proportioning and mixing plant or a traveling plant. The plant shall blend and mix the materials to meet these specifications and to secure the proper moisture content for compaction.

E. Placing and Spreading:

02600-7

1. Central Plant: The crushed aggregate base material that has been proportioned in a crushing and screening plant, or proportioned and processed in a central mixing plant, shall be placed on the prepared underlying course and compacted in layers of the thickness shown on the plans. The depositing and spreading of the material shall commence where designated and shall progress without segregation of size to such loose depth that, when compacted, the layer shall have the required thickness. The base aggregate in the required amount to avoid or minimize the need for rehandling the material and to prevent the rutting of the underlying course. The spreader boxes or other devices shall be equipped with strike-off templates or screeds that can be adjusted or controlled to secure the required thickness of the material. Dumping from vehicles in piles on the underlying course which will require rehandling shall not be permitted. Hauling over the uncompacted base course shall not be permitted.

2. Traveling Plant: If a traveling is used for mixing, the base material shall be placed on the

underlying course in such condition to provide a base mixture conforming to the specified gradation and moisture content, and in such quality to develop the thickness of the layer of the base and the density after compaction. The material shall be shaped to a uniform section. The Engineer shall examine the mixture to determine that the mixing is complete and satisfactory and that the proper moisture content is maintained before compaction is started. No spreading shall be done except when authorized. Care shall be taken that no material from the underlying course is mixed with the base material

If necessary, the base course shall be bladed until a smooth, uniform surface is obtained that is true line, grade, and cross section and until the mix is in condition for compacting.

3. Method of Placing: The base course shall not be constructed in a layer not less than 2 ½

inches nor more than 4 ½ inches of compacted thickness. The aggregate, as spread, shall be of uniform gradation with no segregation or pockets of fine or coarse materials. Unless otherwise permitted by the Engineer, the aggregate shall not be spread more than 2,000 square yards or 500 linear feet of street in advance of the rolling. Any necessary sprinkling shall be kept within these limits. No material shall be placed in snow or on a soft, muddy, or frozen underlying course. When more than one layer is required, the construction procedure described herein shall apply similarly to each layer. The Engineer shall make tests to determine the maximum density and the proper moisture content of the base material, and this information will be available to the Contractor. The base material shall have a satisfactory moisture content when rolling is started, and any minor variations prior to or during rolling shall be corrected by sprinkling or aeration, if necessary. During the placing and spreading, sufficient caution shall be exercised to prevent the incorporation of embankment, subbase, or shoulder material in the base course mixture.

F. Finishing and Compacting: After spreading, the crushed aggregate shall be thoroughly

compacted by rolling. The rolling shall progress gradually from the sides to the center of the lane under construction, or from one side toward previously placed material by lapping uniformly each preceding rear wheel track by one half the width of such track. Rolling shall continue until the entire area of the course has been rolled by the rear wheels. The rolling shall continue until the stone is thoroughly set, the interstices of the material reduced to a minimum, and until creeping of the stone ahead of the roller is no longer visible. Rolling shall continue until the base material has been compacted to not less that 100% density as determined by ASTM D1556 and D2922. Maximum laboratory unit weight shall be determined in accordance with ASTM D1557. Density tests will be taken for each street. Blading and rolling shall be done alternately, as required or directed, to obtain smooth, even, and uniformly compacted base.

02600-8

The course shall not be rolled when the underlying course is soft or yielding or when the rolling causes undulation in the base course. When the rolling develops irregularities that exceed ¼ inch when tested with a 16 foot straightedge, the irregular surface shall be loosened, refilled with the kind of material as that used in construction the course, and rolled again as required.

In areas inaccessible to rollers, the base course material shall be ramped thoroughly with mechanical tempers as approved by the Engineer.

G. Surface Test: After the course has been completely compacted, the surface shall be tested for

smoothness and accuracy of grade and crown. Surface tests will be taken at every 500 square yards or at every 125 linear feet of street with a minimum of two (2) density tests taken for each street. Any portion lacking the required smoothness or failing in accuracy of grade or crown shall be scarified, reshaped, recompacted, and otherwise manipulated as the Engineer may direct until the required smoothness and accuracy are obtained. The finished surface shall not vary more than ¼ inch from a 16 foot straightedge when applied to the surface parallel with, and at right angles to, the centerline.

H. Thickness: The thickness of the base course shall be determined by depth tests or core taken

at every 500 yards or at every 125 linear feet of street with a minimum of two (2) density tests taken for each street. When the base deficiency is more than ¼ inch, the Contractor shall correct such areas by scarifying, adding satisfactory base mixture, rolling sprinkling, reshaping, and finishing in accordance with these specifications. The Contractor shall replace at his expense, the base material where borings have been taken for test purpose.

I. Protection: Work on the base course shall not be accomplished during freezing temperatures

nor when the embankment is wet. When the aggregates contain frozen materials or when the underlying course is frozen, the construction shall be stopped.

Hauling equipment may be routed over completed portions of the base course, provided no

damage results and provided that such equipment is routed over the full width of the base course to avoid rutting or uneven compaction. However, the Engineer in charge shall have full and specific authority to stop all hauling over completed or partially completed base course when, in his opinion, such hauling is causing damage. Any damage resulting to the base course from routing equipment over the base course shall be repaired by the Contractor at his own expense.

J. Maintenance: Following the completion of the base course, the Contractor shall perform all

maintenance work necessary to keep the base course in a condition satisfactory for priming. After printing, the surface shall be kept clean and free from foreign material. The base course shall be properly drained at all times. If cleaning is necessary, or if the prime coat becomes disturbed, any work or restitution necessary shall be performed at the expense of the Contractor.

3.2 SURFACE COURSE CONSTRUCTION

A. Bituminous Mixing Plant: Plants used for the preparation of bituminous mixtures shall conform to the requirements of ASTM D995 with the following changes.

3.3 REQUIREMENTS FOR ALL PLANTS

A. Truck scales: The bituminous mixture shall be weighed on approved scales furnished by the Contractor, or on public scales at the Contractor’s expense. Such scales shall be inspected and sealed as often as the Engineer deems necessary to assure their accuracy.

B. Testing Laboratory: The Contractor or producer shall provide laboratory facilities for

control and acceptance testing functions during periods of mi production, sampling testing, and whenever materials subject to the provisions of these specifications are being supplied or tested. The laboratory shall provide adequate equipment, space, and utilities as required for the performance of the specified tests.

02600-9

C. Inspection of Plant: The Engineer, or his authorized representative, shall have access, at all times, to all parts of the plant for checking adequacy of equipment and inspecting operation of the plant to verify weights, proportions, and character of materials; and for checking the temperatures maintained in the preparation of the mixtures.

D. Storage Bins and Surge Bins: Paragraph 3.9 of ATSM D995 is deleted. Instead, the

following applies. Use of surge bins or storage bins for temporary storage of hot bituminous mixtures will be permitted as follows.

1. The bituminous mixtures may be stored in surge bins for a period of time not to exceed 3

hours, provided all specifications, temperature, and segregation, requirements are fully met.

2. The bituminous mixture may be stored in insulated storage bins provided an inert gas

atmosphere or oxygen proof hot oil seal is maintained in the bin during the storage period.

3. The bins shall be such that mix drawn from them meets the same requirements as mix

loaded directly into trucks. 4. If the Engineer determines that there is an excessive amount of heat loss, segregation or

oxidation of the mixture due to temporary storage, no storage will be allowed.

E. Hauling Equipment: Trucks used for hauling bituminous mixtures shall have tight, clean, and smooth metal beds. To prevent the mixture from adhering to them, the truck beds shall be lightly coated with a minimum amount of paraffin oil, lime solution, or other approved material. Each truck shall have a suitable cover to protect the mixture from adverse weather. When necessary, to ensure that the mixture will be delivered to the site at the specified temperature, truck beds shall be insulated and covers shall be securely fastened.

F. Bituminous Pavers: Bituminous pavers shall be self contained, power propelled units with

an activated screed or strike off assembly, heated if necessary, and shall be capable of spreading and finishing courses of bituminous plant mix material which will meet the specified thickness, smoothness, and grade. Pavers used for shoulders and similar construction shall be capable of spreading and finishing courses of bituminous plant mix material in widths shown on the plans.

The paver shall have a receiving hopper of sufficient capacity to permit a uniform spreading

operation. The hopper shall be equipped with a distribution system to place the mixture uniformly in front of the screed. The screed or strike off assembly shall effectively produce a finished surface of the required evenness and texture without rearing, shoving, or gouging the mixture.

The paver shall be capable of operating at forward speeds consistent with satisfactory laying of the

mixture. If an automatic grade control device is used, the paver shall be equipped with a control system

capable of automatically maintaining the specified screed elevation. The control shall be automatically actuated from either a reference line or surface through a system of mechanical sensors or sensor directed mechanisms or devices which will maintain the paver screed at a predetermined transverse slope and at the proper elevation to obtain the required surface. The transverse slope controller shall be capable of maintaining the screed at the desired slope within plus or minus 0.1 percent.

The controls shall be capable of working in conjunction with any of the following attachment:

1. Ski type device of not less than 30 feet (9.14 m) in length or as directed by the Engineer. 2. Taut string line (wire) set to grade.

02600-10

3. Short ski or shoe.

G. Roller: Rollers of the steel wheel, or pneumatic tired type may be used. The number, type, and weight of rollers shall be sufficient to compact the mixture to the required density while it is still in a workable condition. The use of equipment which causes excessive crushing of the aggregate will not be permitted.

H. Preparation of Bituminous Material: The bituminous material shall be heated in a manner

that will avoid local overheating and provide a continuous supply of the bituminous material to the mixer at a uniform temperature. The temperature of the bituminous material delivered to the mixer shall be sufficient to provide a suitable viscosity for adequate coating of the aggregate particles but shall not exceed 325˚ F (160˚ C).

I. Preparation of Mineral Aggregate: The aggregate for the mixture shall be dried and

heated to the temperature designated by the job formula within the job tolerance specified. The maximum temperature and rate of heating shall be such that no permanent damage occurs to the aggregates. Particular care shall be taken that aggregates high in calcium or magnesium content are not damaged by overheating. The temperature shall not be lower than is required to obtain complete coating and uniform distribution on the aggregate particles and to provide a moisture of satisfactory workability.

J. Preparation of Bituminous Mixture: The aggregate and the bituminous material shall be

weighed or metered and introduced into the mixer in the amount specified by the job mix formula. The combined materials shall be mixed until the aggregate obtains a uniform coating of bitumen

and is thoroughly distributed throughout the mixture. Wet mixing time shall be the shortest time that will produce a satisfactory mixture. It shall be established by the Contractor, based on the procedure for determining the percentage of coated principles described in ASTM D2489, and approved by the Engineer for each individual plant and for each type of aggregate used. The minimum mixing time shall b 25 seconds. The mixing time will be set to achieve 95 percent of coated principles. For continuous mix plants, the minimum mixing time shall be determined by dividing the weight of its contents at operating level by the weight of the mixture delivered per second by the mixer. The moisture content of the mix shall not exceed 1.0 percent.

K. Transporting, Spreading, and Finishing: The mixture shall be transported from the mixing

plant to the point of use in vehicles conforming to the requirements of Section 4.3 Deliveries shall be scheduled so that spreading and rolling of all mixture prepared for one day’s run can be completed during daylight, unless adequate artificial lighting is provided. Hauling over freshly placed material shall not be permitted until the material has been compacted, as specified, and allowed to cool to atmospheric temperature.

Immediately before placing the bituminous mixture, the underlying course shall be cleared of all

debris with power blowers, power brooms, or hand brooms as directed. The mix shall be placed at a temperature of not less than 250˚ F (107˚ C) when asphalt cement is

used, and not less that 150˚ F (65˚ C) when tar is used. Upon arrival, the mixture shall be spread to the full width by an approved bituminous paver. It

shall be struck off in a uniform layer of such depth that, when the work is completed, it shall have the required thickness and conform to the grade and contour indicated. The speed of the paver shall be regulated to eliminate pulling and tearing of the bituminous mat. Unless otherwise directed, placement of the mixture shall begin along the centerline of a crowned section or on the high side of areas with a one way slope. On streets with inverted crown, no joint will be placed at invert of street. The mixture shall be placed in consecutive adjacent strips having a minimum width of 5’ except where edge lanes require less width to complete the area. In a two layer operation, the longitudinal joint in one layer shall offset that in the layer immediately below by a least 1 foot (30 cm); however, the joint in the top layer shall be at the centerline of the pavement. Except on streets with inverted crowns, where the invert is at the centerline of the street.

02600-11

Transverse joints in one layer shall be offset by at least 2 feet (60 cm) from transverse joints in the previous layer. Transverse joints in adjacent lanes shall be offset a minimum of 10 feet (3m).

On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and

finishing equipment impractical, the mixture may be spread, raked, and luted by hand tools. L. Compaction of Mixture: After spreading, the mixture shall be thoroughly and uniformly

compacted by rolling. The surface shall be rolled when the mixture has attained sufficient stability so that the rolling does not cause undue displacement, cracking, or shoving. The sequence of rolling operations and the type of rollers used shall be at the discretion of the Contractor with approval from the City Engineer.

The speed of the roller shall, at all times, be sufficiently slow to avoid displacement of the hot

mixture. Any displacement occurring as a result of reversing the direction of the roller, or from any other cause, shall be corrected at once.

Sufficient rollers shall be furnished to handle the output of the plant. Rolling shall continue until

all roller marks are eliminated, the surface is on uniform texture and true to grade and cross section, and the required field density is obtained.

To prevent adhesion of the mixture to the roller, the wheels shall be kept properly moistened, but

excessive water will not be permitted. In areas not accessible to the roller, the mixture shall be thoroughly compacted with hot hand

tampers. Any mixture that becomes loose and broken mixed with dirt, or in any way defective shall be

removed and replaced with fresh hot mixture and immediately compacted to conform to the surrounding area. This work shall be done at the Contractor’s expense. Skin patching shall not be allowed.

M. Joints: The formation of all joints shall be made in such a manner as to ensure a continuous

bond between old and new sections of the course. All joints shall have the same texture, density, and smoothness as other sections of the course.

The roller shall not pass over the end of the freshly laid mixture except when necessary to form a

transverse joint. When necessary to form a transverse joint, it shall be made by means of placing a bulkhead or by tapering the course, in which case the edge shall be out back to its full depth and width on a straight line to expose a vertical face. In both methods all contract surfaces shall be given a tack coat of bituminous material before placing any fresh mixture against the joint.

Longitudinal joints which are irregular, damaged, or otherwise defective shall be cut back to

expose a clean, sound surface for the full depth of the course. All contact surfaces shall b given a tack coat of bituminous material prior to placing any fresh moisture against the joint.

N. Acceptance Sampling and Testing of Bituminous Mixture (Density): Pavement density will be

determined by comparing the density of cores taken from the compacted pavement to the density of laboratory compacted specimens prepared by the contractor’s representative.

1. Lot sizes: The pavement will be accepted for density on a lot basis. A lot will consist of:

a. One day’s production where it is not expected to exceed 500 tons. A minimum of one density test will be required.

b. A half day’s production, where a day’s production is expected to consist of between 500 and 1,000 tons. A minimum of two (2) density test will be required per day.

c. Similar subdivisions for quantities greater than 1,000 tons.

02600-12

2. Laboratory Density: Bituminous mixture for laboratory compacted specimens shall be sampled as per paragraph N. The specimens shall be compacted in accordance with ASTM D1559, Section 3.5, except that the temperature immediately prior to compaction shall be 250 F±5 (120 C ± 3 ). The sample pf bituminous mixture can be place in an oven for not more than 30 minute to maintain the heat, but it shall not reheated if it cools below 250 F (120 c) before use. The density of each specimen shall be determined in accordance with ASTM D2726 or D1188, whichever is applicable.

3. Core Density: Cores for determining the density of the compacted pavement shall be taken as indicated in paragraph N. The density of each core shall be determined in accordance with ASTM D2726 or D1188, whichever is applicable.

4. Pavement Density: The target density (percent compaction) of each lot in-place

pavement shall be 98 percent of the average density of the laboratory prepared specimens. The pavement density shall be determined by dividing the core density of one day’s production by the average density of the laboratory prepared specimens.

5. Acceptance Criteria: acceptance of each lot of bituminous [surface}base] course shall be

based on the percentage of material within specification limits (PWL). The PWL is determined by using standard statistical techniques and involves the number of tests in each lot (n) and the Quality Index (Q). The Quality Index is calculated from the following formula:

Q=X-L R

Where: Q = Quality Index X = average of pavement densities L = lower specification limit R = range – difference between the highest and lowest pavement densities (percent compaction)

The PWL shall be determined from Table 5 using the number of tests (n) and the Quality Index (Q). Each lot of bituminous mix shall be accepted for density when the PWL equals or exceeds 90 percent PWL requirement will be accepted at an adjusted contract unit price in accordance with Table 6.

