A2_Specification_31Aug2012_IFC_-_Chamblee_IRS_Deck__VGA00039.pdf

SPECIFICATIONS AND DRAWINGS

FOR

I R S P A R K I N G S T R U C T U R E R E P A I R S

CHAMB LEE , GEORGIA

ISSUED FOR CONSTRUCTION

WALTER P MOORE PROJECT NUMBER D06-09003-01

AUGUST 31, 2012

SPECIFICATIONS AND DRAWINGS

FOR

IRS PARKING STRUCTURE REPAIRS

CHAMBLEE, GEORGIA

WALTER P. MOORE AND ASSOCIATES, INC.

1201 Peachtree Street NE, 400 Colony Square, Suite 1600

Atlanta, Georgia 30361-6307 404.898.2307

PROJECT NO. D06-09003-01

TABLE OF CONTENTS

GENERAL DOCUMENTS

Signature Page

CONTRACT FORMS

Section 00010 – Invitation and Instructions to Bidders

Section 00300 – Bid Form

Section 00313 – Geotechnical Data and Addendum

Section 00500 – Owner’s Agreement Form (Not Included)

Section 00700 – Owner’s General Conditions (Not Included)

SPECIFICATIONS

DIVISION 1 - GENERAL REQUIREMENTS

Section 01015 – Task Items

Section 01100 - Summary of Work

Section 01290 – Payment Procedures

Section 01310 – Project Management and Coordination

Section 01330 – Submittal Procedures

Section 01410 – Structural Testing Laboratories

Section 01450 – Quality Control

Section 01720 – Project Record Documents

Section 01731 – Cutting and Patching

Section 01741 – Final Cleaning

Section 01770 – Closeout Procedures

Section 01787 – Product Warranties

DIVISION 3 - CONCRETE

Section 03100 – Concrete Forming and Accessories

Section 03120 – Excavation and Fill

Section 03200 – Concrete Reinforcing

Section 03300 – Cast-in-place Concrete

Section 03305 – Surface Preparation for Patching

Section 03310 – Epoxy Related Work

Section 03320 – Concrete Repair Materials

Section 03380 – Post-tensioned Concrete

Section 03720 – Fiber Reinforced Polymer (FRP) Reinforcement

DIVISION 4 - MASONRY

Section 04230 – Structurally Reinforced Concrete Unit Masonry

DIVISION 5 - STEEL

Section 05120 – Structural Steel Framing

DIVISION 7 - THERMAL AND MOISTURE PROTECTION

Section 07180 – Traffic Coatings

Section 07190 – Expansion Joints

Section 07810 – Applied Fireproofing

Section 07900 – Joint Sealants

END TABLE OF CONTENTS

IRS PARKING STRUCTURE REPAIRS INVITATION & INSTRUCTIONS TO BIDDERS

CHAMBLEE, GEORGIA 00010-1

WALTER P. MOORE PROJECT NO. D06-09003-01

SECTION 00010

INVITATION TO BID AND INSTRUCTIONS TO BIDDERS

1. PROJECT IDENTIFICATION AND DEFINITIONS

A. Engineer will receive sealed Bids for: IRS Parking Structure Repairs

B. Owner is: U.S. GENERAL SERVICES ADMINISTRATION, ATLANTA

C. Engineer is: Walter P. Moore and Associates, Inc. 1201 Peachtree Street NE, 400 Colony Square, Suite 1600, Atlanta, Georgia 30361-6307

D. Project consists of:

1. Repair of IRS Parking Structure. The scope of work includes, but not limited to, Partial

Depth Concrete Floor Repair, Overhead Slab Repair, Concrete Wall Repair, Crack Repair, Horizontal Joint Sealant Installation, Vertical Joint Sealant Replacement, Epoxy Injection at Concrete Stairs, Cleaning and Coating of Corroded Precast Connections, Repair of Precast Panel Connection, Protecting Corroded or Exposed P/T Strands, Repair of Broken P/T Strands, Replacement of P/T Anchor Grout, Installation of Concrete Wash, Expansion Joint Replacement, Cleaning of Floor Drains, Column Strengthening, Installation of New Shear Walls, Installation of Structural Support for Exterior Cantilever Slab, Installation of CFRP Laminates, and the Installation of Traffic Topping.

E. Pre-bid meeting: TBD

F. Bids will be due on or before: TBD delivered electronically via email to the Owner’s Project Manager.

No Fax submittals accepted.

2. DOCUMENTS

A. Complete sets of Contract Documents may be obtained at office of Engineer. All sets shall remain property of Engineer and shall be returned upon request.

B. Complete sets of Bidding Documents shall be used in preparing Bids. Neither Owner nor Engineer assume any responsibility for errors or misinterpretations resulting from use of incomplete sets of Bidding Documents.

C. Owner and Engineer in making copies of Bidding Documents available on above terms do so only for purpose of obtaining Bids on Work and do not confer license or grant for any other use.

3. QUALIFICATIONS OF BIDDERS

A. Owner may make such investigation as it deems necessary to determine ability of Bidder to perform Work, and Bidder shall furnish to Owner all such information and data for this purpose

CHAMBLEE, GEORGIA 00010-2

WALTER P. MOORE PROJECT NO. D06-09003-01

as Owner may request. Owner reserves right to reject any Bid if evidence submitted by, or investigation of, such Bidder fails to satisfy Owner that such Bidder is properly qualified to carry out obligations of Contract and to complete Work contemplated therein. Conditional Bids and voluntary alternates will not be accepted.

B. Bidding firms will not be considered qualified if:

1. Firm, or principals thereof, have defaulted on any contract, bid or bond within preceding 36 months, or;

2. Firm has had no previous experience in performance of Work being bid, or;

3. Firm, as name entitled, has not been in operation in this type of Work for period of 24 months prior to this bid date, or;

4. Firm has not been awarded any prior contracts of similar amount and kind, or;

5. Firm, or principals thereof, have failed in faithful performance during warranty or guarantee period on previous Work.

