project manual for architects planners … · project title page 00-0101 - page 2 swocc umpqua hall...

ARCHITECTS ENGINEERS PLANNERS

333 S 4TH ST COOS BAY

OREGON 97420

541.269.1166 FAX 541.269.1833 [email protected]

PROJECT MANUAL

FOR

SWOCC UMPQUA HALL HEALTH &SCIENCE TECHNOLOGY BUILDING -SITE CLEARING & BUILDING DEMO

PACKAGE

FOR

SOUTHWESTERN OREGON COMMUNITYCOLLEGE

1988 NEWMARK AVENUE COOS BAY, OREGON 97420

NOVEMBER 2017

PROJECT #17.16

RENEWS: 12-31-2017

00-0101 - Page 1

SWOCC Umpqua Hall Health & Science Technology Building - Site Clearing & Building DemoProject # 17.16 November 2017

SECTION 00-0101PROJECT TITLE PAGE

SWOCC UMPQUA HALL HEALTH & SCIENCETECHNOLOGY BUILDING

SITE CLEARING & BUILDING DEMO PACKAGE

SOUTHWESTERN OREGON COMMUNITY COLLEGE1988 NEWMARK AVENUE

COOS BAY, OREGON 97420

PREPARED BY:HGE, INC., ARCHITECTS, ENGINEERS & PLANNERS

333 SOUTH 4TH ST.COOS BAY, OREGON 97420

(541) 269-1166

PROJECT TITLE PAGE00-0101 - Page 2


00-0110 - Page 1


SECTION 00-0110TABLE OF CONTENTS

PROCUREMENT AND CONTRACTING REQUIREMENTS1.01 DIVISION 00 -- PROCUREMENT AND CONTRACTING REQUIREMENTS

A. 00-0101 - Project Title PageB. 00-0110 - Table of ContentsC. 00-1113 - Advertisement for BidsD. 00-2113 - Instructions to BiddersE. AIA A701-1997 - Instructions to BiddersF. 00-2210 - Supplementary Instructions to BiddersG. 00-4100 - Bid FormH. First-Tier Subcontractor Disclosure FormI. 00-7200 - General ConditionsJ. AIA A201-2007 - General ConditionsK. 00-7300 - Supplementary ConditionsL. 00-7346 - Prevailing Wage Rates

1.02 DC - DESIGN CRITERIAA. Geotechnical Engineering Report, Proposed New Health and Sciences Building - Alternative

Site, Southwestern Community College, Coos Bay, Oregon by PBS Engineering &Environmental, August 25, 2015.

SPECIFICATIONS2.01 DIVISION 01 -- GENERAL REQUIREMENTS

A. 01-1000 - SummaryB. 01-3000 - Administrative RequirementsC. 01-5000 - Temporary Facilities and ControlsD. 01-5500 - Vehicular Access and ParkingE. 01-5713 - Temporary Erosion and Sediment ControlF. 01-7000 - Execution and Closeout RequirementsG. 01-7800 - Closeout Submittals

2.02 DIVISION 02 -- EXISTING CONDITIONS A. 02-4100 - Demolition

2.03 DIVISION 31 -- EARTHWORK A. 31-1000 - Tree RemovalB. 31-2323 - Fill

END OF SECTION

TABLE OF CONTENTS00-0110 - Page 2


ADVERTISEMENT TO BIDDERS Page 1

SWOCC Umpqua Hall Health & Science Technology Building

Site Clearing & Building Package, Project #17.16 November 2017

ADVERTISEMENT FOR BIDS Sealed bids for Southwestern Oregon Community College (SWOCC) Umpqua Hall Health & Science Technology Building - Site Clearing & Building Package, will be received from qualified bidders at HGE Inc., Architect, Engineers & Planners, 333 South 4th Street, Coos Bay, Oregon 97420 until the bid closing time of 2:00 P.M. Pacific Time, Thursday, November 30, 2017. The actual bid opening shall be conducted immediately following the bid closing time at 2:00 P.M. at which time the bids will be publicly opened and read aloud. Work on this Contract includes tree falling, tree removal, tree stump/root wad removal, and subsequent compacted engineered fill. Work also includes metal building and slab/foundation removal and related work as described in the Contract Documents. Work is in preparation for the new Umpqua Hall Health and Science Technology Building. The project design and construction is being funded in part by a grant from the U.S. Department of Commerce - Economic Development Administration (EDA) - Public Works and Economic Adjustment Assistance (PWEDA) program. Work included in this project is for public work subject to the Davis-Bacon Act (40 U.S.C. 276a) as well ORS 279C.800 to 279C.870 relating to Prevailing Wages. Additional Federal procurement requirements are found in the Contract Documents. Bidding and Construction Documents for this work may be examined at the Office of the Architect, OPSIS Architecture c/o HGE INC., Architects, Engineers & Planners, 333 South 4th Street, Coos Bay, Oregon, phone: 541- 269-1166, email: [email protected], and at the following locations: SWOCC and various plan centers. PDF digital copies of these documents are also available to Bidders via HGE INC.’s website at http://www.hge1.com/open-to-bid. Refer to Instructions to Bidders for a complete summary of all bidding requirements. Bidders are required to visit the site and personally inspect the construction area prior to submitting a bid. Contact SWOCC Facilities Services office by phone: 541.888.7250 to make arrangements. Owner reserves the right to reject any and all bids, and to waive any technicalities or informalities in connection with the bids. No Bidder may withdraw their bid until thirty (30) days after the bid opening. By: Jeff Whitey, VP of Administrative Services

Southwestern Oregon Community College Published: DJC The World Portland, Oregon Coos Bay, Oregon Date: November 17, 2017 Date: November 18, 2017

00-2113 - Page 1


SECTION 00-2113INSTRUCTIONS TO BIDDERS

SUMMARY1.01 SEE AIA DOCUMENT A701 (1997 EDITION), INSTRUCTIONS TO BIDDERS FOLLOWING THIS

DOCUMENT .1.02 RELATED DOCUMENTS

A. Document 00-1113 - Advertisement for BiddersB. AIA Document A701 - 1997 INSTRUCTIONS TO BIDDERSC. Document 00-2210 - Supplementary Instructions To BiddersD. Document 00-4100 - Bid Form

INVITATION2.01 BID SUBMISSION

A. Bids signed , executed, and dated will be received at the office of the Architect at 333 South 4thStreet, Coos Bay, OR, 97420 before 2:00 p.m. local standard time on Thursday the 30th day ofNovember 2017.