TABLE 5

TABLE FOR ESTIMATION PERCENT OF LOT WITHIN TOLERANCE LIMITS Percent within n=3 n=4 n=5 n=6 99 .5895 .6574 .6642 .6611 98 .5879 .6440 .6387 .6264 97 .5863 .6307 .6166 .5983 96 .5847 .6173 .5966 .5744 95 .5830 .6039 .5777 .5530 94 .5814 .5905 .5600 .5330 93 .5797 .5771 .5431 .5143 92 .5762 .5638 .5267 .4968 91 .5219 .5504 .5108 .4800 90 .5677 .5370 .4955 .4640 89 .5621 .5236 .4808 .4485 88 .5564 .5101 .4657 .4337 87 .5499 .4967 .4514 .4191 86 .5432 .4833 .4373 .4050

02600-13

85 .5355 .4699 .4234 .3913 84 .5275 .4565 .4097 .3778 83 .5189 .4431 .3962 .3647 82 .5098 .4297 .3829 .3517 81 .5001 .4162 .3697 .3391 80 .4889 .4028 .3567 .3266 79 .4791 .3894 .3438 .3144 78 .4679 .3760 .3311 .3023 77 .4560 .3526 .3184 .2902 76 .4439 .3492 .3059 .2785 75 .4311 .3358 .2935 .2669 74 .4179 .3223 .2811 .2554 73 .4041 .3088 .2689 .2440 72 .3901 .2954 .2567 .2327 71 .3754 .2820 .2446 .2215 70 .3604 .2685 .2325 .2104 69 .3450 .2551 .2206 .1995 68 .3293 .2471 .2086 .1884 67 .3131 .2283 .1968 .1777 66 .2965 .2149 .1835 .1668 65 .2798 .2015 .1732 .1562 64 .2625 .1881 .1614 .1455 63 .2451 .1747 .1497 .1349 62 .2274 .1611 .1382 .1243 61 .2093 .1477 .1265 .1139 60 .1911 .1343 .1149 .1034 55 .0970 .0672 .0573 .0515 50 .0000 .0000 .0000 .0000

All negative values of Q will result in a PWL below 65 percent.

TABLE 6 PRICE ADJUSTMENT SCHEDULE Percentage of Material Above the Specification Limit (PWL)

Percent of Contract Unit Price to be Paid

90-100 100 80-90 0.5 PWL + 55.00 65-80 2.0 PWL – 65.0 Below 65 To be removed and replaced

O. Surface Tests: Test for conformity with the specified crown and grade shall be made by the

Contractor immediately after initial compaction. Any variation shall be corrected by the removal or addition of materials and by continuous rolling.

The finished surface shall not vary more than ¼ inch for the surface course when tested with a 16

foot (4.8 m) straightedge applied parallel with, or at right angles to, the centerline. After the completion of final rolling, the smoothness of the course shall be tested by the Engineer.

Humps or depressions exceeding the specified tolerances shall be immediately corrected by removing the defective work and replacing with new material, as directed by the Engineer. This shall be done at the Contractor’s expense.

02600-14

The finished surfaces of bituminous courses shall not vary from the grade line, elevations, and cross sections shown on the contract drawing by more than ½ inch (12.70 mm). The Contractor shall correct pavement areas varying in excess of this amount by paving and replacing the defective work. Skin patching will not be permitted.

P. Sampling Pavement: Core samples for determination of the density of completed pavements

shall be obtained by the Contractor at no extra cost. The size, number and locations of the samples will be as directed by the Engineer. Samples shall be neatly cut with a saw, core drill, or other approved equipment. The Contractor shall furnish all tools, and materials for cutting samples and replacing pavement. Core samples shall be tested by the owner’s Geotechnical lab.

Q. Thickness: The thickness of the pavement course shall be determined by cores taken at every 500

square yards or at every 125 linear feet with a minimum of two (2) tests taken for each street.

All tests necessary to determine conformance with requirements specified in this item will be performed by the Engineer without cost to the Contractor.

PART 4 – TESTING AND MATERIAL REQUIREMENTS 4.1 BASE COURSE TESTING REQUIREMENTS

AASHTO T 96 ................................Abrasion AASHTO T 104 ..............................Soundness AASHTO T 11 and T 24 ................Gradation AASHTO T 89 ................................Liquid Limit AASHTO T 90 ................................Plastic Limit and Plasticity Index AASHTO T 19 ................................Unit Weight

4.2 SURFACE COURSE TESTING REQUIREMENTS

ASTM C 29 .....................................Unit Weight if Aggregate ASTM C 88 .....................................Soundness of Aggregates by Use of Sodium Sulfate or Magnesium

Sulfate ASTM C 131 ...................................Resistance to Abrasion of Small Size Coarse Aggregate by Use of the

Los Angles Machine ASTM C 136 ...................................Sieve or Screen Analysis of Fine and Coarse Aggregates ASTM C 183 ..................................Sampling Hydraulic Cement ASTM D 75 .....................................Sampling Aggregates ASTM D 423 ...................................Liquid Limit of Soils ASTM D 424 ...................................Plastic Limit and Plasticity Index of Soils ASTM D 995 ...................................Requirements for Mixing Plants for Hot Mixed, Hot Laid Bituminous

Paving Mixtures ASTM D 1075 .................................Effect of Water on Cohesion of Compacted Bituminous Mixtures ASTM D 1188 .................................Bulk Specific Gravity of Compacted Bituminous Mixtures Using

Paraffin Coated Specimens ASTM D 1461 .................................Moisture of Volatile Distillates in Bituminous Paving Mixtures ASTM D 1559 .................................Resistance of Plastic Flow of Bituminous Mixtures Using Marshall

Apparatus ASTM D 2172 .................................Quantitative Extraction of Bitumen from Bituminous Paving Mixtures ASTM D 2419 .................................San Equivalent Value of Soil and Fine Aggregate ASTM D 2489 ................................Degree of Particle Coating of Bituminous Aggregate Mixtures ASTM D 2726 .................................Bulk Specific Gravity of Compacted Bituminous Mixtures Using

Saturated Surface Dry Specimens ASTM D 3665 ................................Random Sampling of Paving Materials ASTM D 3666 .................................Inspection and Testing Agencies for Bituminous Paving Materials AASHTO T 30 ................................Mechanical Analysis of Extracted Aggregate The Asphalt Institute’s ....................Model Construction Specifications for Asphalt Concrete and

02600-15

Series (SS-1) Other Plant Type Mixes The Asphalt Institute’s ...................Mix Design Methods for Asphalt Concrete Manual No. 2 (MS-2)

4.3 SURFACE COURSE MATERIAL REQUIREMENTS

ASTM D 242 ...................................Mineral Filler for Bituminous Paving Mixtures ASTM D490 ....................................Tar ASTM D 946 ..................................Asphalt Cement for Use in Pavement Construction ASTM D 3381 .................................Viscosity Graded Asphalt Cement for Use in Pavement Construction AASHTO M 226 .............................Viscosity Graded Asphalt Cement **************************************************************************************


03013 - 1

SECTION 03013

EPOXY CRACK INJECTION

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes: 1. Epoxy injection of cracked concrete structures with epoxy resin adhesive using manual

pressure injection method. 2. Epoxy injection of cracked concrete structures with epoxy resin adhesive using automated

pressure injection method.

1.2 REFERENCES

A. ASTM C 881 - Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete.

B. ASTM C 882 - Standard Test Method for Bond Strength of Epoxy-Resin Systems Used with Concrete by Slant Shear.

C. ASTM D 570 - Standard Test Method for Water Absorption of Plastics.

D. ASTM D 638 - Standard Test Method for Tensile Properties of Plastics.

E. ASTM D 695 - Standard Test Method for Compressive Properties of Rigid Plastics.

F. ASTM D 790 - Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials.

1.3 ACTION SUBMITTALS

A. General: Submit the following for approval. Do not proceed with work involving any action submittal until approval is obtained.

B. Product Data: Include material physical characteristics, storage and application instructions, precautions and safety data, cleanup, and maintenance information.

1.4 INFORMATIONAL SUBMITTALS

A. General: Submit the following to the Owner for the Owner's information and records. If acceptable, and unless otherwise indicated, Informational Submittals will not be acted upon or returned.

B. Safety Data Sheets (SDS) for all products used.

C. Qualification Data: For Installer.

03013 - 2

D. Photographs: Submit photographic documentation of existing conditions prior to commencing work. Indicate extent of existing cracks to be repaired.


A. Manufacturer Qualifications: Company regularly engaged in the manufacturing of the products specified in this section.

B. Installer Qualifications: Firm specializing in concrete repair and rehabilitation, including the scope of work specified in this Section.

1.6 DELIVERY, STORAGE, AND HANDLING

A. Deliver products in original factory packaging, bearing identification of product, manufacturer, batch number, and expiration date.

1. Furnish Safety Data Sheets to the project superintendent for each product.

B. Store products in a location protected from freezing, damage, construction activity, precipitation and direct sunlight in strict accordance with the manufacturer's recommendations.

C. Condition products to approximately 65 to 85 degrees F prior to use, in accordance with the manufacturer's recommendations.

D. Handle all products with appropriate precautions and care as stated on the Safety Data Sheet.

1.7 PROJECT CONDITIONS

A. Do not use products under conditions of precipitation or freezing weather. Use appropriate measures for protection and supplementary heating to ensure proper curing conditions in accordance with manufacturer's recommendations if application during inclement weather occurs.

B. Protect adjacent work from contamination due to mixing, handling, and application of epoxy resin adhesive products.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Epoxy Resin for Pressure Injection of Cracks:

1. Product: Dayton Superior "Sure Inject J56"/Unitex "Pro-Poxy 100": a. Component A (clear): Modified epoxy resin of the epichlorohydrin bisphenol type

A, containing suitable viscosity control agents and accelerators. b. Component B (amber): Selected blend of amines, containing suitable viscosity

control agents and accelerators. c. Mixing Ratio: 2:1 by volume, Component A to Component B.

03013 - 3

d. Capable of use in pressure injection type of crack repair procedure. e. VOC Limit: 0 g/L.

2. Properties of Mixed Epoxy Resin for Pressure Injection: Meet or exceed the following: a. Pot Life: Approximately 28 [20] minutes at 73 degrees F. b. Viscosity (Brookfield Viscometer): 500 centipoise at 77 degrees F c. Color: Amber.

3. Cured Properties of Epoxy Resin for Pressure Injection: Meet or exceed the following: a. Tensile Strength, Minimum: 7,100 psi per ASTM D 638. b. Elongation: 2.3 percent per ASTM D 638. c. Compressive Strength, Minimum (7 Days): 12,300 psi, per ASTM D 695. d. Compressive Modulus of Elasticity (28 Days): 250,000 psi per ASTM D 695. e. Flexural Strength (14 Days): 8,600 psi minimum, per ASTM D 790. f. Bond Strength, 2 Days Dry Cure (Hardened Concrete to Hardened Concrete): 2,380

psi per ASTM C 882. g. Bond Strength, 14 Days Wet Cure (Hardened Concrete to Hardened Concrete):

4,000 psi per ASTM C 882. h. Water Absorption (24 Hour Immersion): 0.84 percent per ASTM D 570. i. Conform to ASTM C 881, Type I, II, IV, V, Grade 1, Classes B and C.

B. Epoxy Gel for Cap-Sealing Cracks and Injection Ports:

1. Product: Dayton Superior "Sure Anchor J50"/Unitex "Pro-Poxy 300": a. Component A: Modified epoxy resin adhesive of epichlorohydrin bisphenol type A,

containing suitable viscosity control agents and pigments. b. Component B: Selected blend of amines, containing suitable viscosity control

agents, pigments, and accelerators. c. Mixing Ratio: 1:1 by volume, Component A to Component B. d. VOC Limit: 0 g/L.

2. Properties of Epoxy Gel Used for Cap-Sealing Cracks and Injection Ports: Meet or exceed the following: a. Consistency: 0 (no flow). b. Shore D Hardness: 90. c. Pot Life: 35 minutes at 77 degrees F. d. Bond Strength, 2 Day Cure, Minimum: 2,500 psi per ASTM C 882. e. Bond Strength, 14 Day Cure, Minimum: 4,500 psi per ASTM C 882. f. Water Absorption, Maximum: 0.10 percent per ASTM D 570. g. Compressive Strength, Minimum: 10,000 psi per ASTM D 695.

C. Automated Pressure Injection Equipment:

1. Capable of gauging and mixing two-part epoxies, with a mixing ratio accuracy of +/- 5%. 2. Able to inject the material at high pressure into voids and cracks while maintaining the

correct mix ratio. 3. Portable with positive displacement pumps, calibrated to ensure precise ratios of both

components, independent of source or internal pressures. 4. Air-powered or electric driven, providing in-line mixing, meter measuring of materials,

and containing back-drain plugs.

D. Injection Ports for Manual Application: Manufacturer's standard or approved tubular plastic injection ports.

03013 - 4

E. Injection Ports for Automated Application: Supplied by manufacturer of pressure injection equipment.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Inspect all areas involved in work to establish extent of work, access, and need for protection of surrounding construction.

B. Protect all surroundings from epoxy resin adhesive and paste repair compounds including, but not limited to, windows, roofs, walkways, drives, and landscaping.

3.2 PREPARATION

A. Inspect surfaces to receive epoxy resin adhesive repair material; ensure that substrate is clean, sound, properly cured, free of standing water, coatings, or curing compounds, foreign particles, oil, dust, grease, or laitance, that will adversely affect the bond of repair materials.

B. Remove loose material by hand or mechanically, in accordance with standard practice.

C. Clean cracks prior to injection using clean, oil-free compressed air.

D. Clean surfaces adjacent to cracks adequately to allow cap-seal epoxy to form a proper bond.

E. Ensure that air, material, and surface temperature is at least 40 degrees F and rising prior to beginning application.

3.3 APPLICATION

A. General: Follow all manufacturer's recommendations and written instructions when applying crack repair materials.

B. Mixing Procedure:

1. Precondition materials to 75 degrees F, plus or minus 10 degrees. 2. Premix each component of epoxy gel for sealing cracks and injection ports separately

before mixing together. 3. Measure and mix proper amounts by volume of Component A and B into a clean mixing

container. Mix thoroughly using a large steel spatula or a slow speed drill (<450 RPM) with a clean, rust-free mixing paddle for 2 minutes minimum. Scrape sides of mixing container and mix an additional minute, minimum, until the two components are uniform.

4. Mix only the quantity that can be applied within the pot life.

C. Installation Method:

1. Manual pressure injection method.

03013 - 5

2. Automated pressure injection method. 3. Either manual or automated pressure injection method, or combination of both may be

used, at Contractor's option.

D. Epoxy Resin Gel (cap seal) - Sealing Cracks and Injection Ports:

1. Install injection ports as directed by A/E and/or as required by the manufacturer, whichever is closer. Spacing of the injection ports shall not exceed the thickness of the substrate.

2. Spot-adhere ports with Epoxy paste. Secure each port in place with epoxy gel. Allow sufficient cure for port to withstand force of the injection head.

3. Cap-seal crack surfaces 1/4 inch minimum. Smooth cap-seal epoxy material with putty knife to eliminate all pinholes and voids. Cap-seal back of through-substrate cracks where possible. Ensure that added support is achieved with a build-up of gel around crack junctions and around base of injection ports.

E. Epoxy Resin (injection resin/cartridge system) - Manual Pressure Injection:

1. Insert epoxy resin cartridge into manual injection gun. Attach static mixing nozzles to cartridge. Draw out a two inch bead of epoxy to ensure a consistent mix.

2. Inject cracks with constant pressure so that maximum filling is achieved. 3. Begin injection at lowest port and continue until filler flows out next highest port. After

filler is indicated at the next port, continue procedure until all cracks are injected with filler material.

4. Cap or tie-off completed ports. 5. Review and follow all precautions for epoxy crack repair material, as contained in the

manufacturer's printed literature and Safety Data Sheets.

F. Epoxy Resin Filler (bulk injection resin) - Automated Pressure Injection:

1. Set up, calibrate, and test automated pressure injection equipment as directed by the manufacturer of automated injection equipment.

2. Insert mix head into lowest port to begin injection and assist in venting trapped air and moisture through higher ports.

3. Cap or tie-off completed ports. 4. Review and follow all precautions for epoxy crack repair material, as contained in the

manufacturer's printed literature and Safety Data Sheets.

G. After crack injection epoxy is set (approximately 24 hours), remove cap-seal epoxy by mechanical means to bare concrete.

3.4 CLEANING

A. Protect all surroundings from epoxy resin products.

B. Remove epoxy resin gel and injection ports mechanically after epoxy resin adhesive repair materials have properly cured as directed by the engineer.

C. Remove uncured epoxy residue from tools and equipment with xylene, MEK, or toluene immediately after use. Remove cured material mechanically.

03013 - 6

D. Remove all debris and excess materials from the job site and dispose of in accordance with all applicable regulations for waste disposal.