6. Firm is found to have misstated or omitted any material fact in this prequalification statement.

C. Each Bidder may be called upon to provide Owner with following information:

1. Comprehensive financial statement showing current balance of unencumbered net worth equal to at least 10% of value of anticipated bid price.

2. Comprehensive list of personnel and equipment available for performance of Work to be bid.

3. Complete list of all contract work performed, or under construction if contract(s) awarded within previous 5 yr period prior to bidding.

4. EXAMINATION OF CONTRACT DOCUMENTS AND SITE

A. Bidders shall carefully examine contract documents and site to obtain first-hand knowledge of existing conditions. No subsequent extras will be allowed due to any claim of lack of knowledge for conditions which can be determined by examining site and contract documents.

B. Extent of repairs is approximately represented on Drawings. Actual locations and extent of repair may deviate from that represented on Drawings based on field conditions.

C. Submission of Bid shall constitute warranty that:

1. Bidder and all Subcontractors it intends to use have carefully and thoroughly reviewed Contract Documents and have found them complete and free from ambiguities and sufficient for purposes intended; further that,

2. Bidder and all workers, employees and Subcontractors it intends to use are skilled and experienced in type of construction represented by Contract Documents bid upon; further that,

3. Neither Bidder nor any of its employees, agents, suppliers or Subcontractors have relied on any verbal representations from Owner, Engineer, or any of their employees, agents, or consultant, in assembling Bid figure; and further that,

4. Bid figure is based solely on Contract Documents, including properly issued written addenda, and not upon any other written representation.

CHAMBLEE, GEORGIA 00010-3

WALTER P. MOORE PROJECT NO. D06-09003-01

D. Bidder shall identify, prior to bid, all errors and/or discrepancies in Contract Documents that would be apparent to reasonably diligent Bidder. In no case shall Bidder, if selected as Contractor, be permitted any extra amount of time or money to complete project, or expenses incurred as result of such errors or discrepancies.

5. RESOLUTION OF DISCREPANCIES AND AMBIGUITIES

A. All questions about meaning or intent of Contract Documents shall be submitted in writing.

Address written inquiries to: Sunil Puri, 1201 Peachtree Street NE, 400 Colony Square, Suite 1600, Atlanta, Georgia 30361-6307 or spuri@walterpmoore.com

Replies will be issued by Addenda mailed or delivered to all parties recorded by Engineer as having received Contract Documents for Bidding. Questions received less than 5 days prior to date for opening of Bids will not be answered. Only answers contained in formal written Addenda will be binding. Oral and other interpretations or clarifications will be without legal effect.

B. Any Addendum issued during prebid period shall be included in Bid, shall become part of Contract Documents, and shall be acknowledged on Bid Form.

6. SUBSTITUTED MATERIAL AND EQUIPMENT

A. Contract, if awarded, will be on basis of material and equipment described in Drawings or specified in Specifications without consideration of possible substitute or "or-equal" items.

Whenever it is indicated in Drawings or specified in the Specifications that substitute or "or-equal" item of material or equipment may be furnished or used by Contractor if acceptable to Engineer, application for such acceptance will not be considered by Engineer until after "effective date of Agreement."

7. BASIS FOR BIDS

A. Bids are based on lump sum contract at unit prices.

8. PREPARATION OF BIDS

A. Bid Form is bound herewith. Bid Forms must be completed in ink or print.

B. Bids must be made in form given in this Project Manual. No oral or telephonic bids will be considered. Bids shall be signed by Bidder giving full name and business address. Bids must state whether Bidder is individual, partnership or corporation and whether Bidder is minority or female owned entity.

C. Each Bidder shall fill in all blanks on Bid Forms and quote on all alternates required. State all quotations in words and figures. In case of discrepancy between amount stated in words and amount stated in figures, amount stated in words shall govern. Entire Bid shall be without interlineation, alteration or erasure.

D. Bids by corporations shall be executed in corporate name by president, vice-president or other corporate officer (accompanied by evidence of authority to sign) and corporate seal shall be

CHAMBLEE, GEORGIA 00010-4

WALTER P. MOORE PROJECT NO. D06-09003-01

affixed and attested by secretary or assistant secretary. Corporate address and state of incorporation shall be shown below signature.

E. Bids by partnerships shall be executed in partnership name and signed by partner. Partner's title must appear under partner's signature and official address of partnership must be shown below signature.

F. Bids not signed by individuals making them shall have attached thereto power of attorney evidencing authority to sign Bid in name of person for whom it is signed.

G. All names must be typed or printed legibly below signature.

9. SUBCONTRACTOR LISTING

A. If Supplementary Conditions require identity of certain Subcontractors and other persons and organizations to be submitted to Owner in advance of Notice of Award, apparent successful Bidder, and any other Bidder so requested, shall within seven days after day of Bid opening submit to Owner list of all Subcontractors and other persons and organizations (including those who are to furnish principal items of material and equipment) proposed for those portions of Work as to which such identification is so required. Such list shall be accompanied by experience statement with pertinent information as to similar projects and other evidence of qualification for each such Subcontractor, person and organization if requested by Owner.

B. If Owner or Engineer after due investigation has reasonable objection to any proposed Subcontractor, other person or organization, either may request apparent Successful Bidder to submit acceptable substitute before giving Notice of Award. If apparent successful Bidder declines to make any such substitution, contract shall not be awarded to such Bidder, but Bidder's declining to make any such substitution will not constitute grounds for sacrificing its Bid Security. Any Subcontractor, other person or organization so listed and to whom Owner or Engineer does not make written objection prior to the giving of Notice of Award will be deemed acceptable to Owner and Engineer.