B. Offers submitted after the above time shall be returned to the bidder unopened.C. Offers will be opened publicly immediately after the time for receipt of bids.D. Amendments to the submitted offer will be permitted if received in writing prior to bid closing and

if endorsed by the same party or parties who signed and sealed the offer.BID DOCUMENTS AND CONTRACT DOCUMENTS3.01 DEFINITIONS

A. Bid Documents: Contract Documents supplemented with Advertisment for Bids, Instructions toBidders, Bid Form, Supplements To Bid Forms and Appendices and Bid securities identified.

B. Contract Documents: Defined in Project Manual including issued Addenda.3.02 AVAILABILITY

A. Bid documents may be obtained from the Architect, OPSIS ARCHITECTURE c/o HGE, Inc.,Architects, Engineers & Planners, 333 South 4th Street, Coos Bay, OR 97420.

B. One set of Bid Documents can be obtained by general contract bidders upon receipt of arefundable deposit, by cash or check, in the amount of $50.00 for one set.

C. Deposit will be refunded upon return thereof in good condition no later than bid opening date.D. Architect's website document access:

1. PDF digital copies of these documents are also available to Bidders via Architect's websiteat http://www.hge1.com/open-to-bid.

2. Such registration will assure the contractor that they will be notified during the biddingphase of addendums and other critical information.

E. Bid Documents are made available only for the purpose of obtaining offers for this project. Their use does not grant a license for other purposes.

3.03 EXAMINATIONA. Bid Documents may be viewed at the Architect's office: HGE Inc., Architects, Engineers &

Planners, 333 South 4th Street, Coos Bay, OR 97420 and various plan centers..B. Upon receipt of Bid Documents verify that documents are complete. Notify Architect should the

documents be incomplete.C. Immediately notify Architect upon finding discrepancies or omissions in the Bid Documents.

INSTRUCTIONS TO BIDDERS00-2113 - Page 2


BID ENCLOSURES/REQUIREMENTS4.01 BID FORM REQUIREMENTS

A. This contract is for public work and is subject ORS 279C.800 to 279C.870 regarding prevailingwage rates. Bids must be fully completed in the manner provided in the Instructions to Biddersupon the official bid form provided within the Project Manual, and accompanied by a certifiedcheck or a bid bond executed in favor of SOCC in an amount not less than ten percent (10%) ofthe total amount of the bid per ORS 279C.385, to be forfeited as fixed and liquidated damagesshould the bidder fail or neglect to enter into a contract and provide suitable bond for the faithfulperformance of the work in the event the contract is awarded.

B. Each bid will contain a statement as to whether or not the bidder is a resident bidder as definedin ORS 279A.120.

C. Bidder must be registered with the Construction Contractors Board as required by ORS 701.035to 701.055.

OFFER ACCEPTANCE/REJECTION5.01 ACCEPTANCE OF OFFER

A. Owner reserves the right to accept or reject any or all offers and to waive any technicalities orinformalities in connection therewith.

END OF SECTION

00-2210 - Page 1


SECTION 00-2210SUPPLEMENTARY INSTRUCTIONS TO BIDDERS

GENERAL1.01 THE FOLLOWING SUPPLEMENTS SHALL MODIFY, CHANGE, DELETE FROM OR ADD TO

THE AIA DOCUMENT A701-1997 INSTRUCTIONS TO BIDDERS. WHERE ANY ARTICLE OFTHE INSTRUCTIONS TO BIDDERS IS MODIFIED OR ANY PARAGRAPH, SUBPARAGRAPH,OR CLAUSE THEREOF IS MODIFIED OR DELETED BY THESE SUPPLEMENTS, THEUNALTERED PROVISIONS OF THAT ARTICLE, PARAGRAPH, SUBPARAGRAPH, OR CLAUSESHALL REMAIN IN EFFECT.A. Article 1 Definitions add to as follows:

1. The word Owner is SOUTHWESTERN OREGON COMMUNITY COLLEGE.2. The word Architect is HGE INC., Architects, Engineers & Planners.

B. Article 4 Bidding Procedure Subparagraph 4.1.1, add the following:1. One copy of the Bid Form and other required bidding documents shall be submitted with all

blank spaces in the form fully filled.2. PREPARATION OF FIRST-TIER SUBCONTRACTOR DISCLOSURE

a. Per ORS 279C.370 the Bidder shall submit First-Tier Subcontractor Disclosure Formnot later than 2 hours following the Bid Closing, or the bid will be rejected.

b. To determine disclosure requirements, the Agency recommends that you disclosesubcontract information for any subcontractor and supplier as follows:1) Determine the lowest possible contract price. That price will be the base bid

amount less all alternate deductive bid amounts (exclusive of any options thatcan only be exercised after contract award).

2) Provide the required disclosure information for any first-tier subcontractor whosepotential contract services (i.e., subcontractor's base bid amount plus allalternate additive bid amounts, exclusive of any options that can only beexercised after contract award) are greater than or equal to: (i) 5% of thatlowest contract price, but at least $15,000, or (ii) $350,000 regardless of thepercentage. Total all possible work for each subcontractor in making thisdetermination (e.g., if a subcontractor will provide $15,000 worth of services onthe base bid and $40,000 on an additive alternate, then the potential amount ofsubcontractor's services is $55,000. Assuming that $55,000 exceeds 5% of thelowest contract price, provide the disclosure for both the $15,000 services andthe $40,000 services).

3) Submission. A Bidder shall submit the disclosure form required by this rulewithin two (2) working hours of Bid Closing in the manner specified by the ITB.

4) Responsiveness. Compliance with the disclosure and submittal requirements ofORS 279C.370 and this rule is a matter of Responsiveness. Bids which aresubmitted by Bid Closing, but for which the separate disclosure submittal has notbeen made by the specified deadline, are not Responsive and shall not beconsidered for Contract award.

5) Substitution. Substitution of affected first-tier subcontractors shall be made onlyin accordance with ORS 279C.585. Agencies do not have a statutory role orduty to review, approve, or resolve disputes concerning such substitutions. However, Agencies are not precluded from making related inquiries orinvestigating complaints in order to enforce Contract provisions that requirecompliance generally with laws, rules and regulations.