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


03132- 1

SECTION 03132

PRESSURE GROUTING FOR SOIL STABILIZATION PART 1 – GENERAL 1.1 DESCRIPTION

A. The work consists of drilling grout holes, exploratory holes, and check holes; pressure testing,

pressure washing, and injecting suspension grout under pressure; and includes furnishing of all materials, labor, and equipment as described and specified.

PART 2 – MATERIAL

A. Portland Cement—Portland cement shall conform to the requirements of Material Specification 531, Portland Cement, for the specified type. If the cement contains lumps or foreign material that would clog the grouting equipment or interfere with grout injection, it shall be screened through a 100-mesh screen. Cement shall be furnished in bags (94 lb) unless special equipment is provided for storing, handling, and weighing bulk cement as specified in section 3 of this specification.

B. Water—Water used shall be clean and free from injurious amounts of oil, acid, organic matter, or

other deleterious substances.

C. Sand—Sand for grout shall conform to Material Specification 522, Aggregates for Portland Cement Concrete, and, unless otherwise specified, the gradation shall be within the numerical limits as follows:

Sieve designation Percent passing (U.S. std. square mesh) by weight

16 100 50 20 – 50 100 10 – 30 200 0 – 5

Sand included in the mix shall be measured in cubic-foot boxes or other volumetric method approved by the engineer, or by dry unit weight with correction for moisture content.

D. Bulk fillers—Bulk fillers other than sand shall be of the type and quality specified in section 18 of

this specification. Bulk fillers included in the mix shall be measured in cubic-foot boxes or by dry unit weight with correction for moisture content, if applicable.

E. Admixtures—Admixtures shall be the type and quality specified in section 18 of this specification.

F. Storage and supply—A sufficient quantity of all materials shall be on hand to ensure that grouting

operations will not be interrupted or delayed. Materials shall be stored and protected at all times and at all locations so that the quality of the materials is maintained.

03132- 2

PART 3 – EQUIPMENT All drilling and grouting equipment shall be of a type and capacity and in condition to perform the work described. 3.1 DRILLING EQUIPMENT Drilling equipment shall be capable of drilling angle holes up to 45 degrees from vertical unless otherwise specified. For exploratory holes, all drilling equipment used in rock shall be the rotary type and shall be equipped with hydraulic feed. Cores shall be drilled with standard ballbearing, swivel type, N-size, double or triple tube split inner core barrels or equivalent size wire-line coring equipment. Equipment for drilling grout and check holes shall be rotary, percussion, or rotary-percussion type. No core recovery will be required, and the type of bit used shall be optional. Equipment using air alone for flushing cuttings shall not be used. When percussion drilling equipment using water for flushing cuttings is used, the lifting rate of the flushing water shall be not less than 18 inches per second. 3.2 GROUTING EQUIPMENT The equipment shall be capable of mixing and pumping grout having a mix ratio, by volume, of one part water, one part cement, and two parts bulk filler, such as sand or fly ash.

A. Mixers—Unless otherwise specified, mixers shall be high speed colloidal type and capable of thoroughly mixing water, cement, and bulk fillers to produce a grout of uniform texture and consistency. Mixers shall match the capacity of the pumping plant.

B. Holdover tank—A holdover tank shall be furnished if a single compartment mixer is used. It shall

be equipped with mechanical agitators to prevent segregation of the grout and shall have sufficient capacity to temporarily store the grout and thus provide a continuous supply. The outflow shall pass through a No. 16 wire mesh screen if the grout contains particles or foreign matter that would interfere with its proper flow into the voids it is intended to fill.

C. Pumps—Grout pumps shall be long stroke, multiple piston or the helical screw type. The capacity

shall be not less than 3 cubic feet per minute at 200 pounds per square inch for the maximum grout mix of 1:1:2 (w:c:bf), by volume.

D. Cement and fly ash-handling equipment—If bulk cement or fly ash is used, it shall be stored in

weather tight bins or silos equipped and arranged to discharge directly into a weighing hopper, and hence, directly into the grout mixer without spillage and without intermediate handling.

E. Air supply—The air supply shall meet the requirement of the pumps and shall not be less than 200 cubic feet per minute per plant.

F. Water meter—One water meter that has a reset and is graduated in tenths of gallons or hundredths

of cubic feet shall be used with each mixer.

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G. Pressure gauges—One pressure gauge shall be installed at the pump and one at the collar of the

hole. Gauges shall be nonclogging or use gauge savers or grease to prevent clogging. Spare gauges shall be available at the plant at all times.

H. Hoses, valves, and fittings—Hoses, valves, and fittings shall be compatible with the maximum

pressures specified. Hose from pump to grout header and return shall not be smaller than 1.5-inch (ID), and the pipe between header and packer shall not be smaller than 0.75-inch (ID). Double or single packers may be required for grouting and pressure testing. Packers shall fit tightly in the holes at all testing and grouting pressures.

3.3 ARRANGEMENT OF GROUTING EQUIPMENT The arrangement of grouting equipment shall provide a return line from the header back to the mixer or holdover tank. This permits continuous circulation of the grout. The grout pressure shall be controlled at the header or at the end of the return line. The hose between the takeoff at the grout supply line to the header at the hole shall not be longer than 15 feet. Grouting several holes simultaneously from the same grout pump (multiple header arrangement) is not permitted. Each hole shall be equipped with a shutoff valve below the hand coupling union. This permits shutoff at refusal pressure and removal of the header to another hole while still maintaining pressure in the completed hole. The header arrangement shall include a blowoff valve and a control valve used to check hole back pressure before header removal. It must also have a return line valve. The header shall be connected to the supply line by a U-shaped pipe arrangement or other fashion that prevents fallout of solids into the hole from the bypassing grout during low rates of grout acceptance. PART 4 – EXECUTION 4.1 COMMUNICATIONS A suitable voice communications system between individuals at the pump units and the holes shall be maintained by the contractor. 4.2 GROUT MIXTURES

A. Composition—Grout shall consist of a mixture of portland cement, water, sand, bulk filler, and additives, as specified. Grout mixes and sequences of changes in mix ratio or composition shall be as specified in section 4.8 of this specification or as approved by the engineer.

B. Mix ratios—Grout mix ratios are expressed in cubic feet of water to a bag of cement. Bulk fillers

are expressed in cubic feet to a bag of cement. Other additives are expressed in percent to a bag of cement and measured in pounds, gallons, or pints.

03132- 4

4.3 GROUT CAPS AND CONCRETE SLABS Concrete for grout caps and slabs, if required, shall be placed as shown on the drawings. The concrete shall be a workable mixture of portland cement, fine and coarse aggregates, and water, containing not less than 6 bags of cement per cubic yard of concrete, and not more than 6 gallons of water per bag of cement, including the free moisture of the aggregates. Portland cement shall conform to the requirements of Material Specification 531 for the type specified. Aggregates shall consist of sound and durable particles and shall conform to the limitations for deleterious substances and the grading requirements of ASTM Specification C 33. Coarse aggregates shall be size 7, 67, 57, or 467 as defined in ASTM Specification C 33. Batching, mixing, and placing shall be conducted in a manner that produces a uniform, well-graded, and dense concrete. When ready-mixed concrete is furnished, the contractor shall furnish the engineer a delivery ticket showing the time of loading and the quantities of materials used for each load of concrete. Concrete shall be placed within 1.5 hours after introduction of the cement to the aggregates or within 45 minutes when the temperature of the concrete is 85 degrees Fahrenheit or greater. Surfaces against which concrete is to be placed shall be cleaned of all soil, loose rock, and other loose material and shall be moist when the concrete is placed. Concrete shall be placed only when the engineer is present. The concrete shall be prevented from drying for a curing period of at least 5 days after it is placed. Exposed surfaces shall be kept continuously moist for the entire period, or shall be coated with an acceptable curing compound as soon as free water has disappeared. 4.4 DRILLING OVERBURDEN Unless otherwise specified, holes drilled through overburden shall be cased with steel. Casings shall be removed after completion of the grouting operations unless otherwise approved by the engineer. Holes in overburden shall be backfilled with grout or a sand-cement mixture or by tamping soil into the holes to approximately the bulk density of the surrounding overburden, unless otherwise specified. 4.5 DRILLING ROCK The location, inclination, and depth of holes shall be as shown on the drawings or as directed by the engineer. Rod dope, grease, and other solid or liquid lubricants are not permitted. The contractor shall perform such exploratory drilling as may be required to determine the condition of the rock before grouting and the effectiveness of the grouting operation as the work progresses. All exploratory holes shall be cored and shall be pressure tested when directed by the engineer. Exploratory holes shall be drilled with an N-size core barrel as specified in section 3 of this specification. Rock core samples shall be carefully placed in correct sequence in labeled core boxes furnished by the contractor. The contractor shall transport the core boxes to the location designated in section 18 of this specification.

03132- 5

Unless otherwise specified, grout holes shall have a diameter not less than 2 15/16 inches (NX). 4.6 WASHING GROUT HOLES When authorized by the engineer and prior to grout injection, grout holes shall be washed with water and air to remove mud, drill cuttings, and other materials that will interfere with the grout take of the hole. Grout holes to be washed and the sequence of washing shall be approved by the engineer. Washing under pressure using packers or pressure testing shall be performed when specified. Washing time for each hole shall be approved by the engineer. If mud is moved into a hole by grouting nearby holes after the hole has been washed, the mud will be removed by rewashing the hole. The air and water pressure will be adjusted to provide the maximum cleaning condition for the holes as determined by the engineer. Water and air shall be introduced simultaneously under pressure and at the same elevation in the hole. The water pump shall be capable of producing 200 gpm of water at a minimum of 100 pounds per square inch. The air supply shall be capable of furnishing a minimum of 200 cubic feet per minute at 100 pounds per square inch. Unless approved by the engineer, no holes within 100 feet of a previously grouted hole shall be washed unless the grout has been placed for at least 48 hours. 4.6 PRESSURE TESTING In holes to be pressure tested, the packer or packers shall be set at intervals as directed by the engineer. Each interval shall be tested at water pressures up to the specified design grouting pressure for that interval, unless otherwise directed by the engineer. Pressures exceeding the specified design pressures shall not be applied unless specifically authorized by the engineer. The flow shall be read at 1 minute intervals. The test is completed when the rate of take is steady for at least 3 consecutive minutes at the maximum pressure for the section being tested. The flow readings shall be recorded on a form supplied by or approved by the NRCS. Pressure test equipment shall be calibrated at the site to determine the pressure loss in the equipment at various flow rates and test depths. Pressure tests and calibration of pressure test equipment shall be performed in the presence of the engineer. 4.7 PACKER AND STAGE GROUTING For packer grouting, the holes shall be drilled to the total depths and shall be grouted in lifts starting at the bottom. If the drill water is lost completely, the hole shall be grouted at that depth and drilling continued not less than 24 hours after grouting. The packer lifts and related pressures shall be as specified except as otherwise directed by the engineer. If stage grouting becomes necessary, it shall be performed in successive depth intervals (stages) in each hole beginning at the rock surface and progressing to the deeper stages. All of the holes in a specified area shall be drilled and grouted in each stage before grouting of the succeeding stage is begun. The stages and the grouting pressures for each stage shall be as specified unless otherwise directed by the engineer.

03132- 6

Each stage of a hole shall be washed with water and air simultaneously and immediately before grouting. Washing under pressure or pressure testing shall be performed as specified in section 10 of this specification. 4.8 GROUT INJECTION The pumping rate shall not exceed 3 cubic feet per minute unless otherwise approved by the engineer. Grout pressures shall not exceed the refusal pressures shown as follows: Grout refusal pressures for mix ratios

Rock cover - - - - - - - Gauge pressure at collar in PSI for the mix ratios (by volume) - - - - - - - (ft) 1:1:2 1:1:1 1:1:3/5 1:1 W:C 2:1 3:1 5:1 water

5 1 1 1 1 1 1 2 3

10 1 1 2 2 3 3 4 5

20 1 2 3 5 7 8 9 10

40 8 12 14 17 21 23 26 30

60 22 26 28 34 40 43 46 52

80 36 41 44 52 60 64 68 75

100 50 56 60 70 80 84 90 99

Notes: (1) 1:1:3/5 = 5 water : 5 cement : 3 sand (2) Overburden counts as 50% rock cover (10 feet of overburden = 5 feet of rock cover) (3) For depths and mix ratios other than those shown, linear interpolation shall be made

to determine maximum pressure. Grouting, particularly in zones near the surface, shall be accomplished with extreme caution to prevent uplift of the rock or excessive leakage at the surface. The contractor shall caulk surface cracks that allow excessive loss of grout. Cracks may be caulked by mechanical means or with fast setting mortar. If necessary, grouting shall be temporarily suspended or the pressure shall be reduced to permit the caulking of leaks. Accelerators may be added to the grout for the same purpose if approved by the engineer. If grout injected into one hole appears in adjacent holes, the interconnected holes shall be plugged temporarily with packers set just above the level at which the grout is entering. Holes grouted by interconnection shall be split spaced. The quantity of grout prepared in advance shall be kept to a minimum. Grout that has remained in the mixer or holdover tank with or without agitation for more than an hour shall be discarded. Grout temperatures shall be no lower than 50 degrees Fahrenheit. The grouted soil, rock, or concrete shall be no colder than 40 degrees Fahrenheit when grout is injected and for at least 48 hours thereafter. Insulation or heat shall be applied to the surface for 24 hours before grouting and 48 hours after if required to keep the soil, rock, or concrete above the minimum required temperature. When the hole shows signs of refusal, a thinner mix shall be used to prevent or remove clogging.

03132- 7

A hole shall be considered grouted when the grout take at the design pressure is less than 1 cubic foot of grout in 10 minutes. If a hole continues to accept grout after a specified amount of the thickest workable grout mixture has been injected, the engineer may specify a reduced pump speed and/or the use of accelerators, or may direct that the pumping be halted temporarily to permit the grout to set. In which case, the hole shall be flushed with about 5 to 8 cubic feet of water and rested for at least 4 hours. Grouting shall be discontinued in holes that do not respond to the above procedure. The holes shall be redrilled and regrouted later, or the area of high grout absorption shall be grouted from adjacent holes until the design objective has been achieved. 4.9 GROUTING PROCEDURE The procedures and grout mixes described below are general guidelines and may be altered in the field by the engineer to suit the conditions encountered and to meet the design objectives. Unless on-the-site experience indicates otherwise and in lieu of pressure testing, each stage or lift of a hole to be grouted shall be started with about 15 cubic feet (three batches) of water:cement mix to be no thinner than 5:1 (w:c), by volume, unless otherwise specified in section 18 of this specification. If the hole continues to take grout at a pumping rate not to exceed 3 cubic feet per minute and at a pressure equal to or less than specified as refusal pressure, the mix ratio shall be changed to 3:1 (w:c). If the majority of the holes accept the 3:1 without signs of slowdown in the rate of take, holes in that stage or location may be started with a 3:1 instead of the 5:1 mix. A change to a different location or stage may require a return to the 5:1 starter mix. Grout mixes shall be thickened from 5:1 to 3:1 to 2:1 to 1:1 after which sand and/or fly ash shall be added to the mix in a graduated manner (5:5:1S, 5:5:2S, …). The water-cement ratio shall not be less than one. 4.10 RECORDS Unless otherwise specified, the contractor shall keep drilling logs and complete records of all grouting operations. These records include time logs of grout mixes and admixtures used in each stage or lift for each hole, related pressures and pumping rates, back-pressures, and observations on excessive leakage and other nonroutine conditions. The drilling log shall include date, hole location, depth of rock, and depths to various rock features. Rock features shall be described as hard, soft, weathered, cracks, or cavities. The contractor quality control activities are outlined in Construction Specification 94, when applicable. Unless otherwise specified, the contractor shall cooperate in providing all information related to drilling and grouting activities required by the contract. Unless otherwise specified, one copy of the records shall be provided the engineer at the completion of each shift.

03132- 8

4.11 CLEANUP After grouting is completed, the contractor shall remove the grouting plant and all related parts, equipment, and supplies from the site. The cleanup includes unused materials and waste. **************************************************************************************


03133- 1

SECTION 03133

CONCRETE REPAIR

PART 1 - GENERAL 1.1 SUMMARY

A. This specification describes items common to all installations of concrete patching compounds.

B. Wherever the words "approved by", "equivalent" or similar phrases are used in this specification, they shall be understood to mean that the material, process or item referred to shall require the written approval of the patching system manufacturer.

C. This specification shall be read in conjunction with project specifications, sketches, photographs and/or drawings indicating the precise extent of work and the use and location of specific materials.

D. Contractor shall make a pre-bid field visit to verify all work shown or not shown on the drawings.

1.2 WORK INCLUDED

A. Provide all labor, equipment and materials necessary to complete the following concrete repair work: 1. Preparation of all surfaces to receive patching compound

2. Mixing and transportation of patching compound 3. Repairs to delaminated and scaled areas of existing concrete. 4. Priming of repair areas and placement of patching compound. 5. Finishing and curing of patches 6. Repair of cracks.