C. No Contractor shall be required to employ any Subcontractor, other person or organization against whom it has reasonable objection.

10. IDENTIFICATION AND SUBMISSION OF BIDS

A. Bids shall be submitted in time and at the place indicated in Invitation to Bid.

11. MODIFICATION OR WITHDRAWAL OF BIDS

A. Bids may be withdrawn by written or telegraphic request dispatched by Bidder in time for delivery, in normal course of business, prior to time fixed for opening of Bids, provided that written confirmation of any telegraphic withdrawal, over signature of Bidder, is placed in mail and postmarked prior to time set for opening Bids.

12. GOVERNING LAWS AND REGULATIONS

A. No Contractor shall discriminate against any employee or applicant for employment, to be employed in performance of contract, with respect to their hire, tenure, terms, conditions or

CHAMBLEE, GEORGIA 00010-5

WALTER P. MOORE PROJECT NO. D06-09003-01

privileges of employment, because of their race, color, religion, gender, national origin or age pursuant to requirements of all applicable federal and state statutes.

B. Each Bidder shall make affidavit that its Bid is genuine and not sham or collusive or made in interests or on behalf of any person not therein named and that Bidder has not directly or indirectly induced or solicited any Bidder to put in sham Bid or any other person or corporation to refrain from Bidding, and that Bidder has not in any manner sought by collusion to secure itself an advantage over other Bidders.

13. CONTRACT TIME

A. Time is of essence in performance of Work under this Contract. Please indicate time (consecutive days) to complete this project in the Bid Form. Consideration will be given to time in evaluating Bids.

The Contractor acknowledges that in the event that it fails to achieve Substantial Completion of the Work within the Contract Time, the Owner will incur substantial damages and the extent of such damages shall be incapable of accurate measurement. Nonetheless, the parties acknowledge that as of the date of this Agreement, the amount of liquidated damages set forth above represents a good faith estimate on the part of the Contractor and the Owner as to the actual potential damages that the Owner will incur as a result of late Substantial Completion of the Work, and agree that such liquidated damages shall be the sole and exclusive remedy of the Owner for a delay in achieving Substantial Completion of the entirety of the Work.

B. If any phase of the project will be delayed due to variables under Owner’s control, the above stated deadlines shall be postponed keeping the allocated work duration intact.

14. DISQUALIFICATION OF BIDDERS

A. Prior to opening of Bids Owner reserves right to conduct investigations into qualifications and experience of any or all persons or organizations wishing to submit Bid for Project.

B. Based upon findings of such investigations, Owner reserves right to deny any or all persons or organizations opportunity to submit Bid for Project.

C. In evaluating Bids after Bids are opened and prior to Award of Contract, Owner shall consider qualifications of Bidders, whether or not Bids comply with prescribed requirements, and alternates and unit prices if requested in Bid Forms.

D. Owner may consider qualifications and experience of Subcontractors and other persons and organizations (including those who are to furnish principal items of material or equipment) proposed for those portions of Work as to which identity of Subcontractors and other persons and organizations must be submitted as provided in Section "Supplementary Conditions."

Operating costs, and maintenance considerations, performance data and guarantees of materials and equipment may also be considered by Owner.

E. Owner may conduct such investigations as it deems necessary to assist in evaluation of any Bid and to establish responsibility, qualifications and financial ability of Bidders, proposed Subcontractors and other persons and organizations to do Work in accordance with Contract Documents to Owner's satisfaction within prescribed time.

CHAMBLEE, GEORGIA 00010-6

WALTER P. MOORE PROJECT NO. D06-09003-01

F. Owner reserves right to reject Bid of any Bidder who does not pass any such evaluation to Owner's satisfaction.

G. Owner reserves right to disqualify Bids before or after opening, upon evidence of collusion with intent to defraud or other illegal practices upon part of Bidder.

15. BIDS TO REMAIN OPEN

A. All Bids shall remain open for 45 days after Bid opening.

16. AWARD OF CONTRACT

A. Owner reserves right to reject any and all Bids, to waive any and all informalities and to negotiate contract terms with Successful Bidder, and right to disregard all nonconforming, nonresponsive or conditional Bids and to make award in any manner deemed in best interest of Owner. Discrepancies between words and figures will be resolved in favor of words.

Discrepancies between indicated sum of any column of figures and correct sum thereof will be resolved in favor of correct sum.

B. In evaluating Bids, Owner shall consider qualifications of Bidders, whether or not Bids comply with prescribed requirements, and alternates and unit prices if requested in Bid Forms.

C. It is Owner's intent to accept alternates (if any are accepted) in order in which they are listed in Bid Form but Owner may accept them in any order or combination.

D. If contract is to be awarded it will be awarded to Bidder whose evaluation by Owner indicates to Owner that award will be in best interests of Project.

E. If contract is to be awarded, Owner will give Successful Bidder Notice of Award within 60 days after day of Bid opening.

17. EXECUTION OF CONTRACT

A. When Owner gives Notice of Award to Successful Bidder, it will be accompanied by at least 3 unsigned counterparts of Agreement and all other Contract Documents. Within 15 days thereafter Contractor shall sign and deliver at least 3 counterparts of Agreement to Owner with all other Contract Documents attached. Within 10 days thereafter Owner will deliver all fully signed counterparts to Contractor. Engineer will identify those portions of Contract Documents not fully signed by Owner and Contractor and such identification shall be binding on all parties.

CHAMBLEE, GEORGIA 00010-7

WALTER P. MOORE PROJECT NO. D06-09003-01

18. CONTRACT PRICE

A. Proposals are solicited on basis of unit prices and/or lump sum prices which are to be clearly set forth in Bid Form. Final Contract price on accepted Proposal will be determined by multiplying number, or fraction thereof, units of Work actually performed, or labor, material or appliances actually supplied, by price designated for such item in Proposal. Total Bid figure on Proposal Form is merely for purposes of estimating and comparing costs and under no circumstances on unit price contracts does it constitute or imply total Contract price.