6) Effective Date. This rule shall apply to Public Improvement Contract firstadvertised on or after August 1, 2003. The above instructions have beenamended to include modifications approved by the 2005 legislature.

7) Article 4 Bidding Procedure Subparagraph 4.2.2, add the following:

SUPPLEMENTARY INSTRUCTIONS TO BIDDERS00-2210 - Page 2


C. Bid security in the form of Bid Bond issued by a Bonding Company acceptable to the Owner,cashier's check or certified check in an amount equal to 10% of the total bid, made payable tothe Owner shall be required.

1.02 ARTICLE 4 BIDDING PROCEDURE SUBPARAGRAPH 4.2.3, ADD THE FOLLOWING:A. All Bidders will leave their bids open for a period of thirty (30) days after the date of bid opening.

No bid may be withdrawn during such period of time. Owner may accept any Bid in accordancewith the Instructions to Bidders within such thirty (30) day period.

1.03 ARTICLE 5 CONSIDERATION OF BIDS ADD SUBPARAGRAPH 5.3.3:A. If the Contractor is to be awarded, Owner will provide written Notice of Intent to Award to all

Bidders of the Owner's intent to award the Contract. Owner's award shall not be final until thelater of the following:1. Five (5) days after the date of the Notice of Intent; or2. The Owner provides a written response to all timely-filed protests that denies the protest

and affirms the award.1.04 ARTICLE 5 CONSIDERATION OF BIDS ADD SUBPARAGRAPH 5.3.4:

A. Goods or services manufactured or produced in the State of Oregon to receive preference, allfactors being equal.

1.05 ARTICLE 6 POST BID INFORMATION DELETE SUBPARAGRAPH 6.1:A. Contractor's Qualification Statement.

1.06 ARTICLE 7 PERFORMANCE BOND AND LABOR AND MATERIAL PAYMENT BONDSUBPARAGRAPH 7.2.2:A. A Performance Bond and Labor and Material Payment Bond shall be required. Contractor shall

provide separate Performance Bond and Labor and Material Payment Bond made payable tothe Owner issued by a Corporation legally licensed to transact business in the State of Oregon. Corporation issuing such a bond must comply with applicable Oregon Statutes for public workand be satisfactory to the Owner. The bonds are to be in the amount of 100% of the contractsum to assure the Owner of full and prompt performance of the Contract.

1.07 ARTICLE 8 FORM OF AGREEMENT BETWEEN OWNER AND CONTRACTORSUBPARAGRAPH 8.1.1 ADD THE FOLLOWING:A. The Contractor shall within ten (10) days after notification in writing of the Owner's Notice to

award a Contract, execute and return to the Owner the Form of Agreement, the Bonds and allapplicable Certificates of Insurance.

END OF SECTION

00-4100 - Page 1


SECTION 00-4100BID FORM

THE PROJECT AND THE PARTIES1.01 TO:

Owner: SOUTHWESTERN OREGON COMMUNITY COLLEGE (SWOCC)c/o HGE, Inc., Architects, Engineers & Planners333 South 4th StreetCoos Bay, Oregon 97420

1.02 FOR: SWOCC UMPQUA HALL HEALTH & SCIENCE BUILDING - SITE CLEARING &BUILDING DEMO PACKAGE

1.03 DATE: __________________________ (BIDDER TO ENTER DATE)1.04 SUBMITTED BY:

NAME OF FIRM (PLEASE PRINT): ______________________________________________1.05 GENERAL

A. The Bidder declares that they have carefully examined the Contract Documents for theconstruction of the proposed improvements; that the Bidder has personally inspected thecontemplated construction area, that the Bidder has satisfied themselves as to the quantities ofmaterials, items of equipment, possible difficulties, and conditions of work involved.

B. By signing this Proposal, the Bidder certifies that the provisions required by ORS 279C.800 to279C.870 relating to prevailing wage rates shall be included in this Contract, are understood bythe Bidder, and will be complied with during the Work.

C. The bidder further declares that they are registered with the Construction Contractor's Board asrequired by ORS 701.35 to 701.55, and possess such additional licenses and certifications asrequired by law for the performance of the work proposed herein.

D. The subcontractor(s) performing work as described in ORS 701.005(2) will be registered withthe Construction Contractors Board in accordance with ORS 701.035 to 701.055 before thesubcontractor(s) commence work under the Contract.

E. Pursuant to ORS 279A.120, Bidder hereby certifies the Bidder _______is / ________is not(check one) a Resident Bidder as defined by ORS 279.029.

F. Bidder certifies that the provisions required by ORS 279C.836, unless exempt under Sections(4), (7), (8), or (9), before starting work on this Contract, or any subcontract hereunder,Contractor and all subcontractors shall have on lfile with the Construction Contractor's Board apublic works bond with corporate surety authorized to do business in the State of Oregon in theamount of $30,000.

G. The Bidder agrees that if this Proposal is accepted, the Bidder will, within ten (10) calendar daysafter receiving contract forms, execute the Agreement between Owner and Contractor asspecified, and deliver to the Owner the Performance and Labor and Payment Bonds requiredherein.

BID FORM00-4100 - Page 2


1.06 BIDS:A. The undersigned bidder, in submitting his bid, authorizes the Owner to evaluate the bid and

make a single award per Bid Schedule, on the basis of the bid.B. After having examined all of the contract documents as prepared by HGE INC., Architects,

Engineers & Planners, we do hereby propose to furnish labor and materials to complete thework required by said documents for the following fixed sum (fill in lump sum amount for eachbid unit, in written words in space provided, and in numerals within parenthesis):

C. BASIC BID: SOCC HEALTH & SCIENCE BUILDING - SITE CLEARING & BUILDING DEMOPACKAGE as described in Construction Documents:

______________________________________________________________Dollars

and __________________________ Cents ($______________________) complete.