B. Related work, described elsewhere:

1. Repair/placement of joint fillers and sealants

2. Consolidant/water repellent

3. Special Coatings


A. Restoration Specialists: Work must be performed by a firm having not less than 5 years successful experience on comparable concrete repair projects, and employing personnel skills in the restoration process and operations indicated. 1. Only skilled journeymen masons ad/or cement finishers who are familiar and experienced with the

materials and methods specifies and are familiar with the design requirements shall be used for concrete restoration.

03133- 2

2. One skilled journeymen mason or cement finisher, trained and certified by the concrete repair system manufacturer shall be present at all times during concrete restoration and shall personally direct the work.

B. Field Construction Mock-Ups: Prior to start of general concrete restoration, prepare the following sample

panels and sample areas on building where directed by Engineer or Owner’s Representative. Obtain Engineer or Owner’s Representative approval of sample before proceeding with the work. Retain accepted panels/sample areas in undisturbed conditions, suitability marked, during restoration as a standard for judging completed work. 1. Claiming: Demonstrate materials and methods to be used for cleaning for each type of concrete

surface and condition on sample panels each approximately 25 sq. ft. in area. Test adjacent non- masonry materials for possible completion of ample panels for negative reactions.

2. Paint, Graffiti, and Metallic stain removal: Demonstrate materials and methods to be used for paint, graffiti, and stain removal for each type of surface and condition on sample panel 4 sq. ft. in area. The removal method or methods shall be tested on an inconspicuous area of the building.

3. Crack Repair: Prepare a sample area for each type of crack repair required for stone (i.e. hairline cracks and microscopic cracks 1/64"-1/16" in size; cracks and voids larger than 1/8"). Repair shall demonstrate methods and quality of workmanship expected for crack repair.

4. Patching: Prepare on-building sample of each type of construction to be patched, rebuilt and/or replaced (e.g. one balcony surface, one deck area, one cornice unit, one window sill; one wall area). Patching shall demonstrate methods and quality of workmanship expected of repair work.

5. The samples of each type of repair work shall be done in an area that will be exposed to the same weathering conditions as the building. Allow samples to cure at least three days before obtaining acceptance of color, texture and detailing match. Samples shall be viewed from an approved distance.

C. Source Materials: Obtain materials for patching, coating, sealing and crack repair from a single source

manufacturer to ensure match quality, color, texture and detailing. 1.4 SUBMITTALS

A. Product data: Submit manufacturer's technical data for each product indicated including recommendations for their application and use. Include test reports and certifications substantiating that products comply with requirements

B. Submit the following items in time to prevent delay of the work and to allow adequate time for review and

resubmittals, if needed. Do not order materials or start work before receiving the written approval

1. Written certificates from the patching materials manufacturer should be submitted stating that all installers of the patching material have successfully completed a training workshop for installation of the patching material, or have met alternative workmanship qualifications acceptable to the manufacturer.

2. Samples of all specified materials and Material Safety Data Sheets (MSDS) as appropriate.

3. Certificates, except where the material is labeled with such certification, by the producers, of the materials, that all materials supplied comply with all the requirements of these specifications and the appropriate standards.

4. Custom-matched patch samples, fabricated on pieces of appropriate masonry from or on the building using the specified repair mortar as required

03133- 3

5. Written verification that all specified items will be used. Provide purchase orders, shipping tickets,

receipts, etc. to prove that the specified materials were ordered and received.

6. Restoration Program: Submit written program for each phase of restoration process including

protection of surrounding material on building and site during operations. Describe in detail material, methods and equipment to be used for each phase of restoration work.

7. If alternative methods and materials to those indicated are proposed for any phase of restoration work, provide written description, including evidence of successful use on other, comparable projects, and program of testing to demonstrate effectiveness for use on this project.

1.5 DELIVERY, STORAGE AND HANDLING

A. Deliver materials to site in manufacturer's original unopened containers and packaging, bearing labels as to type and names of products and manufacturers.

B. Deliver and store restoration material in manufacturer's original, unopened containers with the grade, batch

and production data shown on the container or packaging.

C. Protect restoration materials during storage and construction from wetting by rain, snow or ground water, and from staining or intermixture with earth or other types of materials.

D. Protect grout, mortar and other materials from deterioration by moisture and temperature. Store in a dry

location or in waterproof containers. Keep containers tightly closed and away from open flames. Protect liquid components from freezing. Comply with manufacturer's recommendations for minimum and maximum temperature requirements for storage.

E. Comply with the manufacturer's written specifications and recommendations for mixing, application, and

curing of grouts and patching materials.

1.6 PROTECTION / SITE CONDITIONS

A. Protect persons, vehicles, building site and surrounding buildings from injury resulting from concrete restoration work.

B. Clean masonry surfaces only when air temperatures are above 40 degrees F (4 deg. C) and will remain so until concrete has dried out, but for not less than 7 days after completion of cleaning.

C. Do not perform any patching unless air temperatures are between 40 degrees Fahrenheit (10 deg. C) and 86

degrees Fahrenheit (30 deg. C) and will remain so for at least 48 hours after completion of work.

D. Do not perform any patching work if precipitation is expected. In case of unexpected precipitation, work shall cease and all uncured material shall be adequately protected with an impermeable polyethylene sheet.

E. If either the ambient or subsurface temperature is expected to fall between 35F (2C) and 40F (4C) during

curing and ultimate drying of the patching compound, then the cold weather precautions outlined in item 7, below, of this section of the specification shall be followed.

F. Cold Weather Precautions:

1. SYSTEM 44-FS grades shall be substituted for SYSTEM 44 Regular grades. Do not mix or place

different grades together.

2. Curing times shall be extended to compensate for lower temperature cure.

03133- 4

3. Do not proceed if temperatures will drop below freezing before patching compound has reached final set. Any material disrupted by early freezing must be removed and replaced under appropriate controls or conditions.

4. If auxiliary heating will be used to protect freshly placed materials from freezing, equipment must not directly vent exhaust gases onto the repair materials or into repair enclosure air. This may cause carbonation and low strength. Use moderate temperatures and heated air or radiant heat.

G. Hot Weather Precautions: 1. SYSTEM 44 Regular grades shall be substituted for FS grades. Do not mix or place different grades

together.

2. All materials shall be kept cool, stored out of direct sun.

3. Precooling of subsurface shall be carried out by continuous wetting at least one hour before placing patching compounds. This shall be done by covering or draping the entire repair area with burlap and by continuously keeping the burlap wet. The burlap shall be removed just prior to the patching of each area, as work proceeds.

4. In hot, dry, windy weather, repair areas shall be covered or draped with burlap for a minimum of 3 hours after patch placement, to avoid rapid drying of the patches. Maximum wet cure time shall not exceed 24 hours.

5. Prevent masonry patching materials from staining the face of other surfaces to be left exposed. Immediately remove all patching materials that come in contact with such surfaces.

6. Cover partially completed work when work is not in progress.

7. Protect sills, ledges and projections from droppings.

1.7 SEQUENCING / SCHEDULING

A. Perform concrete restoration work in the following sequence:

1. Remove paint, stains and plant material from all surfaces.

2. Remove existing unsound materials from areas indicated to be restored.

3. Pressure wash building and repair surfaces as indicated.

4. Patch and repair existing concrete structures as indicated.

1.8 SUPERVISION AND INSPECTIONS

A. Contractor shall engage manufacturer's technical representative at contractor's expense, to provide: 1. Periodic inspections of work in progress: As a minimum, manufacturer's technical representative

shall be present to review conditions and methods prior to start of work, and again when surface preparation has been substantially performed, but prior to patching, again when patching work is approximately 50% complete, and a final inspection shall be performed upon substantial completion of work.

MATERIALS

1. This specification describes the materials used in, and in conjunction with concrete patching.

03133- 5

PART 2 - PRODUCTS

1. Acrylic latex primer/bonding agent shall be SYSTEM 42, as manufactured by Edison Coatings, Inc., Plainville, CT, (800) 697-8055, or approved equal.

2. Patching compound shall be a custom, 1-component, polymer-modified cementitious product, SYSTEM 44-Custom, as manufactured by Edison Coatings, Inc., (800) 697-8055, or approved equal. Patching compound shall be an acrylic polymer modified blend of portland cement, specially graded aggregates and admixtures, designed for low shrinkage, low stress cure, and compatibility with existing host concrete. Prior to patching, sample cores of existing concrete shall be delivered by Contractor to manufacturer for testing and evaluation. Patching compound shall be customized by manufacturer, so that compressive strength does not exceed 4000 psi, or 500 psi above the existing concrete's compressive strength, whichever is higher, as measured by ASTM C-109. Manufacturer shall have a successful performance history for similar projects of no less than 10 years, and shall have been doing business as the same business entity for no less than 10 years.

3. Patching compound shall develop a minimum 200 psi direct tensile adhesion with host substrate, when applied in accordance with these specifications.

4. Tensile strength of patching compound shall be a minimum of 400 psi. Flexural modulus shall be 1.1 x 106. Material must be vapor permeable, with a minimum permeance of 8 perms at 1/2" depth as measured by ASTM E-96.

5. Water used for cleaning, mixing and finishing shall be clean, potable, free from oil, acid, injurious amounts of vegetable matter, alkalies or other salts.

6. No colorants, accelerators, bonding agents or other additives shall be added to the patching compound without express written direction of the manufacturer.

7. Crack sealant for small cracks shall be a 100% solids, 2-component elastomeric epoxy with 110% elongation and minimum 1200 psi tensile strength as measured by ASTM D412. Sealant shall be Flexi-Seal 510 as manufactured by Edison Coatings, Inc. (800) 697-8055, or approved equal.

8. Reinforcing steel primer/corrosion inhibitor shall be an alkaline, silica fume modified, latex modified cementitious coating, SYSTEM 49 CPBA, as manufactured by Edison Coatings, Inc., (800) 697-8055, or approved equal.

9. The products specified herein shall be assumed to meet the performance criteria specified. If a proposed equal is submitted, thorough lab testing shall be required to establish equivalent performance levels. An independent testing laboratory shall be utilized as determined by the Engineer, and shall be paid for by the submitting party.

PART 3 - EXECUTION 3.1 SURFACE PREPARATION AND DETAILING

1. This section describes the preparation required for various surfaces which are to receive patching compound.

3.2 SURFACE PREPARATION

1. Prior to patching, all surfaces must be prepared in accordance with this section of the specifications.

2. Remove all unsound concrete, using lightweight demolition hammers, not to exceed 18 pounds in weight. All removals to be performed in accordance with International Concrete Repair Institute

03133- 6

(ICRI) Guideline #03730, which shall be a part of these specifications, with regard to removal geometry, exposing, undercutting and cleaning of embedded reinforcement, and conditioning of edges and surfaces. Following demolition, test surfaces for alkalinity/carbonation with a 1-2% solution of phenolphthaline. Surfaces which do not indicate alkalinity (solution turns pink) shall require further demolition.

3. Pressure wash all indicated surfaces using 3000-4000 psi water blast, as required to remove all dust and dirt. Abrasive shall be used in combination with water when cleaning repair cavities, as required to eliminate micro- cracked surface materials resulting from demolition. No water with concrete dust shall be allowed to remain on any surface following washing, and must be immediately removed, prior to drying and rehardening.

4. The result of this preparation shall render a surface clean, meaning having complete exposure of sound original material without any deposits of contaminants, foreign matter or loose material, which could affect the bond or long-term durability of the surface and the patching compound.

3.3 CRACK REPAIR

1. Patching compounds are not to be used to bridge working cracks or joints. Prior to crack repair, contractor shall engage the services of the crack sealant manufacturer's technical representative to assist in the selection of the appropriate grades of crack sealants for each area.

2. Crack repair for small cracks less than 1/16" (62 mils, 1.5 mm) shall be performed following pressure washing and drying by gravity filling with elastomeric crack sealant. Cracks wider than than 1/16" shall be grooved out to a nominal 1/2" x 1/2" (3mm x 3mm), and filled with crack sealant.

3. Expansion joints are not included under this section of the specification.

3.4 PRIMING AND REINFORCING STEEL

1. Any steel reinforcement exposed in the course of removing unsound materials shall be cleaned and prepared in accordance with the above specifications.

2. Following cleaning and prior to patching, apply cementitious corrosion inhibitive primer and bonding agent to all steel surfaces in accordance with manufacturer's instructions. Care must be taken to create a continuous coating on the full surface, including the underside of the undercut reinforcement. Observe manufacturer's guidelines with regard to minimum and maximum timing "windows" for patching after application of primer.

3.5 CONCRETE PATCHING

1. Following preparation, as specified above, contractor shall maintain work area in a clean condition, including materials, equipment and workers' footwear, to avoid tracking in of contaminants, dirt, dust, mud or other materials which may interfere with adhesion and durability of repairs.

2. Prior to patching, all repair areas to be patched shall be kept continuously wet for at least 20 minutes prior to application of patching compound. Before placing patch, excess water shall be blown, vacuumed or otherwise removed from the surface, leaving the surface damp or saturated/surface dry.

3. Vigorously brush and apply a thin primer coat of acrylic latex bonding agent with added 10% neat Type 1 portland cement into all cavity surfaces.

4. Within 4 hours of primer application, mix and place patching compound in accordance with manufacturer's instructions.

03133- 7

5. Mix the precisely measured quantity of water specified by the manufacturer with full bags of patching compound only. Mix using slow speed drill (450 rom maximum) with mud or paddle mixer. Motorized mortar mixers may be used for mixing larger quantities. Mix for precisely 4 minutes, using a mix timer. Mix to a uniform consistency, free of lumps or dry material. Do not whip air into the mix. Do not overmix.

6. When placing the patching compound, care shall be taken to assure that all corners and gaps under reinforcing steel and entire cavity profile is completely filled and properly compacted to prevent formation of voids or unbonded areas. "Work" the material into corners and gaps, and onto cavity sidewalls using pressure on the trowel to assure good contact between patch and substrates.

7. Patches deeper than 1" (25 mm) may be extended by coarse aggregate addition. 20 pounds of clean, washed, 3/8" pea stone suitable in composition and surface profile for use as a concrete aggregate, may be added to each 50 pound bag of patching compound.

8. Do net retemper material which has begun to set. Discard any unused material after 20 minutes. 9. Do not excessively wet patch surfaces after placement or as an aid to trowelling. Limit surface water

addition to light misting and do not wet or rework repeatedly.

10. Observe the curing requirements for each day's working conditions, as specified herein. Do not extend wet curing beyond the maximum specified. Do not open to traffic or expose to weather until adequate strength has been reached, as affected by working and curing conditions.

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03300 - 1

SECTION 03300

CAST-IN-PLACE CONCRETE PART 1 - GENERAL 1.1 SUMMARY

A. This specification describes the items to be used for the foundation of the junction box, and junction box walls.

1.2 SUBMITTALS

A. Product Data : Submit data for proprietary materials and items, including reinforcement and

forming accessories, admixtures, patching compounds, waterstops, joint systems, curing compounds, dry-shake finish materials, and others as requested by Engineer.

B. Certification: Provide admixture manufacturer’s written certification that all admixtures comply

with specified requirements.

C. Shop Drawings: Submit shop drawings for fabrication, bending, and placement of concrete reinforcement. Comply with ACI 315 “Manual of Standard Practice for Detailing Reinforced Concrete Structures” showing bar schedules, stirrup spacing, diagrams of bent bars, and arrangement of concrete reinforcement. Include special reinforcement required and openings through concrete structures.

D. Samples: Submit samples of materials as requested by Engineer including names, sources and

descriptions.

E. Concrete Mix Designs: Submit concrete mix designs at least 14 days prior to concrete placement. Mix designs shall include each type of concrete to be used on project, and shall have enough data to indicate that concrete will of required strength and quality as specified.

G. Laboratory Test Reports: Submit laboratory test reports for concrete materials and mix design test

as specified.

H. Record Drawings: Mark the date of placing of concrete on the different members of the structure in ink on a set of drawings that are to be kept on file at the job site until completion of the structure. Submit to Engineer at completion of all concrete placing.


A. Codes and Standards: Provide one copy of the following standards at the job site; keep in field office for review and consultation by the Owner, Engineer and Contractor. Comply with provisions of following codes, specifications, and standards, except where more stringent requirements are shown or specified:

ACI 301 ACI 318 ACI 614 CRSI Manual ASTM C 94

B. ACI 301 “Specification for Structural Concrete for Buildings” is a standard intended to be used essentially in its entirety to cover all usual requirements for cast-in-place concrete. Except as modified by supplemental requirements stated in this Section, comply with pertinent requirements of ACI 301.

03300 - 2

1. Require personnel performing work of this Section to be completely familiar with pertinent requirements of ACI 301 as modified by provisions of this Section.

C. Concrete Testing Service: The Owner will select and pay for an independent testing laboratory to

conduct all field inspection. The Contractor shall furnish, without charge, all materials that are to be tested.