END OF SECTION 00010

IRS PARKING STRUCTURE REPAIRS BID FORM

CHAMBLEE, GEORGIA 00300-1

SECTION 00300

BID FORM

PROJECT IDENTIFICATION:

IRS ATLANTA PARKING STRUCTURE REPAIRS

THIS BID IS SUBMITTED TO: U.S. GENERAL SERVICES ADMINISTRATION, ATLANTA

1. The undersigned BIDDER proposes and agrees, if this Bid is accepted, to enter into an agreement with OWNER to perform and furnish all Work as specified or indicated in the Contract Documents for the Contract Price and within the Contract Time indicated in this Bid and in accordance with the other terms and conditions of the Contract Documents.

2. This Bid shall remain subject to acceptance for thirty (30) days after the day of Bid opening.

3. In submitting this Bid, BIDDER represents, as more fully set forth in the Agreement, that:

3.1 BIDDER has examined copies of all the Bidding Documents and of the following

Addenda (receipt of all which is hereby acknowledged):

Date ____________ Number ____________

3.2 BIDDER has familiarized itself with the nature and extent of the Contract Documents proposed Work, site, locality, and all local conditions and Laws and Regulations that in any manner may affect cost, progress, performance or furnishing of the Work.

3.3 BIDDER has given ENGINEER written notice of all conflicts, errors or discrepancies that it has discovered in the Contract Documents and the written resolution thereof by ENGINEER is acceptable to BIDDER.

3.4 This Bid is genuine and not made in the interest of, or on behalf of, any undisclosed person, firm or corporation and is not submitted in conformity with any agreement or rules of any group, association, organization or corporation;

BIDDER has not directly or indirectly induced or solicited any other Bidder to submit a false or sham Bid; BIDDER has not solicited or induced any person, firm or corporation to refrain from bidding; and BIDDER has not sought by collusion to obtain for itself any advantage over any other Bidder or over

OWNER.

CHAMBLEE, GEORGIA 00300-2

4. POSSIBLE CHANGES IN QUANTITY OF WORK

4.1 BIDDER understands that the quantities specified herein for the repairs are approximate and that actual quantities in the field may increase or decrease from the quantities estimated. BIDDER herby agrees to perform all quantities of Work as either increased or decreased, as required by the Engineer in accordance with the provisions of the Construction Documents. The final payment to the BIDDER shall be based on the Lump Sum/Unit Prices bid and the actual quantities completed (for items that are not lump sum).

CHAMBLEE, GEORGIA 00300-3

5. Approximate quantities for the items of repair shown on the drawings are as follows:

QUANTITY UNIT EXTENSION

TASK (1) PRICE (1) x (2) =

ITEM (2)

1.1 Project Mobilization $

1.2 Concrete Formwork

2.3 Partial Depth Concrete Floor Repair S.F. 200 $ $

3.1 Overhead Slab Repair S.F. 10 $ $

4.1 Concrete Wall Repair S.F. 50 $ $

7.1 Crack Repair L.F. 10,000 $ $

7.2 Horizontal Joint Sealant Installation L.F. 750 $ $

7.3 Vertical Joint Sealant Replacement L.F. 300 $ $

7.5 Cove Sealant L.F. 2,000 $ $

7.6 Epoxy Injection at Concrete Stairs L.F. 200 $ $

10.1 Clean and Coat Corroded Precast Connections L.S. 1 $ $

10.2 Repair Precast Panel Connection EA 2 $ $

11.1 Protect Corroded or Exposed P/T Strands EA 5 $ $

11.2 Repair Broken P/T Strands EA 1 $ $

11.3 Replace P/T Anchor Grout LS 1 $ $

DESCRIPTION UNITS

PHASE I - SHORT-TERM REPAIRS

Repair Cost - Phase I

Incidental Incidental

CHAMBLEE, GEORGIA 00300-4

2.6 Install Concrete Wash S.F. 2,000 $ $

6.2 Expansion Jt. Replacement - Elastomeric Concrete Edged L.F. 968 $ $

7.11 Clean Floor Drains L.S. 1 $ $

7.13 Install Supplimental Floor Drains EA 24 $ $

13 New Shear Wall Installation L.S. 1 $ $

14 Concrete Drag Beam L.S. 1 $ $

15 Shear Wall Column Shoring L.S. 1 $ $

16A Column Strengthening L.S. 1 $ $

16B Column Strengthening L.S. 1 $ $

16C Column Strengthening L.S. 1 $ $

16D Column Strengthening L.S. 1 $ $

16E Column Strengthening L.S. 1 $ $

17 Slab Punching Shear Strengthening L.S. 1 $ $

18 Structural Support for Cantilevered Slab L.S. 1 $ $

19A Externally Bonded CFRP Laminates at Cantilever Slab L.S. 1 $ $

19L Externally Bonded CFRP Laminates L.S. 1 $ $ 20A Near Surface Mounted Bars L.S. 1 $ $ 20B Near Surface Mounted Bars L.S. 1 $ $ 20C Near Surface Mounted Bars L.S. 1 $ $ 20D Near Surface Mounted Bars L.S. 1 $ $ 20E Near Surface Mounted Bars L.S. 1 $ $ 20F Near Surface Mounted Bars L.S. 1 $ $ 20G Near Surface Mounted Bars L.S. 1 $ $ 20H Near Surface Mounted Bars L.S. 1 $ $ 20J Near Surface Mounted Bars L.S. 1 $ $ 20T Near Surface Mounted Bars L.S. 1 $ $

21 Load Bearing CMU Wall Connection Repair L.S. 1 $ $

22 CMU Wall Replacement L.S. 1 $ $ 23 Structural Contingency L.S. 1 $ $

PHASE II - STRUCTURAL STRENGTHENING REPAIRS

Repair Cost - Phase II

CHAMBLEE, GEORGIA 00300-5

Description of Abbreviations:

L.F. = Lineal Feet

S.F. = Square Feet

L.S. = Lump Sum

EA = Each

The Total Bid for the IRS PARKING STRUCTURE REPAIRS, based upon the above estimated quantities is:

TOTAL BID

(Use words)

(Use figures)

BIDDER agrees that the Work on this building will be complete within __ calendar days after receiving the notice to proceed. Contractor should bid this project assuming that OWNER requires that at least two crews working on the repair project simultaneously. The contractor should submit a schedule for the repair project at the time of bid submission.