Bidder further agrees to be bound by the entire Contract Documents, including:Advertisement for BidsIssued AddendaInstructions to Bidders - AIA A701 and Supplemental Instructions to BiddersBid Form (this document)Subcontractor Disclosure FormGeneral Conditions - AIA 201 and Supplementary ConditionsContract for Construction: Owner-Contractor Agreement - AIA 101Performance and Payment BondsTechnical Specifications (within Drawings)Plans/DrawingsIssued Change Orders and Architects Supplemental InstructionsAll Applicable State and Federal Laws

1.07 BID SECURITYA. Bid security in the form of a certified check of Bid Bond in the amount of 10% of the bid amount

is enclosed per ORS 279C.385. The undersigned agrees that Bid Security will be left in escrowwith the Owner and that the amount thereof is the measure of liquidated damages which Ownerwill sustain by failure of the undersigned to deliver and execute the Contract or providePerformance and Payment Bonds and may become the property of the Owner at Owner'soption. If this bid is not accepted within thirty (30) days of the time set for the opening of bids orif the undersigned executes and timely delivers said contract and the Performance andPayment Bonds, the Bid Security will be returned.

1.08 COMPLETION DATEA. It is understood that time is of the essence in the execution of this Contract in order to avoid

undue hardship upon the Owner. It is the desire of the Owner to issue a Notice to Proceedupon successful review of the lower qualified bidder and have the trees fallen by December 25,2017 and project completed within Forty-Five (45) calendar days.

B. The Undersigned agrees that he will have trees fallen by December 25, 2017, and the workSubstantially Complete on or before __________________ calendar days after Notice toProceed (Contractor to fill in number of days he/she will require to perform the Work and this willbe the agreed upon construction time period).

C. The Contractor agrees that said Work shall be prosecuted regularly, diligently, at such rate ofprogress as will insure Substantial Completion thereof within the time specified. It is expresslyunderstood and agreed, by the Contractor and the Owner, that the time for the completion of theWork described herein is reasonable taking into consideration the average climatic range andususal industrial conditions prevailing in this locality.



1.09 OWNER RIGHTSA. The Owner reserves the right to reject any or all bids and to waive all informalities.

1.10 ADDENDAA. The following Addenda have been received. The modifications to the Bid Documents noted

below have been considered and all costs are included in the Bid Sum.

1. Addendum # _______ Dated ________________.

2. Addendum # _______ Dated ________________.

3. Addendum # _______ Dated ________________.

1.11 BIDDER DATA AND SIGNATURE(S)A. Name of Firm (please print):______________________________________________________

B. Mailing Address:_______________________________________________________________

C. Physical Address (if different):____________________________________________________

D. Construction Contractor Board Registration Number:__________________________________

E. Telephone Number:____________________________________________________________

F. Fax Number:__________________________________________________________________

G. Email Address:________________________________________________________________

H. Signature (if bid is by a partnership, one of the partners must sign):

____________________________________________________________________________I. Name and Official Capacity of Signatory (please print):

____________________________________________________________________________J. If Corporation, Attest (Secretary of Corporation):

____________________________________________________________________________K. SEAL (if Corporation):



END OF BID FORM

WH-179 (08-10-10)

FIRST-TIER SUBCONTRACTOR DISCLOSURE

PROJECT NAME: SWOCC Umpqua Hall Health & Science Technology Building - Site Clearing & Building Demo Project # 17.16

BID CLOSING: Date: Thursday, Time: 2:00 P.M.

This form must be submitted at the location specified in the Invitation to Bid on the advertised bid closing date and within two working hours after the advertised bid closing time.

List below the name of each subcontractor that will be furnishing labor or will be furnishing labor and materials and that is required to be disclosed, the category of work that the subcontractor will be performing and the dollar value of the subcontract. Enter “NONE” if there are no subcontractors that need to be disclosed. (ATTACH ADDITIONAL SHEETS IF NEEDED.)

NAME DOLLAR VALUE CATEGORY OF WORK

(1) $

(2) $

(3) $

(4) $

(5) $

(6) $

(7) $

(8) $

(9) $

Failure to submit this form by the disclosure deadline will result in a non-responsive bid. A non-responsive bid will not be considered for award.

Form submitted by (bidder name):

Contact name: Phone no.: ( )

ORS 279C.370 First-tier subcontractor disclosure. (1)(a) Within two working hours after the date and time of the deadline when bids are due to a contracting agency for a public improvement contract, a bidder shall submit to the contracting agency a disclosure of the first-tier subcontractors that: (A) Will be furnishing labor or will be furnishing labor and materials in connection with the public improvement contract; and(B) Will have a contract value that is equal to or greater than five percent of the total project bid or $15,000, whichever is greater, or $350,000 regardless of the percentage of the total project bid.

(b) For each contract to which this subsection applies, the contracting agency shall designate a deadline for submission of bids that has a date on a Tuesday, Wednesday or Thursday and a timebetween 2 p.m. and 5 p.m., except that this paragraph does not apply to public contracts for maintenance or construction of highways, bridges or other transportation facilities.

(c) This subsection applies only to public improvement contracts (“projects”) with a value, estimated by the contracting agency, of more than $100,000.(d) This subsection does not apply to public improvement contracts that have been exempted from competitive bidding requirements under ORS 279C.335 (2).

(2) The disclosure of first-tier subcontractors under subsection (1) of this section must include the name of each subcontractor, the category of work that each subcontractor will perform and the dollarvalue of each subcontract. The information shall be disclosed in substantially the following [above] form:

(3) A contracting agency shall accept the subcontractor disclosure. The contracting agency shall consider the bid of any contractor that does not submit a subcontractor disclosure to the contractingagency to be a non-responsive bid and may not award the contract to the contractor. A contracting agency is not required to determine the accuracy or the completeness of the subcontractordisclosure.

(4) After the bids are opened, the subcontractor disclosures must be made available for public inspection.(5) A contractor may substitute a first-tier subcontractor under the provisions of ORS 279C.585.(6) A subcontractor may file a complaint under ORS 279C.590 based on the disclosure requirements of subsection (1) of this section.

November 30, 2017

00-7200 - Page 1


SECTION 00-7200GENERAL CONDITIONS

FORM OF GENERAL CONDITIONS1.01 THE GENERAL CONDITIONS APPLICABLE TO THIS CONTRACT IS ATTACHED FOLLOWING

THIS PAGE:A. AIA Document A201-2007, General Conditions of the Contract for Construction.