PART 2 - PRODUCTS 2.1 GENERAL

A. Provide the materials and products described in ACI 301 except as modified in this Section. 2.2 REINFORCEMENT

A. Reinforcing Bars: ASTM A 615, Grade 60, deformed. Grade 40 may be used for #3 and #4 bars.

B. Weldable Reinforcing Bars: ASTM A 706 deformed for bars welded to steel plates.

C. Joint Dowel Bars: Plain steel bars, ASTM A 615, Grade 60. Cut bars true to length with ends square and free of burrs.

D. Welded Wire Fabric: ASTM A 185, welded steel wire fabric. Provide flat sheets only; no rolled

fabric is permitted. Size and gage shall be as shown on drawings. E. Polypropylene Fibers: Fibermesh or approved equal. 1. Polypropylene fibers are to be used at the rate of 1 ½ pounds min. per cubic yard. F. Supports for Reinforcement: Bolsters, chairs, spacers and other devices for spacing, supporting

and fastening reinforcing bars and welded wire fabric in place. Use wire bar type supports complying with CRSI specifications.

1. For slabs-on-grade, use supports with sand plates or horizontal runners.

2.3 CEMENTITIOUS MATERIALS

A. Portland Cement : ASTM C 150, Type V.

B. Tricalcium Aluminate. Limit to 5%.

C. Fly Ash: ASTM C 618, Type C or Type F. Limit use of fly ash to not exceed 20% of cement content by weight.

D. Water – potable. E. Air-entraining Admixture: ASTM C 260.

F. Water Reducing Admixture: ASTM C 494, Type A, and contain not more than 0.1% chloride

ions.

G. Water-Reducing, Non-chloride Accelerator Admixture: ASTM C 494, Type E, and containing not more than 0.1% chloride ions.

03300 - 3

H. Water-Reducing, Retarding Admixture: ASTM C 494, Type D, and containing nor more than 0.1% chloride ions.

I. Calcium Chloride or admixtures containing more than 0.1% chloride ions are not permitted.

2.4 MISCELLANEIOUS MATERIALS AND ACCESSORIES

A. Non-Shrink Non-metallic Grout; CRD-C 621, factory pre-mixed grout.

1. Products: Provide one of the following: “Masterflow 713”; Master Builders “Five Star Grout”; U.S. Grout Corp.

B. Non-Metallic Medium/Heavy Duty floor Hardener: Colorless or natural graded quartz or emery

aggregate base compound combined with a dispersing medium and cementitious binders. Suitable for dry shake application.

C. Chemical Hardener: Colorless aqueous solution containing a blend of magnesium fluosilicate and

zinc fluosilicate combined with a wetting agent, containing not less than 2 lbs. of fluosilicates per gallon.

D. Underlayment Compounds: Freeflowing, self-leveling, pumpable cementitious base compound.

E. Bonding Compound: Polyvinyl acetate or acrylic base, rewettable type.

F. Epoxy Adhesive: ASTM C 881, two component material suitable for use on dry or damp

surfaces. Provide material “type”, “Grade”, and “Class” to suit project requirements. PART 3 - EXECUTION 3.1 GENERAL

A. Perform the activities and procedures described in ACI 301. 3.2 PROPORTIONING AND DESIGN OF MIXES

A. Prepare Design Mixes for each type and strength of concrete by laboratory trial batch methods as specified in ACI 301. Use an independent testing facility acceptable to Engineer for preparing and reporting proposed mix designs. The testing facility shall not be the same as used for field quality control testing unless otherwise acceptable to Engineer.

B. Submit Written Reports of each proposed mix for each class of concrete at least 15 days prior to

start of work. Do not begin concrete production until mixes have been reviewed by Engineer.

C. Design Mixes to provide normal weight concrete with the properties indicated on schedules attached to the end of this section.

D. Adjustment to Concrete Mixes: Mix design adjustments may be requested by Contractor when

characteristics of materials, job conditions, weather, test results, or other circumstances warrant; at no additional cost to Owner. Laboratory test data for revised mix design and strength results must be submitted to and accepted by Engineer before using in work.

1. Pumped Concrete: When Contractor elects to pump concrete, as approved by Engineer,

provide concrete in accordance with these specifications to suit the requirements of the

03300 - 4

equipment to be used. All concrete mixes required for pumping shall be designed by the testing laboratory at Contractor’s expense.

E. Polypropylene fibers: Mix polypropylene fibers at the project site by introducing fibers into the

ready mix trucks with the drum rotating at a rate of 1 ½ pounds minimum per cubic yard. Provide sufficient number of revolutions to ensure that the fibers are properly mixed and distributed throughout the concrete.

3.3 ADMIXTURES

A. Use Water-Reducing Admixture in all concrete for placement and workability. B. Use Waterproofing concrete admixture BASF Masterlife 3000, Type S Admixture by ASTM

C494/C494M, standard specification for chemical admixtures for concrete. Use Waterproofing only for the box inlet.

C. Use Water-Reducing Non-Chloride Accelerating Admixture in slabs placed at ambient

temperatures below 50 deg. F (10 deg. C).

D. Use Air-Entraining Admixture in exterior exposed concrete. Add admixture at manufacturer’s prescribed rate to result in concrete at point of placement having total air content with a tolerance of plus-or-minus 1% within limits indicated on schedule at end of this section.

E. Use Admixtures for water-reducing and set-control in strict compliance with manufacturer’s

directions.

F. Water-Cement Ratio: Provide as Scheduled.

G. Slump Limits: Provide as Scheduled. 3.4 CONCRETE MIXES

A. Ready-Mix Concrete: Comply with requirements of ASTM C 94, and as specified herein.

1. Delete references for allowing additional water to be added to batch for material with insufficient slump. Addition of water at job site will not be permitted.

B. During hot weather, or under conditions contributing to rapid setting of concrete, a shorter mixing

time than specified in ASTM C 94 may be required.

1. When air temperature is between 85 deg. F (30 deg. C), and 90 deg. F (32 deg. C), reduce mixing and delivery time from 1 ½ hours to 75 minutes, and when air temperature is above 90 deg. F (32 deg. C), reduce mixing and delivery time to 60 minutes.

C. The Mixing Time, Length and Number of revolutions for mixing shall conform to ASTM C 94.

Concrete shall be rejected if not completely placed within 1 ½ hours after water is first added or if 300 revolutions have taken place, whichever comes first. All ready-mix trucks shall be equipped with certified revolution counters. 1. Do not add water to any truck-mixed concrete after the truck leaves the batching plant. 2. Do not permit trucks containing rejected concrete to return to the project site on the same

day.

D. Furnish Duplicate Delivery Tickets, one each for Contractor and Engineer, with each load of truck-mixed concrete delivered to the project site.

03300 - 5

E. Delivery Tickets: provide information as required by ASTM C 94.

F. Mark each delivery ticket furnished to the Engineer with sufficient information to indicate the area

of the project where the concrete is placed. 3.5 PREPARATION

A. Formwork: Construct formwork so that concrete members and structures are of correct size, shape, alignment, elevation and position.

3.6 REINFORCEMENT

A. Reinforcement: Comply with CRSI’s recommended practice for “Placing Reinforcing Bars” for details and methods of reinforcement placement and supports, and as specified in ACI 301.

B. Installed Welded Wire Fabric in as long lengths as practicable. Lap adjoining pieces at least one

full mesh and lace splices with wire. Offset end laps in adjacent widths to prevent continuous laps in either direction.

C. Reinforcement and welded wire fabric shall be properly tied and supported on the subgrade to

prevent accidental displacement during concrete operations. Additional personnel shall be used and designated to keep the welded wire fabric in its proper location during concrete placement.

3.7 JOINT INSTALLATION

A. Joints: provide construction, isolation, and control joints as indicated or required. Locate

construction joints so as to not impair strength and appearance of structure. Place isolation and control joints in slabs-on-ground to stabilize differential settlement and random cracking.

1. Joint Filler and Sealant materials are specified in Division 7.

3.8 CONCRETE PLACEMENT

A. Preplacement Inspection: Before placing concrete, inspect and complete formwork installation, reinforcing steel, and items to be embedded or cast in. Notify other trades to permit installation of their work, cooperate with other trades in setting such work.

B. Coordinate the installation of joint materials and vapor retarders with placement of forms and

reinforcing steel.

C. Engineer/Engineer Inspection: Review by A/E does not relieve the Contractor from complying with the requirements of the Contract Drawings and Specifications.

1. Notify Engineer at least 24 hours prior to the placing of any concrete. Placing of

concrete without notice to Engineer may be reason for rejecting concrete so placed.

D. Consolidate placed concrete by mechanical vibrating equipment supplemented by hand-spading, rodding or tamping.

E. Do not use vibrators to transport concrete inside forms.

F. Cold Weather Placing: Place concrete in compliance with ACI 306 and as herein specified.

03300 - 6

G. When air temperature has fallen to or is expected to fall below 40 deg. F (4 deg. C), uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 deg. F (10 deg. C) and not more than 80 deg. F (27 deg. C) at point of placement.

H. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen

subgrade or on subgrade containing frozen materials.

I. Do not use calcium chloride, salt and other materials containing anti-freeze agents or chemical accelerators, unless otherwise accepted in mix designs.

J. Hot Weather Placing: Place concrete in compliance with ACI 305 and as herein specified.

K. Cool ingredients before mixing to maintain concrete temperature at time of placement below 90

deg. F (32 deg. C). Mixing water may be chilled, or chopped ice may be used to control temperature provided water equivalent of ice is calculated to total amount of mixing water.

L. Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that steel temperature

will not exceed the ambient air temperature immediately before embedment in concrete.

M. Fog spray forms, reinforcing steel and subgrade just before concrete is placed.

N. Use water-reducing, non-chloride retarding admixture (Type D) when required by high temperatures, low humidity, or other adverse placing conditions.

3.9 FINISH PF FORMED SURFACES

A. Rough Form Finish: Provide for formed concrete surfaces not exposed-to-view in the finish work

or by other construction. 3.10 MONLITHIC SLAB FINISHES

A. Scratch Finish: Apply scratch finish to monolithic slab surfaces that are to receive concrete floor topping or mortar setting beds for tile, and other bonded applied cementitious finish flooring material, and as otherwise indicated. Plane surface to tolerances for floor flatness (Ff) of 18 and floor levelness (Fl) of 15.

B. Float Finish: Apply float finish to monolithic slab surfaces to receive trowel finish and other

finishes as hereinafter specified.

C. Consolidate surface with power-driven floats, or by hand-floating if area is small or inaccessible to power units. Check and level surface to tolerances for floor flatness (Ff) of 25 and floor levelness (Fl) of 20.

D. Trowel Finish: Apply trowel finish to monolithic slab surfaces to be exposed-to-view, and slab

surfaces to be covered with resilient flooring, carpet, ceramic or quarry tile, resinous flooring, paint, or other thin film finish coating system. Level surface to tolerances for floor flatness (Ff) of 30 and floor levelness (Fl) of 25.

E. Trowel and Fine Broom Finish: Where ceramic or quarry tile is to be installed with tin-set mortar,

apply trowel finish as specified, then immediately follow with slightly scarifying surface by fine brooming.

3.11 CONCRETE CURING AND PROTECTION

A. Start initial curing as soon as free water has disappeared from concrete surface after placing and finishing.

03300 - 7

B. Begin final curing procedures immediately following initial curing and before concrete has dried.

Continue final curing for at least 7 days in accordance with ACI 301 procedures. Avoid rapid drying at end of final curing period.

C. Curing Methods: Perform curing of concrete by moist curing, by moisture-retaining cover curing,

and by combinations thereof as herein specified.

D. Provide curing and sealing compound to exterior slabs, walks and curbs.

E. Do not use membrane curing compounds on surfaces that are to be covered with coating material applied directly to concrete, liquid floor hardener, waterproofing, membrane roofing, flooring (such as ceramic or quarry tile, resilient flooring, glue-down carpet), resinous flooring, painting and other coatings and finish materials.

F. Concrete floor slab shall not be used as casting bed for tilt-wall panels.

3.12 REMOVAL OF FORMS

A. Formwork supporting weight of concrete may not be removed in less than 14 days and until concrete has attained design minimum compressive strength at 28-days. Determine potential compressive strength of in-place concrete by field-cured specimens representative of concrete location or members.

B. Form facing material may be removed 4 days after placement, only if vertical supports have been

arranged to permit removal of facing material without loosening or disturbing shores and supports. 3.13 MISCELLANEOUS CONCRETE ITEMS

A. Filling-In: Fill in holes and openings left in concrete structures for passage of work by other trades, after work of other trades is in place. Mix, place and cure concrete as herein specified, to blend with in-lace construction. Provide other miscellaneous concrete filling required to complete work.

3.14 CONCRETE SURFACE REPAIRS

A. Cut out honeycomb, rock pockets, voids over ¼” in any dimension, and holes left by tie rods and bolts, down to solid concrete. Thoroughly clean, dampen with water and brush-coat the area to be patched with specified bonding agent. Place patching mortar after bonding compound has dried.

B. Repair of Form Surfaces: Remove and replace concrete having defective surfaces if defects

cannot be repaired to satisfaction of Engineer.

C. Repair of Unformed Surfaces: Test unformed surfaces, such as monolithic slabs, for smoothness and verify surface plane to tolerances specified for each surface and finish. Correct low and high areas as specified in ACI 301.

D. Correct high areas in unformed surfaces by grinding, after concrete has cured at least 14 days.

E. Correct low areas in unformed surfaces during, or immediately after completion of surface

finishing operations by cutting out low areas and replace with fresh concrete. Proprietary patching compounds may be used when acceptable by Engineer.

F. Repair defective areas, except random cracks and single holes not exceeding 1” in diameter, by

cutting out and replacing with fresh concrete. Repair isolated random cracks and single holes not over 1” in diameter by dry-pack method.

03300 - 8

G. Perform structural repairs with prior approval of Engineer for method and procedure, usingspecified epoxy adhesive and mortar.

H. Repair methods not specified above may be used subject to acceptance of Engineer.

I. Underlayment Application: Leveling of floors for subsequent finishes may be achieved by use ofspecified underlayment material.

3.15 QUALITY CONTROL TESTING DURING CONSTRUCTION

A. Sampling and testing for quality control during placement of concrete may include the following, as directed by Engineer.

B. Sampling Fresh Concrete: ASTM C 172, except modified for slump to comply with ASTM C 94.

1. Slump and air content: Comply with ACI 301.

2. Concrete temperature: Test hourly when air temperature is 40 deg. F (4 deg. C) and below, and when 80 deg. F (27 deg. C) and above; and each time a set of compressive test specimens made.

3. Compressive test specimen: ASTM C 31; one set of 4 standard cylinders for each compressive strength test for every 50 cubic yards of concrete or fraction thereof. A minimum of one set of cylinders shall be made every day when concrete is placed.

4. Compressive strength tests: ASTM C 39; one specimen tested at 7 days, two specimens tested at 28 days, and one specimen retained in reserve for later testing if required.

C. Test results will be reported in writing to Engineer and contractor on same day that tests are made.

D. Additional Tests: The testing service will make additional tests of in-place concrete when test results indicated specified concrete strengths and other characteristics have not been attained in the structure, as directed by Engineer. Testing service may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed.

E. Contractor shall pay for such tests conducted, and any other additional testing as may be required, when unacceptable concrete is verified.

F. Concrete Quality Schedule :

1. Concrete on Tunneling Plate or RCP: 6,000 psi concrete at 28-days, 1/4” max. aggregate size, 5” +/-1” slump.

2. Concrete on forms 4,000 psi concrete at 28-days, 1/4” max. aggregate size, 5” +/-1” slump.

3. All concrete shall have maximum cement-water ratio of 54% maximum.

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*** END OF SECTION 03300 ***

05501-1

SECTION 05501

MISCELLANEOUS METAL FABRICATIONS PART 1 – GENERAL 1.1 DESCRIPTION

A. Scope: 1. CONTRACTOR shall provide all labor, materials, equipment, and incidentals as shown,

specified, and required to furnish miscellaneous metal fabrications including surface preparation and shop priming.

2. The Work also includes: a. Providing openings in miscellaneous metal fabrications to accommodate the Work under

this and other Sections, and attaching to miscellaneous metal fabrications all items such as sleeves, bands, studs, fasteners, and all items required for which provision is not specifically included under other Sections.

B. Coordination:

1. Review installation procedures under this and other Sections and coordinate the 2. Hot-dip Galvanizing: Coordinate with steel fabricator detailing for and fabrication of

assemblies to be hot-dip galvanized, to minimize distortion during galvanizing process.