6. Communications concerning this Bid shall be addressed to (Contractor):

2.3 Partial Depth Concrete Floor Repair S.F. 200 $ $

7.7 Traffic Topping - New System S.F. 88,000 $ $

7.8 Traffic Topping - Replacement S.F. 7,000 $ $

8.6 Joint Sealant Replacement - Precast Façade Panels L.S. 1 $ $

PHASE III - SECONDARY REPAIRS

Repair Cost - Phase III

TOTAL REPAIR COST - PHASE I, II & III

CHAMBLEE, GEORGIA 00300-6

SUBMITTED on ______, 20____

7. The terms used in this Bid which are defined in the General Conditions of the Construction Contract included as part of the Contract Documents have the meanings assigned to them in the General Conditions provided by the Owner.

8. FORM OF AGREEMENT AND INSURANCE REQUIREMENTS

By its authorized representative's signature below, the Bidder attests that is has read and is familiar with the Owner's Form of Agreement and Insurance Requirements included in the Project Manual.

1. Owner's Form of Agreement

No Exceptions Signed: ________________________

Exceptions attached or listed below:

2. Owner's Insurance Requirements

No Exceptions Signed: ________________________

Exceptions attached or listed below:

7. We plan to sub-contract the following items of work (please list):

Description Sub-contractor Value

CHAMBLEE, GEORGIA 00300-7

WALTER P. MOORE PROJECT NO. D06-09003-01

If BIDDER is:

An Individual

By ____ (SEAL) (Individual's Name) doing business as

Business Address:

Phone No.:

A Partnership

By (SEAL) (Firm Name)

(General Partner)

CHAMBLEE, GEORGIA 00300-8

A Corporation By (Corporate Seal)

(Corporation Name)

(State of Incorporation)

By (Name of Person Authorized to Sign)

(Title)

Attest (Secretary)

END OF DOCUMENT 00300

IRS PARKING STRUCTURE REPAIRS GEOTECHNICAL DATA

CHAMBLEE, GEORGIA 00313-1

SECTION 00313

GEOTECHNICAL DATA

PROJECT IDENTIFICATION:

IRS ATLANTA PARKING STRUCTURE REPAIRS

Geotechnical Engineering Reports

1. Report of Final Subsurface Exploration and Geotechnical Engineering Evaluation

– Propose IRS Customer Service Center Parking Deck, ATEC Project Number 32-03-95-53156.02, dated March 19, 1996.

2. Report of Geotechnical Evaluations and Shear Wave Velocity Testing – Parking Deck Renovations at IRS Service Center, ATC Project Number 066.43047.5948, dated March 14, 2012.

3. Addendum to Report of Geotechnical Evaluations and Shear Wave Velocity Testing – Parking Deck Renovations at IRS Service Center, ATC Project Number 066.43047.5948, dated August 28, 2012

END OF DOCUMENT 00313

1841 West Oak Parkway, Suite F

Marietta, Georgia 30062 Telephone 770-427-9456

Fax 770-427-1907 www.atcassociates.com

IRS Parking Deck Geo & SW Rpt.docx

March 14, 2012

Hermosa Construction Group 2000 RiverEdge Parkway, Suite 740 Atlanta, Georgia 30328

Attention: Mr. Jason Herndon

Project Manager

Subject: Report of Geotechnical Evaluations and Shear Wave Velocity Testing Parking Deck Renovations at IRS Service Center Chamblee, Georgia

ATC Project Number 066.43047.5948

Dear Mr. Herndon:

ATC Associates Inc. has completed the authorized Geotechnical Evaluation and Shear Wave Velocity Testing for the subject project. The purposes of this work were to provide geotechnical design recommendations for the upcoming parking deck renovations, and to establish a Site Class for use in the design of the renovations. The following letter report discusses our understanding of the project, and provides our recommendations for design.

PROJECT INFORMATION

Information about this project was provided by Mr. Christopher Hector of the GSA, and by the structural engineers for the project, Mr. Sunil Puri and Mr. Nick Saenz of Walter P. Moore. We were also provided with a preliminary layout plan for the new foundations.

The project site is located along the south side of Chamblee Tucker Road, just to the west of the intersection with Buford Highway, in Chamblee, Georgia. The existing 3-story, rectangular parking structure has 2 elevated floors. The overall footprint is roughly 240 feet by 360 feet.

The structure was originally built in the late 1990s and has been in service since that time.

Along the northern and southern edges of the deck, the elevated floors are cantilevered beyond the last row of columns. We understand these cantilevered sections have experienced significant sagging, accompanied by noticeable cracking within the floor along the column line.

These cantilevered sections are to be re-supported by installing new foundations and columns http://www.atcassociates.com/

IRS Parking Deck Geo & SW Rpt.docx 2 along the outboard edges of the structure. Additionally, other new foundations and shear walls will be installed throughout the deck.

The new foundations along the north and south edges of the structure may be grouped into two typical configurations. Most of the new foundations will be approximately 6 feet square, and will be installed adjacent to existing columns. A second foundation type will support new shear walls. These rectangular foundations will occur at two locations, and will be about 23 feet long by 7 feet wide.