SUPPLEMENTARY CONDITIONS2.01 REFER TO DOCUMENT 00-7300 - SUPPLEMENTARY CONDITIONS FOR AMENDMENTS TO

THESE GENERAL CONDITIONS.END OF SECTION

GENERAL CONDITIONS00-7200 - Page 2


00-7300 - Page 1


SECTION 00-7300SUPPLEMENTARY CONDITIONS

PART 1 GENERAL1.01 SUMMARY

A. These Supplementary Conditions amend and supplement the General Conditions, AIADocument A201-2007 General Conditions of the Contract for Construction defined in Document00-7200 and other provisions of the Contract Documents as indicated below. All provisions thatare not so amended or supplemented remain in full force and effect.

B. The terms used in these Supplementary Conditions that are defined in the General Conditionshave the meanings assigned to them in the General Conditions.

1.02 MODIFICATIONS TO GENERAL CONDITIONSA. ARTICLE 1. GENERAL PROVISIONS

1. 1.1.1: Revise the first sentance as set forth below:a. The Contract Documents consist of the Conditions of the Contract (General,

Supplementary and other Conditions), Contract Forms as bound or referenced, theDrawings, the Specifications, the Details, all Addenda issued prior to execution of thecontract and all modifications issued after execution of the Contract.

2. 1.2 CORRELATIONS AND INTENT OF THE CONTRACT DOCUMENTSa. 1.2.1 Add the following:

1) If work is required in a manner to make it impossible to produce first class work,or should discrepancies appear among contract documents, requestinterpretation before proceeding with work. If Contractor fails to make suchrequest, no excuse will thereafter be entertained for failure to carry out work insatisfactory manner.

b. 1.2.3: Add the following:1) Reference to technical society, organization, or body is made in specifications in

accordance with the following abbreviations:(a) ACIAmerican Concrete Institute(b) AIAAmerican Institute of Architects(c) AIEEAmerican Institute of Electrical Engineers(d) AISCAmerican Institute of Steel Construction(e) ASAAmerican Standard Association(f) APAAmerican Plywood Association(g) ASTMAmerican Society of Testing Materials(h) ASMEAmerican Society of Mechanical Engineers(i) AWIArchitectural Woodwork Institute(j) AWSCAmerican Welding Society Code(k) CSCommercial Standard(l) FSFederal Specifications(m) IBCInternational Building Code(n) MILMilitary Specifications(o) NBFUNational Board of Fire Underwriters(p) NBSNational Board of Standards(q) NECNational Electric Code(r) NEMANational Electrical Manufacturer's Assn.(s) NFPANational Fire Protection Association(t) OSHA Occupational Safety and Health Act(u) UBCUniform Building Code(v) ULUnderwriters Laboratory(w) WCLIBWest Coast Lumber Inspection Bureau

B. ARTICLE 2 OWNER1. 2.1.1 Add the following:

SUPPLEMENTARY CONDITIONS00-7300 - Page 2


a. The Owner is defined as SOUTHWESTERN OREGON COMMUNITY COLLEGE.2. 2.2.5 Substitute the following:

a. The Owner through the Architect will furnish to the Contractor SIX (6) complete setsof drawings and specifications without charge for use on project. These include setssubmitted to Agency having jurisdiction for plans review and building permit. Additional copies may be purchased by Contractor at cost of reproduction.

C. ARTICLE 3 CONTRACTOR1. 3.3 SUPERVISION AND CONSTRUCTION PROCEDURES

a. 3.3.1 Add the following:1) The Contractor will supervise and direct the work and will review with all

subcontractors methods and materials to be used to verify their compliance withall safety standards and laws and be responsible for compliance with same, toinsure safe, hazard free conditions for all persons visiting or working on theentire project.

2. 3.7 PERMITS, FEES, NOTICES, AND COMPLIANCE WITH LAWSa. 3.7.1 Add:

1) The Owner shall pay for the Building Permit Plan Review and Building Permitfees only. The Contractor shall pay all other permit and plan review fees relatedto his work and his subcontractors, i.e., plumbing, mechanical and electrical. Owner shall pay any system development fees required.

3. 3.11 DOCUMENTS AND SAMPLES AT THE SITE, Add the followinga. Upon completion of the project transfer all information from the record set of drawings

to a clean set of prints and deliver to the Architect. Drawing additions are to be addedin contrasting ink and are to be accurate, neat and finished in appearance and showaccurate horizontal and vertical dimensions for location of underground work. Drawings must be acceptable to Architect before certification of final payment will bemade.

4. 3.12 SHOP DRAWINGS, PRODUCT DATA AND SAMPLESa. 3.12.5 Add the following:

1) See Section 01-3000 - Administrative Requirements for submittal information,requirements, and procedures.

5. 3.15 CLEANING UPa. 3.15.1 Add the following:

1) Upon completion of any portion of the work, promptly remove temporary facilitiesgenerated by that portion of the work, including surplus materials, equipment,and machinery if so directed by the Architect or the Owner. Upon completion ofthe Work, completely remove temporary facilities. Remove stains, spots andsmears from all surfaces. Remove all labels. Leave the premises in a "broomclean" condition.

D. ARTICLE 4 ARCHITECT1. 4.1.1 Add the following:

a. The Architect is defined as OPSIS Architecture c/o HGE INC., Architects, Engineers &Planners.

E. ARTICLE 5 SUBCONTRACTORS1. 5.2 AWARD OF SUBCONTRACTS AND OTHER CONTRACTS FOR PORTIONS OF

THE WORKa. 5.2.1 Add the following:

1) The list of subcontractors shall be submitted no later than five (5) days after thebid opening.

F. ARTICLE 7 CHANGES IN THE WORK1. 7.2 CHANGE ORDERS

a. 7.2.2 Add the following:1) The cost to the Owner resulting from extra work shall be determined by an

agreed price which shall include a percentage for overhead and profit as listed



below; or shall be the actual cost of the additional direct labor, materials, andsubcontract work involved, plus a percentage for overhead and profit as listedbelow.(a) The percentage shall not exceed 10% to cover both profit and overhead.

2) The credit to the Owner resulting from a deduction of work shall be determinedby an agreed price, or the actual cost of direct labor, materials, and subcontractwork involved.

3) Cost and credits shall be submitted by the Contractor to the Architect in acomplete breakdown form, showing cost, overhead and profit.