1.2 REFERENCES

A. Standards referenced in this Section are:

1. ANSI A14.3, Ladders – Fixed –Safety Requirements. 2. ANSI Z359.1, Safety Requirements for Personal Fall Arrest Systems, Subsystems, and

Components. 3. ASTM A36/A36M, Specification for Carbon Structural Steel. 4. ASTM A53/A53M, Specification for Pipe Steel, Black and Hot-Dipped, Zinc-Coated, Welded

and Seamless. 5. ASTM A123/A123M, Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel

Products. 6. ASTM A153/A153M, Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware. 7. ASTM A240/A240M, Specification for Chromium and Chromium-Nickel Stainless Steel Plate,

Sheet and Strip for Pressure Vessels and for General Applications. 8. ASTM A320/A320M, Specification for Alloy-Steel and Stainless Steel Bolting Materials for

Low-Temperature Service. 9. ASTM A384/A384M-02 Standard Practice for Safeguarding Against Warpage and Distortion

During Hot-Dip Galvanizing of Steel Assemblies. 10. ASTM A500, Specification for Cold-Formed Welded and Seamless Carbon Steel Structural

Tubing in Rounds and Shapes. 11. ASTM A572/A572M, Specification for High-Strength Low-Alloy Columbium-Vanadium

Structural Steel. 12. ASTM A992/A992M, Specification for Structural Steel Shapes. 13. ASTM B209, Specification for Aluminum and Aluminum-Alloy Sheet and Plate. 14. ASTM B211, Specification for Aluminum and Aluminum-Alloy Bar, Rod and Wire. 15. ASTM B221, Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire,

Profiles, and Tubes. 16. ASTM B308/B308M, Specification for Aluminum-Alloy 6061-T6 Standard Structural Profiles. 17. ASTM B429, Specification for Aluminum-Alloy Extruded Structural Pipe and Tube. 18. AWS D1.1/D1.1M, Structural Welding Code – Steel.

05501-2

19. AWS D1.2/D1.2M, Structural Welding Code – Aluminum. 20. AWS D1.6, Structural Welding Code – Stainless Steel. 21. NAAMM, Metal Finishes Manual.


A. Qualifications: 1. Welding:

a. Qualify welding processes and welding operators in accordance with AWS D1.1/D1.1M, D1.2/D1.2M, or D1.6, as applicable.

b. When requested by ENGINEER, provide certification that each welder employed on or to be employed for the Work have satisfactorily passed AWS qualification tests within previous 12 months. Ensure that all certifications are current.

B. Regulatory Requirements: Conform to the following:

1. 29 CFR 1910, Occupational Health and Safety Standards. 1.4 SUBMITTALS

A. Action Submittals: Submit the following: 1. Shop Drawings:

a. Fabrication and erection details for assemblies of miscellaneous metal Work. Include plans, elevations, and details of sections and connections. Show anchorage and accessory items. Include setting drawings and templates for locating and installing miscellaneous metal items and anchorage devices.

2. Product Data: a. Copies of manufacturer’s specifications, load tables, dimension diagrams, anchor details,

and installation instructions for products to be used in miscellaneous metal Work.

B. Informational Submittals: Submit the following: 1. Test and Evaluation Reports: a. Mill test report that indicate chemical and physical properties of each type of material,

when requested by ENGINEER. 2. Qualifications Statements: a. Copies of welder’s certifications, when requested by ENGINEER.


A. Packing, Shipping, Handling and Unloading: 1. Deliver products to Site to ensure uninterrupted progress of the Work. Deliver anchorage

materials to be embedded in other construction in ample time to prevent delaying the Work. PART 2 – PRODUCTS 2.1 MATERIALS

A. Steel: 1. W-Shapes and WT-Shapes: ASTM A992/A992M. 2. S-Shapes and Channels: ASTM A572/A572M, Grade 50. 3. Hollow Structural Sections: ASTM A500, Grade B. 4. Angles, Plates, Bars: ASTM A36/A36M. 5. Steel Pipe: ASTM A53/A53M, Grade B.

05501-3

2.2 MISCELLANEOUS METAL ITEMS

A. Shop Assembly: 1. Pre-assemble items in the shop to the greatest extent possible to minimize field-splicing and

field-assembly of units at the Site. Disassemble units only to extent necessary for shipping and handling limitations. Clearly mark units for reassembly and coordinated installation.

B. Steel Nosings:

1. Provide nosings fabricated of structural steel shapes as shown, of all-welded construction with mitered corners and continuously welded joints.

2. Provide anchors welded to nosings for embedding in concrete or masonry, spaced not more than six inches from each end, six inches from corners, and 2.0 feet on centers, unless otherwise shown. a. Galvanize outdoor nosings. b. Galvanize nosings where indicated. c. Galvanize all nosings.

C. Steel Fence:

1. Provide Fence as shown on the drawings. 2. Fabricate of all-steel welded construction in accordance with details on the Drawings. 3. Bar size and spacing shall be as shown on the Drawings 4. Provide plates, angles, bars, and fasteners as shown. 5. Surface preparation and finish painting of steel shall conform to Section 09900, Painting.

D. Steel Bar Racks and Rakes: 1. Provide manually cleaned bar racks as shown on the Drawings. 2. Fabricate of all-steel welded construction in accordance with details on the Drawings. 3. Bar size and spacing shall provide clear openings as shown. 4. Provide plates, angles, bars, and fasteners as shown. 5. Provide approved rake of suitable length and spacing to match rack dimensions. 6. Surface preparation and finish painting of steel shall conform to Section 09900, Painting.

E. Miscellaneous Framing and Supports: 1. Provide miscellaneous metal framing and supports that are not part of structural steel

framework and are required to complete the Work. 2. Fabricate miscellaneous units to sizes, shapes, and profiles shown on the Drawings or, if not

shown, of required dimensions to receive adjacent grating, plates, tanks, doors, and other work to be retained by the framing.

3. Except as otherwise shown, fabricate from structural shapes, plates, and bars, of all-welded construction using mitered corners, welded brackets, and splice plates and minimum number of joints for field connection.

4. Cut, drill, and tap units to receive hardware and similar items to be anchored to the Work. 5. Furnish units with integrally welded anchors for casting into concrete or building into masonry.

Furnish inserts if units are to be installed after concrete is placed. a. Except as otherwise shown, space anchors, 2.0 feet on centers, and provide units the

equivalent of 1.25-inch by 1/4-inch by eight-inch strips. b. Galvanize exterior miscellaneous frames and supports.

6. Miscellaneous steel framing and supports shall be hot-dip galvanized. 7. Surface preparation and painting of galvanized surface shall conform to Section 09900,

Painting 2.3 FINISHING

A. Surface Preparation and Shop Priming: Perform surface preparation and apply primer coat to miscellaneous metal fabrications in the shop. Conform to surface preparation and shop priming requirements in the project drawing notes.

05501-4

B. Galvanizing: 1. Galvanizing of fabricated steel items shall comply with ASTM A123/A123M. 2. Details of fabrication of steel items and assemblies to be hot-dip galvanized shall conform to

recommendations of ASTM A384/A384M to minimize the potential for distortion. 2.4 SOURCE QUALITY CONTROL

A. Tests and Inspections: 1. Materials and fabrication procedures shall be subject to inspection and tests in the mill, shop,

and field, conducted by a qualified inspection agency. Such inspections and tests will not relieve CONTRACTOR of responsibility for providing materials and fabrication procedures complying with the Contract Documents.

PART 3 – EXECUTION 3.1 EXAMINATION

A. Examine conditions under which the Work is to be performed and notify ENGINEER in writing of conditions detrimental to the proper and timely completion of the Work. Do not proceed with the Work until unsatisfactory conditions are corrected.

3.2 INSTALLATION

A. Install miscellaneous metal fabrications accurately in location, alignment, and elevation, plumb, level, true, and free of rack, measured from established lines and levels. Brace temporarily or anchor temporarily in formwork where fabrications are to be built into concrete, masonry, or other construction.

B. Anchor securely as shown and as required for the intended use, using concealed anchors where

possible. C. Fit exposed connections accurately together to form tight, hairline joints. Field-weld steel connections

that are not to be exposed joints and cannot be shop-welded because of shipping size limitations. Comply with AWS D1.1/D1.1M, D1.2/D1.2M and D1.6, as applicable to the material being welded. Grind steel joints smooth and touch-up shop paint coat. Do not weld, cut, or abrade surfaces of exterior units that have been hot-dip galvanized after fabrication, and are intended for bolted or screwed field connections.

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


07920- 1

SECTION 07920

FLUID APPLIED WATERPROOFING

PART 1 - GENERAL

1.1 SUMMARY

A. This specification describes the injection of a crack or joint with infiltrating water with a hydrophobic

polyurethane resin chemical grout.


A. Manufacturing qualifications: The manufacturer of the specified product shall be ISO 9001:2008 certified and have in existence a recognized ongoing quality assurance program independently audited on a regular basis.

B. Contractor qualifications: Contractors shall be qualified in the field of concrete repair and protection

with a successful track record of 5 years or more. Contractor shall maintain qualified personnel who have received product training by the manufacturer’s representative.

C. Install materials in accordance with all safety and weather conditions required by manufacturer or as

modified by applicable rules and regulations of local, state and federal authorities having jurisdiction. Consult Material Safety Data Sheets for complete handling recommendations.


A. Deliver the specified product in original, unopened containers with the manufacturer’s name,

labels, product identification, and batch numbers.

B. Store and condition the specified product as recommended by the manufacturer.

1.4 JOB CONDITIONS

A. Environmental Conditions: Do not apply material if it is raining or snowing or if they appear to be imminent.

B. Protection: Precautions should be taken to avoid damage to any surface near the work zone due

to mixing and handling of the specified repair material.

1.5 SUBMITTALS

A. Submit two copies of manufacturer's literature, to include: Product Data Sheets, and appropriate Material Safety Data Sheets (MSDS)

1.6 WARRANTY

A. Provide a written warranty from the manufacturer against defects of materials for a period of one (1) year, beginning with date of substantial completion of the project.

07920 - 2

PART 2 - SURFACE PREPARATION

A. Expanding polyurethane chemical grout - When crack (s) is contaminated on the outside it will be necessary to clean the crack surface to exactly locate the crack. If the crack encounter high water flow, it will be necessary to seal the surface of the crack with a surface sealing material. The surface sealing can be done before or after drilling the injection holes. Then, begin drilling 5/8" diameter holes along the side of the crack at 45 angles. Drill the hole to intersect the crack midway through thE substrate. Install the injection packers in holes. Prior to product application moisture must be present. If concrete being injected contains insufficient moisture to activate the grout, inject the crack with a small amount of water prior to the application of the chemical grout.

PART 3 - SCOPE: PRODUCT AND APPLICATION

3.1 ACCEPTABLE MANUFACTURERS

A. Hydrophobic Polyurethane Chemical Grout:

a. De Neef Hot Shot cartridges as manufactured by De Neef

b. SikaFix HH Plus as manufactured for Sika Corporation

B. Substitution: The use of other than the specified products will be considered providing the contractor requests their use in writing to the Engineer. This request shall be accompanied by (a) A certificate of compliance from an approved independent testing laboratory that the proposed substitute products meet or exceed the specified performance criteria, tested in accordance with the specified test standards; and (b) Documented proof that the proposed substitute products have a two year proven record of performance of the chemical injection grouting of a crack, confirmed by actual field tests and five successful installations that the Engineer can investigate.

3.2 PERFORMANCE CRITERIA

A. Properties of the mixed polyurethane chemical grout.

1. Pot Life: approximately 5 hours, providing no moisture enters the system

2. Mixed Viscosity: 500 - 700 cps ASTM D- 2369 B

3. Color: pale yellow

4. Flash point 325 F

5. Density 8.75 – 9.17 lbs./gal. ASTM D 1475

6. Solids 100%

7. Corrosiveness - non- corrosive

B. Properties of the cured polyurethane chemical grout

1. Tensile Strength: 89 psi ASTM D 3574 a. Elongation: 35%

2. Absorption 12% After 6 months immersion

3. Shrinkage: Less than 4% ASTM D-1042

4. Density 8.75 – 9.17 lbs./gal ASTM D3574

07920 - 3

3.3 MATERIALS

A. Expanding Polyurethane Chemical Grout

1. The grouting compound shall be a non- toxic, non-flammable, high flash point (325 F) hydrophilic polymer of the type which is applied in a crack or open joint by use of a packer. When the grout is mixed with water the material will expand up to 15 times its original volume and cure to a pale yellow closed cell polyurethane foam.

B. The use of injection packers is usually required for the application of the polyurethane chemical grout. 3.4 MIXING AND APPLICATION

A. Mixing the polyurethane chemical grout for the injection of cracks:

1. The material can be agitated vigorously shaking the 5- g a l l o n pail or by mixing thoroughly for about 2 minutes max. with low speed (400-600 rpm), drill and paddle, bung mixer.

Caution: Do not allow water to enter this mix and avoid “whipping” air into the material.

B. Placement procedure: set packers as required by the manufacturer.

1. Begin by drilling 5/8" diameter holes along the side of the crack at a 45° degree angle. Drill the hole to intersect the crack midway through the substrate. Spacing of the injection ports depends on crack width, but normal spacing varies from 6” to 36”. It is necessary to flush the drilled holes with water to remove drill dust from the holes and cracks, and insure that the crack is wet enough to react with the grout when introduced to the crack. On structures open on both sides, provide packers on opposite sides at staggered elevations. Install the injection packers in the holes.

If the crack or joint to be injected is ½” or greater at surface, pack an open cell polyurethane foam saturated with the mixed polyurethane chemical grout into the crack/ joints. Spray the saturated foam with a small amount of water to activate the grout and create a surface seal.

Injection pressure will vary from 200 psi to 2500 psi depending on the width of the crack, thickness of the concrete and condition of the concrete.

C. Placement Procedure: The polyurethane chemical grout for the pressure injection grouting.

1. Inject the prepared cracks with a minimum of 250 psi in order to achieve maximum filling and penetration without the inclusion of air pockets or voids in the polyurethane chemical grout. Begin the pressure injection at the lowest packer and continue until there is the appearance of the polyurethane chemical grout at an adjacent packer, thus indicating travel. When travel is indicated, a decision to discontinue or continue the pressure injection from that packer should be made by the contractor, based on his experience, with the approval of the engineer. Continue the procedure until all pressure-inject able cracks have been filled.

2. Pump polyurethane chemical grout for 45 seconds and then pause to allow the material to flow into all of the cracks and crevices. Watch for material flow and water movement to appear on the surface. When movement stops, begin injection into the next packer. When sealing vertical cracks, begin injecting at the bottom of the crack and work vertically. If site temperatures are extremely low, heat bands or heated water baths may be used on the pails, before and during use to maintain the products temperature. Re-inject to assure that all voids are properly sealed off.

3. If penetration of any cracks is impossible, consult the engineer before discontinuing the injection procedure. If modification of the proposed procedure is required to fill the cracks, submit said modification in writing to the engineer for acceptance prior to proceeding.

4. Adhere to all limitations and cautions for the polyurethane chemical grout as stated in the manufacturers current printed literature.

07920 - 4

Caution: Expanding chemical grout is exerting outward pressures of up to 230 psi depending on crack width. The review of drawings of the area to be repaired is desirable.

3.5 CLEANING

A. Clean-up: Completely flush pump and hoses with SikaFix Pump Flush. Use sharp sided tool such as putty knife or trowel to remove excess material from walls, floors, etc. Wait for material to cure before removing. May be sanded off if necessary.

B. The uncured polyurethane chemical grout can be cleaned from tools with an approved solvent. The cured polyurethane chemical grout can only be removed mechanically.

C. Leave finished work and work area in a neat, clean condition without evidence of spillovers onto adjacent areas.

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


334101-1

SECTION 334101

SPR PE SPIRAL WOUND STEEL REINFORCED HDPE LINER

PART 1 – GENERAL 1.1 SECTION INCLUDES

A. Materials and procedures for fixed diameter machine spiral wound high density polyethylene (HDPE) pipe liner with fully encapsulated steel reinforcing.

1.2 SUMMARY

A. Machine spiral wound steel reinforced HDPE liner is intended for use in the rehabilitation of sanitary and storm sewers without excavation. The lining process uses a continuous one piece HDPE profile strip reinforced with a fully encapsulated continuous profiled steel strips for increased liner stiffness. The profile strip is machine wound directly into the deteriorated pipeline from an existing access chamber or manhole.

B. The system consists of a single, one part HDPE profile strip with “I” shaped ribs on one side. The edges of the strip are HDPE welded as it is spirally wound to form a liner inside the host pipe.

C. The steel strips are inserted into the HDPE profile strip and encapsulated at the point of manufacture.

The combination of the HDPE profile together with the steel strips form a composite structural liner.

D. A range of HDPE and steel strips are available with different profile, thickness and height configurations to match project design requirements.

E. The winding process is continuous until the complete length of the existing pipe between access

points or manholes has been lined.

F. The liner is wound at a fixed diameter, leaving an annular space between the liner and host pipe wall. The annulus is filled with cementitious grout.

G. Grouting of the annulus is only necessary to provide a load path from the liner pipe to the host pipe

and to position the liner within the existing pipeline. The liner is independently structural and does not rely on the reinforcing effect of the grout.