We also note that several interior existing foundations spread throughout the deck will be enlarged to accommodate new shear walls.

We understand that the anticipated new foundation loads will be relatively light. For the new individual columns along the edges, the maximum anticipated vertical loading will be 70 kips.

Assuming the new foundation will be 6 feet square, the resulting net bearing pressure would be approximately 2 kips per square foot. We also assume the new shear wall loadings will produce light bearing pressures. We also anticipate that elevations of the new foundations will match those of existing foundations.

The original design and construction of the deck was based (in-part) upon a geotechnical engineering evaluation completed by ATC (formerly ATEC Associates Inc.), dated March 19, 1996. This current evaluation and report uses the information from that report for new design.

We believe the existing parking deck is supported on spread footing foundations as previously recommended.

GENERAL SUBSURFACE CONDITIONS

The following paragraphs present a brief summary of the subsurface conditions encountered in the soil test borings as part of the original geotechnical study for the parking deck. We have attempted to account for the grade changes that occurred during construction in summarizing the subsurface conditions. We have attached Test Boring Records relevant to the renovation work. Please refer to the ATC (formerly ATEC Associates Inc.) report dated March 19, 1996 for a more thorough discussion of the subsurface conditions.

Area and Site Geology

The site is located in the Piedmont Physiographic Province, an area underlain by ancient igneous and metamorphic rocks. The upland soils in this area are the residual product of in-place weathering of the parent rock. A typical residual soil profile consists of clayey soils near the surface, where soil weathering is more advanced, underlain by sandy silts and silty sands that generally become less weathered and denser with depth to the top of parent bedrock. The boundary between soil and rock is usually not clearly defined.

A transitional zone called “partially weathered rock” is normally found above the parent bedrock.

Partially weathered rock is defined for engineering purposes, as residual material with standard

IRS Parking Deck Geo & SW Rpt.docx 3 penetration resistances in excess of 100 blows per foot and which can be penetrated by soil drilling equipment. Weathering is facilitated by fractures, joints, and the presence of less resistant rock types. Consequently, partially weathered rock and the hard rock profiles are irregular, and zones of partially weathered rock or rock may occur within the soil mantle well above the general bedrock level.

Local geologic mapping indicates the site is underlain by the Norcross Gneiss formation, which consists of light gray gneiss locally containing amphibolite.

General Subsurface Conditions

Fill Materials

Fill is any material that has been transported and deposited by man. Soils described as fill were encountered in several borings across the site to depths ranging from about 3 to 15 feet below current grades. The fill materials were described as silty clays (CL), sandy silts (ML), and silty sands (SM). Standard Penetration resistance values ranged from 5 to 13 blows per foot (bpf). The deeper fills appear to be located towards the southeast quadrant of the parking deck.

Residual Soils

Residual soils, formed by in-place weathering of the parent rock, were encountered in all the borings to depths ranging from 15 to 30 feet below current grades. The residuum consisted of sandy silts (ML) and silty sands (SM). Standard Penetration resistance values ranged between 3 to 73 bpf.

Partially Weathered Rock

Partially weathered rock (PWR) is a transitional material between soil and rock, which retains the relic structure of the rock and has very hard or very dense consistencies. Partially weathered rock is locally defined as material with standard penetration resistances greater than 100 blows per foot, and which can be penetrated by the power auger. Partially weathered rock was encountered in a majority of the borings below the residual soils. The PWR generally extended to auger refusal depths. The partially weathered rock was described as very dense silty sands (SM).

Auger Refusal

Refusal is a designation applied to any material that cannot be further penetrated by the power auger and is normally indicative of very hard to very dense material, such as boulders, lenses, or the upper surface of bedrock. Auger refusal was encountered at depths ranging from about 20 to 35 feet below current grades.

Groundwater

Groundwater levels were measured in the previous borings conducted during the 1996 exploration.

The top of the groundwater table at that time generally ranged between EL 935 feet up to EL 940

IRS Parking Deck Geo & SW Rpt.docx 4 feet. We emphasize that groundwater levels fluctuate, and may be higher at later times.

Consequently, the installation of new foundations could encounter groundwater. Careful attention to temporary groundwater control will be a necessity during new construction.

SHEAR WAVE VELOCITY TESTING AND RESULTS

Procedures and Analysis

Shear wave velocity testing was performed along one traverse at the site using SeisOpt ReMi shear wave testing equipment. The SeisOpt ReMi system uses refraction micro-tremor recordings from standard refraction equipment to estimate average shear wave velocities at the site. Velocity evaluation depths can range up to 300 feet, but are typically on the order of 150 to 200 feet based upon soil conditions and the traverse configuration.

The shear wave velocity traverse was located along the south side of the parking deck. The traverse was approximately 286 feet long with 12 geophones spaced at approximately 26-foot intervals. Twenty 30-second recordings of ambient ground vibrations were obtained along the traverse.

The recorded ground vibrations were returned to our office where analysis was performed. The ambient ground vibration records were put through a wave-field transformation to obtain a shear wave dispersion curve. Then, manually selected points along this shear wave dispersion curve were made to produce the best fit shear wave velocity profile. The resulting Average Shear Wave Velocity Profile is attached. The average shear wave velocity within 100 feet of the existing ground surface was then established along the traverse per Section 1613.5.5 of the 2006 IBC.

Test Results and Recommended Site Class

The results of the shear wave velocity testing indicate an average shear wave velocity within 100 feet of the existing ground surface of 1,280 ft/s. This corresponds to a Site Class “C” as defined in Table 1613.5.2 of the 2006 IBC. Therefore, we recommend a Site Class “C” be used for the project.

GEOTECHNICAL DESIGN RECOMMENDATIONS

The following conclusions and recommendations are based upon our understanding of the project, upon the soil boring data collected during past site explorations, and from our experience with similar site conditions and structural plans. If our understanding of project information is not complete, please allow us to review our report and provide supplemental comments.