4) Cost shall be limited to the following: Cost of products, including taxes and costof delivery; cost of labor, including social security, old age, and unemploymentinsurance, and fringe benefits under collective bargaining agreements;Workmen’s Compensation Insurance; bond premiums; and rental value of powertools and equipment. Overhead shall include the following: Supervision,superintendence, wages of time keepers, watchmen, and clerks, hand tools,incidentals, general office expense, and all other proven expenses not includedin “cost”.

G. ARTICLE 8 TIME1. 8.2 PROGRESS AND COMPLETION

a. 8.2.4 Add the following:1) The Contractor agrees:2) To proceed upon receipt of the executed Contract and the Notice to Proceed.3) It is hereby understood and mutually agreed, by and between the contractor and

the Owner, that the date of beginning and the time for completion of each phaseof the work to be done are ESSENTIAL CONDITIONS of this contract.

4) The Contractor agrees that said work shall be prosecuted regularly, diligently, atsuch rate of progress as will insure substantial completion thereof within the timespecified. It is expressly understood and agree, by and between the Contractorand the Owner that the time for the completion of the work described herein isreasonable taking into consideration the average climatic range and usualindustrial conditions prevailing in this locality.

5) If said Contractor shall neglect, fail or refuse to complete the work within the timeherein specified, or any proper extension thereof granted by the Owner, then theContractor does hereby agree, as a part consideration for the awarding of thisContract, to pay to the Owner, the sum of THREE HUNDRED DOLLARS ($300),not as a penalty but as liquidated damages for such breach of contract ashereinafter set forth, for each and every calendar day that the contractor shall bein default after the time stipulated in the contract for substantial completion of thework.

6) The said amount is fixed and agreed upon by; and between the Contractor andthe Owner because of the impracticability and extreme difficulty of fixing andascertaining the actual damages the Owner would in such event sustain, andsaid amount is agreed to be the amount of damages which the Owner wouldsustain.

H. ARTICLE 9 PAYMENTS AND COMPLETION1. APPLICATIONS FOR PAYMENT

a. 9.3.1 Add the following:1) Payment request form shall be submitted on AIA G702 Application for Payment

supplimented with AIA G703 Continuation Sheet. Forms will be furnished byArchitect if requested by Contractor. Contractor may use their own spreadsheettype format, however line items must exactly match AIA line items.

2. PROGRESS PAYMENTSa. 9.6.1 Amend as follows:

1) After the Architect has issued a certificate for payment the Owner will pay theContractor ninety-five (95%) percent of the value of material and labor worked



into the building or stored on the site before the first day of the month less theaggregate of previous payments.

2) Payment will be made on or before the fifteenth (15th) day of the month followingthe date of the application for payment.

3) Upon Substantial Completion of the contract the sum sufficient to increase totalpayment to ninety-five (95%) percent of the contract amount is due. Thirty (30)days thereafter, provided the work then be fully completed and accepted byArchitects, balance under the contract is due.

I. ARTICLE 10 PROTECTION OF PERSONS AND PROPERTY1. 10.2 SAFETY OF PERSONS AND PROPERTY

a. 10.2.2 Add the following:1) Contractors shall comply with all provisions of OAR 437 Division 155 (Hazard

Communication). Contractor shall provide Owner, through the Architect, a copyof MSDS (Material Safety Data Sheets) for all chemicals brought onto the site,and shall maintain an inventory on the job site of such chemicals. Suchinventory shall be accessible to those who desire access.

J. ARTICLE 11 INSURANCE AND BONDS1. 11.1 CONTRACTORS LIABILITY INSURANCE

a. 11.1.2 Add the following:1) The Contractor’s Commercial General Liability insurance and Automobile

Liability insurance shall not be less than the amounts shown below. If Contractordoes not have Commercial Umbrella Liability or Excess Liability Insurancecoverage, then the Commercial General Liability and Automobile Liability limitsmust be equal to or exceed the amounts shown below. If the Contractor doeshave or obtains Commercial Umbrella Liability or Excess Liability coverage andthe limits combined with the Commercial General Liability and AutomobileLiability coverage do not equal or exceed the amounts shown below, thancoverage must be increased to equal or exceed the amounts shown below:

2) Worker's Compensation as required by law.3) Bodily Injury Liability - Automobile:

(a) Each person $2,000,000(b) Each occurrence $2,000,000

4) Bodily Injury Liability - Except Automobile(a) Each person $2,000,000(b) Each occurrence $2,000,000

5) Property Damage Liability - Automobile:(a) Each occurrence $2,000,000

6) Property Damage Liability - Except Automobile:(a) Each occurrence $2,000,000

7) The Contractor will either (1) require each of his subcontractors to procure andmaintain during the life of his subcontract, subcontractor’s commercial generalliability, automobile liability, and property damage liability insurance of the typeand in the same amounts as specified in 11.1; or (2) insure the activity of hissubcontractors..

8) The Contractor, its subcontractors, if any, and all employers working under thisAgreement are subject employers under the Oregon Workers’ CompensationLaw and shall comply with ORS 656.017, which requires them to provideworkers’ compensation coverage for all their subject workers.

2. 11.3.1Add the following:a. The Contractor is advised that the Owner will furnish “Builder's Risk” Insurance and

the Contractor is not required to obtain this insurance.3. 11.4 PERFORMANCE AND PAYMENT BOND4. 11.4.1 Substitute the following:



a. The Contractor shall furnish a Performance Bond in an amount equal to one hundred(100%) percent of the contract sum as security for the faithful performance of thiscontract and also a Labor and Material Payment Bond in an amount not less than onehundred (100%) percent of the contract sum as security for the payment of allpersons performing labor on the project under this contract. Bond shall be written bya company licensed in the State of Oregon and satisfactory to the Owner.

K. ARTICLE 13 MISCELLANOUS PROVISIONS1. 13.1 GOVERNING LAW, Add the following:

a. General Contractor and each subcontractor to comply with all Federal, State lawspertaining to Social Security, Unemployment Insurance, Tax Regulations. Makeprompt payment to designated agencies.

b. Contractor agrees to abide by all Federal and State regulations pertaining to theemployment of minority and ethnic groups including all required affirmative action, andfurther agrees to hold owner harmless on account of all duties and responsibilitiesimposed on Contractor by the terms of any State or Federal Statute, regulation, orother governmental directive.