1.3 REFERENCES

A. ASTM D 256 : Standard Test Methods for Determining the Izod Pendulum Impact Resistance of Plastics

B. ASTM D 638 : Standard Test Method for Tensile Properties of Plastics

C. ASTM D 790 : Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials

D. ASTM D 2412 : Standard Test Method for Determination of External Loading Characteristics of

Plastic Pipe by Parallel-Plate Loading

E. ASTM D 2444 : Test for Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup (Falling Weight)

334101-2

F. ASTM D 3350 : Standard Specification for Polyethylene Plastics Pipe and Fittings Materials

G. ASTM F 2136 : Standard Test Method for Notched Constant Ligament- Stress (NCLS) Test to Determine Slow-Crack-Growth Resistance of HDPE Resins or HDPE Corrugated Pipe

PART 2 – PRODUCTS 2.1 MATERIAL COMPOSITION

A. The extruded profile strip shall be made from HDPE compounds meeting the minimum requirements for cell classification 335420C or higher, as defined in ASTM D 3350.

B. The CA3 steel reinforcing shall be fully encapsulated, preventing exposure to corrosive elements.

2.2 MATERIAL AND EQUIPMENT ACCEPTANCE

A. At the time of manufacture, each lot of extruded profile strip shall be inspected for defects and tested for physical properties as specified. A “lot” is defined as a continuous extrusion run of a given profile designation on a spool.

B. HDPE profile strip minimum dimensions shall be in accordance with Table 1 below.

C. The nominal gauge, nominal height, minimum strip thickness and minimum moment of inertia of the individual steel reinforcing profiles shall conform to the following Table 2. Note that SPR PE profiles contain 3 strips of steel reinforcement.

Note: Other steel reinforcing profiles can be employed within SPR™ PE profiles if required by the specific application.

D. Design stiffness values for a specific combination of HDPE profile strip and steel reinforcing profile are available from the manufacturer.

E. Interlocking of the edges of HDPE strip is achieved with a site applied HDPE weld, suitable for use in a sewer environment.

334101-3

2.3 MATERIAL TESTING

A. Before installation of the liner has commenced, a sample of profile from each production run shall be tested to confirm that the value of initial stiffness factor detailed in Table 1 exceeds specified minimum values.

2.4 MARKING

A. Each HDPE profile strip shall be distinctly marked on its inside surface at intervals not to exceed 1.5m (60 inches) with a code number identifying the manufacturer, plant, date of manufacture and shift, and profile type. This information shall also appear on each reel.

PART 3 – EXECUTION 3.1 INSTALLATION AND FIELD INSPECTION

A. Installation of machine spiral wound HDPE liner pipe for rehabilitation of existing sewers shall comply with ASTM F 1741, except as modified herein.

B. The existing pipeline shall be cleaned of any obstructions, to a standard suitable for installation of the liner, and televised. All existing live service connections shall be precisely located longitudinally and radially, and logged for subsequent reinstatement following installation of the liner.

C. Bypass pumping is not mandatory for installation of the spiral wound liner. The Contractor shall be

responsible for deciding the need for flow diversion to allow successful liner installation. Spilling of any sewage in any situation will not be acceptable. The Contractor shall be responsible for the cost of all cleanup and associated activities that may be required to rectify the effects of any spillage due to the liner installation.

D. During installation the winding machine shall perform the following operations simultaneously:

• A continuous ribbed liner profile strip is supplied from a reel and fed down through the existing manhole to the winding machine positioned at the base of the manhole

• The winding machine winds the HDPE strip into a liner pipe by welding the edges • Winding continues until the full length of the deteriorated pipe between manholes has been lined

E. End seals between the liner pipe and the existing pipe shall be installed with a sealing material that

is compatible with the liner pipe material.

F. If an annular space exists, grouting shall be introduced under pressure into the annulus. Grout can be injected into the annular space in a variety of ways, such as through openings in the end seals, or at reconnected service connections, or through grout holes drilled in the liner pipe at appropriate points. The grouting operation can take place either in a continuous stage or in lifts, depending on the condition of the host pipe, diameter and length. The grout should consist of the following: Portland cement, water, fly ash or lime and admixtures.

G. Any holes made in the liner for this operation shall be sealed in a manner approved by the Engineer.

H. The transition between the liner invert and the invert in the manhole base shall be rendered smooth

to reinstate the sewer flow line.

3.2 SERVICE CONNECTIONS

A. The CONTRACTOR shall reinstate all live junctions immediately after installation of the liner.

334101-4

Service connections may be reinstated by excavation or internally.

B. The Service connection openings shall conform to the shape and size of the inside diameter of the existing service connection. Service connection openings shall be reinstated to 95-100% of their diameter and free from rough edges or protrusions.

3.3 POST INSTALLATION INSPECTION

A. A closed circuit television (CCTV) inspection shall be carried out after installation to establish that the lining has been installed as specified and all live junctions have been reinstated.

B. The finished lining shall be free of defects that would affect long term strength or hydraulic performance.

************************************************************************************** ***END OF SECTION 334101***

ASCE G-I Grouting Committee - Jet Grouting Task Force Jet Grouting Guide Specification

Page 1 of 18

ASCE G-I GROUTING COMMITTEE JET GROUTING TASK FORCE

JET GROUTING GUIDE SPECIFICATION


Page 2 of 18

PREFACE

This document has been prepared by the Jet Grouting Task Force, a subcommittee of the American Society of Civil Engineers (ASCE) Grouting Committee. The Jet Grouting Task Force was assembled in 2005 by the Grouting Committee to represent a cross section of the industry. Task Force members include Owners, Engineers, Consultants, and Specialty Contractors all engaged in jet grouting activities.

The intent of this document is to provide a jet grouting guide specification approved by the Jet Grouting Task Force that is fair to all parties involved on a jet grouting project. This document is not intended to cover every conceivable application or requirement of jet grouting. However, it does provide standard practice requirements for qualifications, materials, equipment, testing, and production procedures for the Professional Engineer to incorporate into their project specific requirements.

The Task force has included commentary within this document. The commentary is shown in italic and appears immediately after sub-articles requiring further discussion. The commentary is here to provide a better understanding of specific language chosen for the body of the guide specification and also provides alternate requirements and language that can be incorporated by the Professional Engineer.

Questions regarding this document should be directed to the Jet Grouting Task Force of the ASCE Grouting Committee.

Thomas M. Hurley Jet Grouting Task Force Subcommittee Chair


Page 3 of 18

2008 ASCE Committee on Grouting - Jet Grouting Task Force

Chair Thomas Hurley Nicholson Construction Company, Inc.

Salt Lake City, UT Mark Bliss United States Bureau of Reclamation

Denver, CO Donald Bruce Geosystems, L.P.

Venetia, PA George Burke Hayward Baker, Inc.

Odenton, MD David Chapman Lachel Felice and Associates

Morristown, NJ Paolo Gazzarrini Sea to Sky Geotech, Inc.

Vancouver, British Columbia Lawrence Gruner Geoconstruction Consulting

Allenhurst, NJ James Kwong Yogi Kwong Engineers, LLC

Honolulu, HI Steve Maranowski Spartan Specialties, LTD

Sterling Heights, MI Justice Maswoswe Federal Highway Administration

Baltimore, MD Luigi Narduzzo Toronto Transit Commission

Toronto, Ontario Peter Osborn Federal Highway Administration

Providence, RI Peter Yen Bechtel National, Inc.

San Francisco, CA

2008 ASCE Committee on Grouting – Peer Review Team

Larry Johnsen Heller and Johnsen Stratford, CT

Mike Walker GEI Consultants Boston, MA

Dominic Parmanteir Condon-Johnson & Associates Tukwila, WA


Page 4 of 18

REVISION LOG

Rev. Date

Affected Pages

Revision Description

0 8/1/05 Initial Issue

1 3/30/06 ALL Compilation of Subcommittee member initial comments

2

6/7/06

ALL

Initial review and revision by subcommittee

members immediately following grouting committee meeting of April 2, 2006

3 10/22/06 ALL Further review and revision by subcommittee members immediately following grouting committee meeting of October 22, 2006.

4 2/2007 ALL Further review and revision by subcommittee members immediately following grouting committee meeting of February, 2007 at the GeoDenver Conference.

5 10/28/07 All Further review and revision by subcommittee members immediately prior to grouting committee meeting of October 28, 2007

6 2/4/08 All Incorporate additional comments and distribute prior to February 23, 2008 meeting

7 2/24/08 All Incorporate revisions by subcommittee members from 2/23/08 meeting in Denver

8 1/5/09 All Incorporate Peer Review Team Comments


Page 5 of 18

1. GENERAL ............................................................................................................ 6

1.1 Scope Project Objectives & Job Site Conditions ...................................... 6 1.2 References ................................................................................................. 10 1.3 Definitions ................................................................................................. 12 1.4 Qualifications ............................................................................................ 13 1.5 Submittals ................................................................................................. 14

2. MATERIALS & EQUIPMENT ........................................................................... 17

2.1 Materials ................................................................................................... 17 2.2 Equipment ................................................................................................. 18

3. EXECUTION ........................................................................................................ 19

3.1 Test Program ............................................................................................. 19 3.2 Production Work ....................................................................................... 21 3.3 Quality Control/Quality Assurance ........................................................... 22 3.4 Daily Reports ............................................................................................ 23 3.5 Acceptance Criteria ................................................................................... 24

4. MEASUREMENT AND PAYMENT .................................................................. 25

4.1 Measurement ............................................................................................. 25 4.2 Payment. .................................................................................................... 26


Page 6 of 18

1. GENERAL

Many comments flow out of the belief that creating a specification that contains every clause that everyone can think of accomplishes little. Such a specification will contain conflicting information and may place undue burden on the whole process. The objective was to agree on the essentials and include these provisions in the body of the Guide Specification. The commentary shown in italic provides guidance and/or clarification to the specification writer from the collective experience of the Task Force. If a true performance specification is intended, then much of the detail could be eliminated.

1.1 Scope Project Objectives & Job Site Conditions

1.1.1 Scope

1.1.1.1 This Section specifies requirements for furnishing all labor,

equipment, materials, and supplies necessary for soil stabilization by jet grouting as required to meet the project objectives specified herein.

1.1.1.2 The work shall consist of installation, monitoring and testing of

Jet Grouting within the limits indicated on contract documents drawings SD1.0, SD1.1, S1.0, S2.0, S2.1, S2.2, S2,3, and S2.4.

1.1.1.3 In connection with the Jet Grouting program, as shown on the

drawings, the Jet Grouting contractor shall provide all engineering, labor, materials and equipment to accomplish the following items of work:

1.1.1.3.1 Mobilization & Demobilization 1.1.1.3.2 Drilling 1.1.1.3.3 Jet-grouting 1.1.1.3.4 Quality Assurance/Quality Control and verification 1.1.1.3.5 Spoil containment, collection and disposal.

1.1.1.4 This section is a performance type specification in so far that the contractor shall be responsible for selection of jet grouting parameters, equipment, design and construction of the Jet Grouted elements to meet the design intent.

1.1.2 Project Objectives:

Jet grouting is the process planned to create cemented geometries of soil-cement product. This product will have performance requirements that will retain the soil outside the desired box, prevent water intrusion, and will be constructed to the lines and grades shown on the drawings. Performance requirements may address strength permeability, homogeneity, or other characteristics required in order to achieve design performance. In general, overall treatment area and volume is typically all that is required to be defined, with the contractor free to select geometries and elements to treat the area and volume of soil specified. Inside


Page 7 of 18

dimensions of the proposed enclosed space are indicated in the drawings listed above and must be maintained to a tolerance of 6 inches.

1.1.3 Job Site Conditions

The contractor must visit the project site and familiarize himself with the project. The project deals with saturated soil conditions with a varying depth of water table. The contractor must retain the services of a geotechnical engineer and perform a geotechnical investigation to obtain the necessary soil parameters for the design of the jet grouting system (consisting of four walls and a slab). A geotechnical investigative report is available for information and pricing purposes.

The project owner and City of El Paso have jurisdiction over the structures above the proposed jet grouting box.

1.1.3.1 Prior to submitting a bid price for the Jet Grouting, the grouting

contractor shall conduct a site inspection; review available subsurface information (including all geotechnical engineering and data reports).

1.1.3.2 Jet grouting is in the vicinity of an existing cast-in-place concrete junction box in distress. A structural condition assessment report is available upon request. It is desired that such existing box structure is removed after the jet-grouted structure is constructed.

1.1.3.3 The location of known underground utilities in the vicinity of the

proposed jet grouted box is indicated in the project drawings.

1.1.3.4 The contractor shall visit the site and assess or locate the following:

1.1.3.4.1 Environmental restrictions

1.1.3.4.2 Noise Restrictions

1.1.3.4.3 Work boundaries

1.1.3.4.4 Hours for construction

1.1.3.4.5 Hauling Restrictions

1.1.3.4.6 Waste material handling and disposal

1.1.3.4.7 Overhead Utilities

1.1.3.4.8 Obstructions Any potential obstructions or restrictions shall be reported to the engineer prior to commencing construction.


Page 8 of 18

1.2 References

1.2.1 The most recent version of the following:

1.2.1.1 ASTM C150 or AASHTO M85 Portland Cement

1.2.1.2 ASTM D1633-00 - Standard Test Method for Compressive Strength of Molded Soil-Cement Cylinders

1.2.1.3 API Recommended Practice 13B-1: Standard Procedures for Field Testing Water Based Drilling Fluids

1.2.1.4 ACI 233R Slag Cement in Concrete and Mortar or C989-99

Standard Specification for Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars

1.2.1.5 ASTM D 420 – 03 - Core Samples, Core Sample Testing

Standard Guide to Site Characterization for Engineering, Design, and Construction Purposes.

1.2.1.6 ASTM D3740 – 01 Standard Practice for Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction.

1.2.1.7 ASTM C618 or AASHTO M295 - Fly Ash

1.2.1.8 AASHTO T26 Water Testing of Non-Potable Water or ASTM C1602/C 1602M - 06Standard Specification for Mixing Water Used in the Production of Hydraulic Cement Concrete.

1.2.1.9 Permeability testing - Procedure for Constant Head Hydraulic

Conductivity Tests in Single Drill Holes, USBR7310-89, United States Department of the Interior, Bureau of Reclamation.

1.2.1.10 Contract Documents

Contract documents include existing conditions, location of proposed jet grouted box, including clear depth, width and length. A geotechnical investigative report is available for the site for information and pricing purposed. Contractor must obtain his/her own geotechnical investigative report prior to the design of the jet grouted earth retention system and slab.

1.3 Definitions

1.3.1 Jet Grouting: An in-situ injection technique employed with specialized

equipment that includes grout pump(s), grout mixer, drill rig, drill rods and injection monitor with horizontal radial nozzles delivering high velocity fluids to erode, mix, and stabilize in-situ soils using an engineered grout slurry.

1.3.2 Single Fluid Jet Grouting: The jet grouting technique where a single fluid,


Page 9 of 18

typically neat cement grout, is injected at high velocity through horizontal radial nozzle(s) to directly erode, and mix with, the in-situ soil.

1.3.3 Double Fluid Jet Grouting: The jet grouting technique where one fluid,

typically neat cement grout, is injected at high velocity through horizontal radial nozzle(s) and is assisted by a second fluid, typically air, delivered through a coaxial nozzle(s), to directly erode and mix with the in-situ soil.

1.3.4 Triple Fluid Jet Grouting: The jet grouting technique where one fluid, typically

water, is injected at high velocity through horizontal radial nozzle(s) and is assisted by a second fluid, typically air delivered through a coaxial nozzle(s), to erode the in-situ soil, while a separate nozzle placed lower on the monitor delivers a third fluid, typically neat cement grout, at lower velocity to simultaneously fill the soil zone eroded by the cutting fluids (air and water).

1.3.5 Monitor (adjusted for single, double, and triple systems): A single, double, or

triple fluid drill pipe attached to the end of a drilling string and designed to deliver one to three elements of the Jet Grouting process, typically air, water, and grout. The monitor has one or more injection points (nozzles).

1.3.6 Jet Grouting Supervisor: The individual on site who is in responsible charge for

the jet grouting work.

1.3.7 Soil-cement: Mixture of grout slurry and in situ soils formed by the jet grouting process

1.3.8 Soil-cement element: A column, or panel (planar shape), of soil-cement formed

by jet grouting, used as a component of a soil-cement structure.

1.3.9 Soil-cement structure: A single zone or block of jet grout elements that are partially or fully interlocked as indicated on the Contract Drawings. Soil cement structures shall be comprised of soil cement elements of sufficient pattern and spacing as to stabilize the soil mass within the limits shown on the Contract Drawings to meet the performance requirements specified in this Section.

1.3.10 Jet Grouted Slab: A horizontal structure formed by vertical jet grouting.

1.3.11 Jet Grouted Canopy: A structure formed by horizontal jet grouting.

1.3.12 Horizontal Jet Grouting: Treatment performed from horizontal or sub-

horizontal borehole (within +/- 20 degrees from the horizontal plane).