Shallow Foundation Alternative

Settlement Estimates: Based upon our discussions with the design team, the preferred new foundation type is shallow foundations. These new footings should be installed to near the same

IRS Parking Deck Geo & SW Rpt.docx 5 bearing elevation as the adjacent foundations. We have estimated that the bearing elevation of the new foundations will be near EL 941 feet.

Most of the new foundations will likely be supported in competent residual soils. We note that the anticipated footing bearing elevations are generally 5 to 10 feet lower than the original ground elevation before construction. Consequently, there has been a slight “pre-load” from soils that were excavated from the site.

We have calculated approximate values of anticipated settlement for the new foundations. For the 6-foot square footings that will bear directly upon the residual soils, we estimate total settlements will likely range between 0.3 to 0.4 inches. However, there are some fill materials towards the southeast corner of the deck that will underlie several new foundations (reference soil test boring N-8). In this vicinity, we estimate total settlements will be slightly more. We project total settlement will range from 0.4 to 0.5 inches, subject to a thorough field examination of the bearing soils by the geotechnical engineer.

We have also estimated settlements for two shear wall footings along the exterior walls (reference the new footings between 7 and 8 lines). Due to the larger size of these foundations, we recommend the maximum allowable average bearing pressure be 1500 psf. This should result in total settlements of less than ½ inch.

The renovation program will also include enlargement of certain interior footings to accommodate new shear walls. We anticipate these new foundation segments will not increase the average bearing pressure of the foundations. We can provide additional comment regarding these enlarged foundations upon request.

Footing Design Recommendations: Design of the new footing foundations may include the use of static friction to resist lateral loading. We recommend a coefficient of static friction of 0.35 between the footing concrete and the underlying silty soils. This is an ultimate value, without any safety factor.

During transient loading conditions, such as temporary wind and seismic events, the recommended net bearing pressure may be increased by 33 percent.

Footing seismic ties are only needed if the structure is assigned to Seismic Design Category D, E, or F.

Earth Pressures: There may be a need to utilize passive earth pressures to help resist lateral loading conditions. We recommend that either residual soils, or well compacted fills that surround foundations, be designed for a maximum allowable equivalent fluid pressure of 150 pounds per cubic foot. The uppermost two feet should be neglected. This recommendation only utilizes about one-half of the anticipated ultimate passive value.

Recommended earth pressures for below grade walls are provided in the original geotechnical report. Since that report was issued, the applicable IBC 2009 code now requires seismic loading on below grade walls.

IRS Parking Deck Geo & SW Rpt.docx 6

Basement walls are commonly designed using at-rest earth pressure. During seismic events, the additional earth loads are normally applied to the active earth pressure distribution. Depending upon the methods of design and construction of the walls, a seismic event may not produce an appreciable earth pressure increase over the at-rest earth loads, provided the maximum applied seismic energy is less than about 0.5 times gravity. In the event that the new design involves design of buried walls, we can provide additional input as needed.

Alternative Deep Foundations

Our estimates of new footing settlements are described above. In the event that the design and construction team considers these projected settlement values excessive, we recommend you consider two alternative approaches.

One method to reduce settlement of new foundations would be to utilize compacted aggregate piers before construction of the spread footings. This ground improvement technique is accomplished by first drilling one or more open holes to a prescribed depth, and backfilling with layers of open graded stone, or aggregate. Each layer is heavily vibrated to improve overall ground conditions. This approach is commonly a design-build alternative, performed by specialty geotechnical contractors. It is common for well-designed compacted aggregate piers to reduce settlements by approximately one-half. We note that the drilling for compacted aggregate piers at this site would penetrate the groundwater table, and may be problematic. However, most specialty geotechnical contractors have methods to install these piers below the groundwater table at a small premium.

You may also consider the use of various deep foundations to limit settlements. We recommend you consider the use of either augered, cast-in-place concrete piles, or micro piles.

Augered, cast-in-place concrete piles should be designed with a minimum diameter of 12 inches to permit installation of reinforcing steel. The tips of the piles should be embedded at least 5 to 10 feet into the partially weathered rock that underlies the site, to achieve allowable capacities of 40 to 60 tons or more per pile. Projected pile lengths would 25 to 40 feet. One full-scale load test should be conducted to verify capacity. In the event that this alternative is the selected approach, we can provide additional design detail as needed.

Micro-piles are another possible deep foundation alternative. Micro-piles are commonly constructed as grout-filled boreholes with a steel bar or casing inserted, to permit load transfer to the bearing stratum. Micro-piles are typically a design-build foundation system, adapted to site specific requirements. For this project, we estimate that 8-inch diameter micro-piles would be capable of achieving allowable design capacities of 4 to 5 kips per foot of embedment into the partially weathered rock. The support within the overlying soils should be neglected. If the micro-piles are subjected to lateral loads, a surface casing will also be required. Again, the specialty contractor should design and construct these types of foundations.

IRS Parking Deck Geo & SW Rpt.docx 7

Construction Considerations – Footings

At the beginning of construction of new footing foundations, the precise location of the groundwater table needs to be established. This should be done prior to any excavation. We anticipate the shallowest groundwater occurs in the northwest corner of the deck. A geotechnical engineer should drill several open boreholes using hand equipment to identify the elevation of groundwater.

Temporary groundwater control will be necessary if the planned footing excavations extend to the phreatic surface. Any excavation should be preceded by temporary dewatering. The top of the groundwater table must be maintained at least 3 feet below the deepest point of excavation, in order to maintain the integrity of the exposed soil bearing surfaces. We anticipate trenches, sumps and pumps could be used for temporary groundwater control.

Upon excavation, the geotechnical engineer should carefully examine all foundation bearing surfaces to confirm adequate bearing conditions. If the excavation will remain open for more than one day, a thin mud-mat of concrete can be used to protect the bearing surface.