2. 13.8 Add the following:a. All labor subject to the provisions of ORS 279C.520 and 279C.830 which is performed

under this contract shall be paid not less than the prevailing rate of wage for an hour'swork in the same trade or occupation in the locality where such labor is performed.

L. ADD ARTICLE 16 SUPPLEMENTAL PUBLIC CONTRACTING STATUTES1. Contractor, subcontractor(s) and all persons doing or contracting to do any work shall

comply with all provisions of Oregon Public Contracting Laws and regulations, as furtherspecified below.

2. Contractor shall pay promptly, as due, all persons supplying labor or materials for theprosecution of the work provided for in the contract, and shall be responsible for suchpayment of all persons supplying such labor or material to any Subcontractor.a. ORS 279C.580(3)(a) requires the prime contractor to include a clause in each

subcontract requiring contractor to pay the first-tier subcontractor for satisfactoryperformance under its subcontract within ten (10) days out of such amounts as arepaid to the prime contractor by the public contracting agency; and

b. ORS 279C.580(3)(b) requires the prime contractor to include a clause in eachsubcontract requiring contractor to pay an interest penalty to the first-tiersubcontractor if payment is not made within thirty (30) days after receipt of paymentfrom the public contracting agency.

c. ORS 279C.580(4) requires the prime contractor to include in every subcontract arequirement that the payment and interest penalty clauses required by ORS279C.580(3)(a) and (b) be included in every contract between a subcontractor and alower-tier subcontractor or supplier.

3. Contractor shall promptly pay all contributions or amounts due the Industrial Accident Fundfrom such Contractor or Subcontractor incurred in the performance of the contract, andshall be responsible that all sums due the State Unemployment Compensation Fund fromContractor or any Subcontractor in connection with the performance of the contract shallpromptly be paid.

4. Contractor shall not permit any lien or claim to be filed or prosecuted against the publiccontracting agency on account of any labor or material furnished and agrees to assumeresponsibility for satisfaction of any such lien so filed or prosecuted.

5. A notice of claim on contractor’s payment bond shall be submitted only in accordance withORS 279C.600 and 279C.605.

6. Contractor and any Subcontractor shall pay to the Department of Revenue all sumswithheld from employees pursuant to ORS 316.167.

7. Contractor shall demonstrate to the Public Contracting Agency that an employeedrug-testing program is in place within ten (10) days of receiving a Notice of Award.

8. If Contractor fails, neglects or refuses to make prompt payment of any claim for labor ormaterials furnished to the Contractor or a Subcontractor by any person in connection with



the contract as such claim becomes due, the public contracting agency may pay suchclaim to the persons furnishing the labor or material and charge the amount of paymentagainst funds due or to become due Contractor by reason of the contract. The payment ofa claim in the manner authorized hereby shall not relieve the Contractor or his surety fromhis or its obligation with respect to any unpaid claim. If the public contracting agency isunable to determine the validity of any claim for labor or material furnished, the publiccontracting agency may withhold from any current payment due Contractor an amountequal to said claim until its validity is determined and the claim, if valid, is paid.

9. If the Contractor or a first-tier Subcontractor fails, neglects, or refuses to make payment toa person furnishing labor or materials in connection with the public contract for a publicimprovement within thirty (30) days after receipt of payment from the public contractingagency or contractor, the contractor or first-tier subcontractor shall owe the person theamount due plus interest charges commencing at the end of the ten (10) day period thatpayment is due under ORS 279C.580(4) and ending upon final payment, unless paymentis subject to a good faith dispute as defined in ORS 279C.580. The rate of interestcharged to Contractor or first-tier Subcontractor on the amount due shall equal three timesthe discount rate on ninety (90) day commercial paper in effect at the Federal ReserveBank in the Federal Reserve District that includes Oregon on the date that is thirty (30)days after the date when payment was received from the public contracting agency or fromthe Contractor, but the rate of interest shall not exceed thirty (30) percent. The amount ofinterest may not be waived.

10. If the Contractor or a Subcontractor fails, neglects, or refuses to make payment to aperson furnishing labor or materials in connection with the public contract, the person mayfile a complaint with the Construction Contractor’s Board, unless payment is subject to agood faith dispute as defined in ORS 279C.580.

11. Contractor shall promptly, as due, make payment to any person, co-partnership,association, or corporation, furnishing medical, surgical and hospital care or other neededcare and attention, incident to sickness or injury, to employees of such Contractor, or allsums which the Contractor agrees to pay for such services and all monies and sums whichthe Contractor collected or deducted from the wages of employees pursuant to any law,contract or agreement for the purpose of providing or paying for such service.

12. Contractor shall employ no person for more than ten (10) hours in any one day, or forty(40) hours in any one week, except in cases of necessity, emergency, or where public policy absolutely requires it, and in such cases, except in cases of contracts for personal services designated under ORS 279A.055. Contractor shall pay the employee at leasttime and one-half pay for all overtime in excess of eight (8) hours a day or forty (40) hoursin any one week when the work is five (5) consecutive days, Monday through Friday; or forall overtime in excess of ten (10) hours a day or forty (40) hours in any one week when thework week is four (4) consecutive days, Monday through Friday, and for all work performedon Saturday and on any legal holidays as specified in ORS 279C.540.

13. The Contractor must give notice to employees who work on this contract in writing, eitherat the time of hire or before commence of work on the contract, or by posting a notice in alocation frequented by employees, of the number of hours per day and the days per weekthat the employees be required to work.

14. The provisions of ORS 279C. 800 to ORS 279C.870 relating to the prevailing wage rateswill be complied with.

15. Unless exempt under ORS 279C.836(4), (7), (8) or (9), before starting work on thiscontract, or any subcontract hereunder, contractor and all subcontractors must have on file with the Construction Contractors Board a public works bond with a corporate suretyauthorized to do business in the state of Oregon in the amount of $30,000. The bond mustprovide that the contractor or subcontractor will pay claims ordered by the Bureau of Laborand Industries to workers performing labor upon public works projects. The bond must bea continuing obligation, and the surety's liability for the aggregate of claims that may bepayable from the bond may not exceed the penal sum of the bond. The bond must remainin effect continuously until depleted by claims paid under any applicable prevailing wagerate laws, unless the surety sooner cancels the bond. Contractor further certifies that



contractor will include in every subcontract or provision requiring a subcontractor to have apublic works bond filed with the Construction Contractors Board before starting work onthe project, unless exempt under ORS 279C.836(4), (7), (8) or (9).a. Unless exempt under ORS 279C.836(4), (7), (8) or (9), before permitting a

subcontractor to start work on this public works project, the contractor shall verify thatthe subcontractor has filed a public works bond as required under this section or haselected not to file a public works bond under an exemption.

b. Unless public contracting agency has been notified of any applicable exemptionsunder ORS 279C.836(4), (7), (8) or (9), the public works bond requirement above is inaddition to any other bond contractors or subcontractors may be required to obtainunder this contract.