1.3.13 Jet Grouting Parameters: Pressure of the fluid(s) within the jet grouting string; flow rate of the fluid(s); grout composition; rotational speed of the jet grouting string; and rate of withdrawal or insertion of the jet grouting string.

1.3.14 Jet Grouting String: Jointed rods with simple, double or triple inner conduit

that conveys the jet grouting fluid(s) to the monitor.

1.3.15 Prejetting, precutting or prewashing: The method in which the jet grouting of an element is facilitated by a preliminary disaggregation phase consisting of jetting with water and/or other fluids.


Page 10 of 18

1.3.16 Fresh-in-fresh sequence: Method that involves jet grouting elements

successively without waiting for the grout to harden in the overlapping elements.

1.3.17 Primary-secondary sequence: Method in which installation of an overlapping

element cannot commence before a specified hardening time or achievement of predetermined strength of the adjacent previously constructed elements(s).

1.3.18 Spoil Return: All materials including, but not limited to: liquids, semi-solids,

and solids, which are discharged above ground surface during, or as a result of jet grouting.

1.3.19 Structural reinforcement: deformed steel bar, high strength steel threadbars,

steel casing, or steel H-Pile.

1.3.20 UCS: Unconfined Compressive Strength at 28days

1.4 Qualifications

Minimum contractor qualifications are included in Section 00100 of the contract documents.

1.4.1 Project Experience

1.4.1.1 The Jet grouting contractor must have at least two (2) projects successfully completed in the past ten (10) years involving the construction of earth retention systems and slab using jet grouting similar to those of this project and in the same type of soil.

1.4.2 Personnel Experience

1.4.2.1 The Jet grouting supervisor must have at least two (2) projects

successfully completed in the past ten (10) years involving the construction of earth retention systems and slab using jet grouting similar to those of this project and in the same type of soil. The supervisor shall have experience and knowledge of all aspects of jet grouting as required for the project and shall be present at the work site at all times during jet grouting operations.

1.5 Submittals

The Owner/Engineer require submittals to be stamped by a Professional Civil Engineer.

1.5.1 The Engineer will approve or reject the Contractor’s qualifications within 10

calendar days after receipt of a complete qualifications’ submission. Additional time required due to incomplete or unacceptable submittals will not be cause for time extension or impact or delay claims. All costs associated with incomplete or unacceptable submittals shall be borne by the Contractor.

1.5.2 Qualifications


Page 11 of 18

The following shall be submitted to the Owner’s representative by the grouting contractor weeks prior to the start of the work:

1.5.2.1 A list of at least (5) previously completed projects for review by the Owner’s representative. The list shall include a description of the project location, scope and magnitude, and contact person with phone number.

1.5.2.2 A list of at least (2) previously completed projects of similar

scope and purpose for review by the Owner’s representative. The list shall include a description of the project, relative size, and contact person with phone number.

The following shall be submitted to the Owner’s representative by the grouting contractor 2 weeks prior to the start of the work:

1.5.2.3 Resumes of the management, supervisory, and key personnel, for

approval by the Owner’s representative, in accordance with qualifications of article above.

1.5.3 Jet Grouting Equipment


1.5.3.1 Submit catalog cuts, details of grout mixers, pumps, drill rigs, and

a plan view of the jet grout equipment arrangement, noting any equipment that has been modified or is of unique construction.

1.5.3.2 Submit copies of field data collection forms, including a sample

copy of daily field report as described in article 3.4.

1.5.4 Grout Mix Design


1.5.4.1 Submit a mix design for the project indicating sources and types

of grout materials, with volumetric proportions, and field test data from previous projects or from pre-construction grout material trials indicating set time and compressive strength achieved. If the grouting contractor intends to deviate from the materials defined in Section 2.1 of this specification, it shall submit, evidence of satisfactory use of the proposed material from past projects with similar soil conditions or pre-construction trials.

1.5.4.2 Submit method for verifying grout mix proportions.

1.5.5 Field Demonstration Test Program



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1.5.5.1 Submit details of proposed field demonstration test program for jet grouting, as specified in Section 3.1. This shall include location of test columns, layout of test pattern, jet grouting parameters to be used and variables to be tested during test program, and details of proposed quality control/quality assurance testing to meet acceptance criteria specified in article 3.5.

1.5.5.2 Following performance of the field demonstration test program

and prior to beginning production jet grouting operations, submit details regarding drilling and installation of test columns, jet grouting parameters, quality control/quality assurance test results, and recommended changes to jet grouting parameters based on test program, if any.

1.5.6 Jet Grouting Procedure


1.5.6.1 Submit a general Work Procedures Plan outlining the spacing,

location, depth and general sequence to achieve the specified criteria detailed in this specification. Grout hole locations shall be dimensionally referenced to the contract drawings and shown on layout plans of suitable scale to effectively indicate the details of the layout.

1.5.6.2 A general jet grout spoil return management plan outlining waste

containment methods during jet grouting and treatment and removal plans for jet grout spoil return.

1.5.7 Quality assurance, quality control and verification procedures to be used for the

field test and production work.

1.5.7.1 This shall include details of the procedures to obtain soil-cement samples; and catalog cuts or shop fabrication drawings of the soil- cement sampling device and curing boxes. See article 3.3.

1.5.7.2 Proposed details and formats of all required tabular and graphical

data presentations that will be submitted to the Engineer during the course of the Work. This will include submittal of a copy of the reports used for data monitoring and recording, as described in article 3.3.

1.5.7.3 Submit details for permeability testing if jet grouting is used for

soil-cement structures such as walls and slabs for water control


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purposes. Permeability testing procedures shall be in general conformance with a recognized standard.

1.5.8 Daily Reports

Within one business day after the end of a work shift, the following shall be submitted to the Owner’s representative by the grouting contractor:

1.5.8.1 Submit daily reports as described in 3.4

2. MATERIALS & EQUIPMENT

2.1 Materials

The grout slurry may consist of a homogeneous mixture of any of the following materials:

2.1.1 Cement, Portland, type I or II, ASTM C-150 or AASHTO M85

2.1.2 Ground granulated blast furnace slag per ACI 233R Slag Cement in Concrete

and Mortar or C989-99 Standard Specification for Ground Granulated Blast- Furnace Slag for Use in Concrete and Mortars

2.1.3 Flyash Class C or F, ASTM C618 or AASHTO M295.

Flyash class to be utilized depends upon the intended end product. Primary concern is calcium content and Loss-on-ignition.

2.1.4 Potable Water or approved other source shall be free of deleterious materials

that may adversely affect the grout.

2.1.5 Bentonite, if used, must be prepared according to the supplier’s recommended procedures for proper hydration.

2.1.6 The ratios of the material components shall be proposed by the Contractor,

confirmed during the preconstruction test program, and reviewed by the Engineer. Once accepted, grout slurry composition shall not be changed unless requested in writing by the Contractor and accepted in writing by the Engineer.

2.2 Equipment

2.2.1 General: All equipment used for drilling boreholes; lowering, raising and

rotating jet monitors; mixing grout; supplying pressurized grout and air-water to jet monitors; and jet monitors shall have proven performance records for use in Jet Grouting work, as demonstrated by the information to be submitted under Section 1.5.

2.2.2 Drilling Equipment: Use drilling equipment of a type and capacity suitable for

drilling required hole diameters and depths, and lowering, raising, and rotating jet grout monitors to the depths and at the rates required to perform the work as shown on the Contract Drawings and as specified herein. The drill rig shall be equipped with automated controls to regulate and maintain consistent rod


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retraction rate and rod RPM and have pressure gauges for all fluids injected.

2.2.3 Grout Mixing and Injection Equipment: Use grout mixers and holding tanks, water tanks, air compressors, and pumps of sufficient capacity to ensure adequate supply of grout, air, and water at required pressure to the Jet Grouting monitors during a full work shift to produce grout elements of the quality and dimensions necessary.

2.2.4 Jet-Grouting pump: Shall be capable, with the nozzles proposed, of providing

the required velocity and a delivery rate adequate for the execution of the work.

2.2.5 Compressor (for double and triple Jet-Grouting): Shall be capable of producing the pressure and to deliver the flow rate values proposed by the contractor depending on the parameters chosen.

2.2.6 Filling grout pump (for triple Jet-Grouting): Shall be capable of producing the pressure and to deliver the flow rate values proposed by the contractor depending on the parameter chosen.

2.2.7 Jet Grout Tools: Use Jet Grouting monitors with appropriate nozzles with the

capacity suitable for producing jet grout elements in the soil types identified during Subsurface Explorations performed at the site, and of the size and depth shown on the Contract Drawings and as specified herein. The drill hole diameter shall be sufficiently large to be a clear path for continuous spoil return during all jetting operations.

2.2.8 Equipment Instrumentation: Provide instrumentation that allows continuous

monitoring and automatic recording of data throughout the jet grouting operations. As a minimum, the following shall be provided versus depth:

2.2.8.1 Pressure gauges/devices at the drilling rig to automatically record

pressures of cement grout, water, and air during the grouting process.

2.2.8.2 Flow meter(s) to monitor and record the rate and total volume of

grouting fluids through the grouting monitor at every element.

2.2.8.3 Devices that automatically monitor and record the rate of monitor rotation and withdrawal.

3. EXECUTION

3.1 Test Program

3.1.1 Prior to production work, a test program shall be conducted by the Contractor in accordance with the accepted work plan. The test program shall be used to optimize the various parameters including type of jet-grouting (single, double or triple), necessity of pre-jetting with water, grout mix composition, fluid(s) flows and pressures, rotational speed, retraction rate, grout, and number and


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size of nozzles; and confirm that resultant in situ soil-cement properties meet required design criteria.

3.1.2 The test program and its results will be observed, reviewed and approved by the

Engineer. The test program shall be installed in areas near the planned production work at a location agreed upon between the Engineer and jet grouting subcontractor and in representative soils and depths anticipated to be found during production work.

3.1.3 Each test section shall consist of a plan of elements suitable to demonstrate

feasibility and installed to the same bottom elevation specified for the production jet grouting work.

3.1.4 The test elements shall be exposed by excavation (where possible) and measured for geometric properties. If full-depth excavation is not feasible, drill samples or other testing method shall be used to demonstrate column size/geometry. In cases where excavation shall not be possible, a coring in the center of a single column or centroid of a group of three (3) elements shall be carried out, and three acceptable/representative specimens from each column sent to an independent Laboratory for the tests required to satisfy the criteria specified in article 3.5. Alternative testing methods may be proposed by the Contractor.

3.1.5 Perform Permeability testing if jet grouting is used for soil-cement structures

such as walls and slabs for water control purposes. Permeability testing procedures shall be proposed by the Contractor and approved by the Engineer.

3.1.6 Subject to the results of the test program, the jet grouting contractor will present parameters selected to achieve the specified acceptance criteria for review of the Engineer. The Contractor, at their expense, may be required to repeat the construction of a test section if selected parameters fall outside test requirements. The test program shall confirm that the resultant soil-cement properties met the required design criteria prior to the Contractor proceeding with production work.

3.2 Production Work

3.2.1 Execute production jet grouting using the same jet grout tooling, materials, and

procedures as demonstrated from the satisfactory set of test elements.

3.2.2 Install jet grout elements, such that continuous spoil return up the borehole annulus is achieved during all work.

3.2.3 Centerline of the elements shall not be more than 3” from the indicated plan

location.

3.2.4 The sequence of the Jet-Grouting, Primary and Secondary, fresh on fresh, prejetting with water is the responsibility of the jet grouting contractor and will be based on the results of the successful test program.


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3.2.5 Maintain a clean site and dispose of all spoil debris, water, and spilled material during jet grouting operations.

3.2.6 Equipment for mixing, holding, and pumping grout shall be in a secure location

and shall be operated to minimize spillage of material. No material will be allowed to enter storm drains or other drainage courses.

3.2.7 The grouting contractor shall monitor nearby grade, structures and utilities during

all jetting work. 3.2.8 If jet-grouting is interrupted during the execution of a column, the re-start of the

jetting shall be undertaken at least 6” below the stopping point.

3.2.9 Site access shall be provided to Owner’s representatives for observation of the work.

3.2.10 If reinforcement is required, the contractor shall install it in the fresh column,

immediately after the completion of the jet-grouted column or the contractor shall install the reinforcement element in a borehole drilled in the hardened column, at the design location.

3.3 Quality Control/Quality Assurance

3.3.1 All Jet Grouting shall be performed in the presence of the Owner’s QC/QA

Representative. Owner’s QC/QA representative shall be notified prior to initiating jet grouting. Monitoring and logging of Jet Grouting operations for both test areas and production work shall be performed by the jet grouting contractor.

3.3.2 The Contractor’s equipment shall be configured to record and continuously

show all fluid flows and pressures, rotational speed, depth and rod retraction rates. The rod retraction rate and rod RPM shall be set by the driller then automatically controlled by the drill rig during the entire jet grouting process and recorded on the jet grout installation log.

3.3.3 All the data monitored and recorded, as described in point 3.3.2, shall be made

available to the Engineer in a format previously agreed on prior to the work. The Contractor shall supply the Engineer with the software used for this task. The software shall be capable of processing the data recorded and graphic in a satisfactory manner. Proposal of the software to be used shall be described in advance to the Engineer.

3.3.4 Grout mix proportions shall be measured and documented by the Contractor per

the submittal requirements in section 1.5.4 above. Appropriate records shall be kept by the Contractor and submitted to the Engineer to verify that grout mixture(s) are as accepted.

3.3.5 Throughout the jet grouting operations, perform continuous coring to full depth

on [5] percent of production columns to obtain drill cores of the jet grouted soil. The drill core will be evaluated for compliance with specific acceptance criteria defined in 3.5 herein. The contractor shall be notified immediately if the soil-cement samples do not meet the acceptance criteria outlined herein.


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3.3.6 Perform Permeability testing of production elements if jet grouting is used for

soil-cement structures such as walls and slabs for water control purposes. Permeability testing procedures shall be proposed by the Contractor and approved by the Engineer.

Permeability testing, when performed at core locations, typically follows the same frequency outlined above for core drilling. Other methods of permeability testing may not involve core holes.

3.4 Daily Reports

3.4.1 Within one business day of a work shift, submit summary daily reports during

test and production jet grouting that provide the information listed below. A sample of the report form proposed for use by the Contractor shall be submitted to the Engineer for approval prior to the start of work.

3.4.1.1 Jet grout element number.

3.4.1.2 Time and date of beginning and completion of each grout

element, including interruptions to the jetting process or material supply.

3.4.1.3 Grout mix data, including mix proportions and unit weight

density measurements.

3.4.1.4 Injection pressure of all fluids used to construct each grout element.

3.4.1.5 Flow rates of all fluids used to construct each grout element.

3.4.1.6 Rates of rotation and withdrawal of jet rods for each grout

element.

3.4.1.7 Total grout quantity used for each element.

3.4.1.8 Top and bottom elevations of the jet grout element.

3.4.1.9 Continuous flow of spoils return.

3.4.2 Continuous recording of jet grouting parameters shall be provided for each production column to verify consistency with the approved test program results.

3.5 Acceptance Criteria

3.5.1 Installation records from 3.3 and daily reports from 3.4 documenting that the approved parameters from the test program were accurately repeated for the production work

3.5.2 A minimum core recovery of 85% shall be provided.


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3.5.3 Permeability: 0

3.5.4 At least 90 percent of all jet grout samples tested shall have a minimum 28- day unconfined compressive strength determined by the engineer designing the jet grouted system.

3.5.5 Minimum overlap thickness: as determine by engineer performing design of jet

grouted system.

3.5.6 Verticality and horizontal tolerances: as determine by engineer performing design of jet grouted system.

4. MEASUREMENT AND PAYMENT

4.1 Measurement

Jet Grouting shall be measured as follows:

4.1.1 Mobilization will be measured on a lump sum basis. Mobilization pay item will be deemed complete when the contractor’s equipment is set up and ready to commence jet grouting operations.

4.1.2 Test program, including verification testing, will be measured on a lump sum

basis. Test program will be deemed completed when the test elements are installed and approved by the Engineer.

4.1.3 Jet grouting will be measured on a lump sum basis. Jet grouting will be

deemed completed when all the columns are installed and approved by the Engineer.

4.1.4 No separate measurement will be made for the Contractor’s Quality Assurance-

Quality Control Program, including verification testing, all of which shall be considered part of the Work of jet grouting. However, if coring is utilized as a verification test, coring will be measured by the linear foot of core hole.

4.2 Payment

4.2.1 Mobilization and demobilization shall be paid as a lump sum item.

4.2.2 Test Program shall be paid as a percentage of the total lump sum of the jet

grouted system.

4.2.3 Jet Grouting shall be paid as a percentage of the total lump sum of the jet grouted system.

4.2.4 No separate payment will be made for the Contractor’s Quality Assurance-

Quality Control Program, including verification testing, all of which shall be considered part of the Work of jet grouting. However, if coring is utilized as a verification test, payment will be made on a unit price basis per linear foot of core hole.