Should there be loose soils in any excavation, we recommend the bearing surface be densified using motorized compaction equipment such as a ram-x self-propelled compactor, or hand operated wacker-packer. The contractor should use caution near shallow groundwater. Excessive compaction could be detrimental.

QUALIFICATIONS

This report presents the results of a Geotechnical Evaluation and Shear Wave Velocity testing specific to the parking deck at the IRS Chamblee Facility in Chamblee, DeKalb County, Georgia, and applies only to this project and areas discussed.

Our professional services have been performed, our findings derived, and our recommendations prepared in accordance with generally accepted geotechnical and earthquake engineering principles and practices. This warranty is in lieu of all other warranties either expressed or implied. This company is not responsible for the conclusions, opinions or recommendations of others based on these data.

IRS Parking Deck Plot.xlsx

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D ep th , f t

Shear Wave Velocity, ft/s

Average Shear Wave Velocity Profile Parking Deck Renovations

IRS Chamblee Facility Chamblee, Georgia

ATC Project Number 066.43047.5948

1841 West Oak Parkway, Suite F

Marietta, Georgia 30062 Telephone 770-427-9456

Fax 770-427-1907 www.atcassociates.com

IRS Parking Deck Geo Addendum

August 28, 2012

Hermosa Construction Group 2000 RiverEdge Parkway, Suite 740 Atlanta, Georgia 30328

Attention: Mr. Jason Herndon (via email)

Project Manager

Subject: Addendum to Report of Geotechnical Evaluation Parking Deck Renovations at IRS Service Center Chamblee, Georgia

ATC Project Number 066.43047.5948

Dear Mr. Herndon:

ATC Associates Inc. has been requested to clarify several items within our geotechnical report for the subject project which was dated March 14, 2012. This letter provides answers to questions that were raised during phone discussions held on August 16, 2012. After you review these comments, please let us know if there are further questions.

1. Within the Project Information section, we note that Mr. Christopher Hector of the GSA provided background information related to the project. All technical and structural information for our services were provided by engineers from Walter P. Moore.

2. At the time of our evaluation earlier this year, we were provided with a preliminary foundation plan.

Immediately following the recent phone discussion noted above, we were provided with a design drawing showing all intended foundations along the building perimeter, as well as the new foundations within the interior of the structure that will support shear-resisting structural components. Also, we understand that all new foundations have been designed for an allowable (service) net bearing pressure of 1,500 psf.

Based upon our review of the design layout of the foundations, it is our professional opinion that new foundations will experience total settlements of ½ inch or less. And as previously recommended, all new foundation bearing surfaces should be examined by the geotechnical engineer prior to concrete placement, to ensure the supporting soils are similar to those anticipated in this report.

3. Lateral shear forces acting upon the foundations may be resisted by a combination of static friction acting on the base of the foundations, and by the passive earth pressure on the sides of the foundations. Please refer to the geotechnical report for specific recommended values for sliding friction and passive earth pressure.

IRS Parking Deck Geo Addendum

Thank you for allowing ATC to serve as your geotechnical consultant on this project. Please let us know how we may assist you or answer any questions. We would appreciate the opportunity to continue working on this project and provide the required material testing services.

Sincerely, ATC Associates Inc.

John D. Lawrence, PE Manager, Engineering Services

Copies: Addressee (via email)

Messrs. Sunil Puri and Mr. Nick Saenz; Walter P. Moore (via email) Christopher Hector, GSA file

IRS PARKING STRUCTURE REPAIRS TASK ITEMS

CHAMBLEE, GEORGIA. 01015-1

WALTER P. MOORE PROJECT NO. D06-09003-01

SECTION 01015

TASK ITEMS

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of Contract, including General Conditions and Division- 1 Specification sections, apply to work of this section.

1.2 TASK ITEM (T.I.) DESCRIPTION

T.I. 1.1 PROJECT MOBILIZATION

A. Scope of Work

1. Work consists of coordinating, scheduling, obtaining and assembling at construction site all equipment, materials, permits, supplies, manpower and other essentials and incidentals necessary to perform Work defined in this Contract.

T.I. 2.3 PARTIAL DEPTH CONCRETE FLOOR REPAIR

A. Scope of Work

1. Work consists of furnishing all labor, materials, equipment, staging, formwork, supervision, and incidentals necessary to locate existing spalls, locate and remove full delaminated and unsound concrete from post-tensioned slab, conventionally cast-in-place slab or slab-on-grade, prepare cavities, and install repair materials to restore concrete floor slab to original condition and appearance. Refer to Detail 1/SP301 for specific requirements. Refer to Plan Sheets for location of work.

B. Materials

1. Material for repair areas shall be as specified in Section “Concrete Repair Materials.”

C. Execution

1. Contractor shall locate and mark all work areas as specified in Section “Surface Preparation for Patching.” Marking will be done with methods approved by Engineer and Owner. Contractor shall identify all critical repair work areas before starting the work.

2. Procedure for delaminated, spalled, and unsound concrete removal shall be as specified in Section “Surface Preparation for Patching.”

3. All steel exposed within cavities shall be cleaned to bare metal by abrasive methods or other approved methods as specified in Section “Surface Preparation for Patching.”

CHAMBLEE, GEORGIA. 01015-2

WALTER P. MOORE PROJECT NO. D06-09003-01

4. Exposed steel shall be epoxy coated with an approved epoxy product as specified in Section “Surface Preparation for Patching.”

5. Contractor shall prepare cavities for repair placement as specified in Section “Surface Preparation for Patching.”

6. Patch installation procedures shall be in accordance with referenced specifications for selected material.

T.I. 2.6 INSTALL CONCRETE WASH

A. Scope of Work

1. Work consists of furnishing all labor, materials, equipment,…