16. Unless exempt, Contractor or contractor's surety and every subcontractor orsubcontractor's surety shall file certified payroll statements with the public contractingagency in writing, pursuant to ORS 279C.845.a. If a contractor is required to file certified statements under ORS 279C.845, the public

contracting agency shall retain twenty-five percent (25%) of any amount earned by thecontractor on the public works project until the contractor has filed with the publicagency certified statement as required by ORS.279C.845. The public contractingagency shall pay the contractor the amount retained within fourteen (14) days afterthe contractor files the required certified statements, regardless of whether asubcontractor has failed to file certified statements required by statute. The publiccontracting agency is not required to verify the truth of the contents of certifiedstatements filed by the contractor under this section and ORS 279C.845.

b. The contractor shall retain twenty-five percent (25%) of any amount earned by afirst-tier subcontractor on this public works contract until the subcontractor has filedwith the public agency certified statements as required by ORS 279C.845. Thecontractor shall verify that the first-tier subcontractor has filed the certified statementsbefore the contractor may pay the subcontractor any amount retained. The contractorshall pay the first-tier subcontractor the amount retained within fourteen (14) daysafter the subcontractor files the certified statements as required by ORS 279C.845. Neither the public agency nor the contractor is required to verify the truth of thecontents of certified statements filed by a first-tier subcontractor.

17. All employers, including Contractor, that employ subject workers who work under thiscontract shall comply with ORS 656.017 and provide the required Workers' Compensationcoverage, unless such employers are exempt under ORS 656.126. Contractor shallensure that each of its subcontractors complies with these requirements.

18. All sums due the State Unemployment Compensation Fund from the Contractor or anySubcontractor in connection with the performance of the contract shall be promptly sopaid.

19. The contract may be canceled at the election of public contracting agency for any willfulfailure on the part of Contractor to faithfully perform the contract according to its terms.

20. Contractor certifies that it has not discriminated against minorities, women or emergingsmall business enterprises in obtaining any required subcontractors.

21. Contractor certifies its compliance with the Oregon tax laws, in accordance with ORS305.385.

22. In the performance of this contract, the Contractor shall use, to the maximum extenteconomically feasible, recycled paper, materials, and supplies.

23. Contractor certifies that all subcontractors performing construction work under this contractwill be licensed with the Construction Contractors Board or licensed by the stateLandscaper Contractors Board in accordance with 701.035 to 701.055 before thesubcontractors commence work under this contract.

24. In compliance with the provisions of ORS 279C.525, the following is a list of federal, stateand local agencies, of which the Owner has knowledge, that have enacted ordinances orregulations dealing with the prevention of environmental pollution and the preservation ofnatural resources that may affect the performance of the contract:a. FEDERAL AGENCIES



1) Agriculture, Department of2) Forest Service3) Soil Conservation Service4) Defense, Department of5) Army Corps of Engineers6) Environmental Protection Agency7) Interior, Department of8) Bureau of Sport Fisheries and Wildlife9) Bureau of Outdoor Recreation10) Bureau of Land Management11) Bureau of Indian Affairs12) Bureau of Reclamation13) Labor, Department of14) Occupational Safety and Health Administration15) Transportation, Department of16) Coast Guard17) Federal Highway Administration

b. STATE AGENCIES:1) Agriculture, Department of2) Environmental quality, Department of3) Fish and Wildlife, Department of4) Forestry, Department of5) Geology and Mineral Industries, Department of6) Human Resources, Department of7) Land Conservation and Development Commission8) Soil and Water Conservation Commission9) State Engineer10) State Land Board11) Water Resources Board

c. LOCAL AGENCIES:1) City Council2) County Court3) County Commissioners, Board of4) Port Districts5) Metropolitan Service Districts6) County Service Districts7) Sanitary Districts8) Water Districts9) Fire Protection Districts

PART 2 PRODUCTS - NOT USEDPART 3 EXECUTION - NOT USED

END OF SECTION

00-7346 - Page 1


SECTION 00-7346PREVAILING WAGE RATES

PART 1 GENERAL1.01 REQUIREMENTS:

A. The“Prevailing Wage Rates for Public Works Contracts in Oregon” dated July 1, 2017 includingany issued corrections or amendments that follow are herein added to the Contract Documentsby reference.

B. BOLI Prevailing Wage Rate information is available upon request, or electronically at www.oregon.gov/boli.

C. Work under this Contract will be subject to the provisions of ORS 279C.800 to 279C.870,relating to BOLI Prevailing Wage Rates in effect at the time the project was advertised for bids.

D. Provisions described in this Section or in Exhibit A of the Public Contracting Code Requirementfor Public Improvements Contracts over $50,000, located at the end of the SupplementalGeneral Conditions, will apply regardless of the price of any individual Contract, so long as thecombined price of all Contracts award on the project is $50,000 or more.

E. If total Contract amount does not exceed $50,000, Contractor is not required to pay prevailingwage rates.


END OF SECTION

PREVAILING WAGE RATES00-7346 - Page 2


Geotechnical Engineering Report Proposed New Health and Sciences Building – Alternative Site Southwestern Oregon Community College Coos Bay, Oregon Prepared for: Southwestern Oregon Community College Attn: Ms. Linda Kridelbaugh 1988 Newmark Avenue Coos Bay, Oregon 97420

August 25, 2015 Project No. 90289.000

August 25, 2015 Geotechnical Engineering Report Proposed New Health and Sciences Building – Alternative Site Southwestern Oregon Community College Coos Bay, Oregon Project No. 90289.000 Prepared for: Southwestern Oregon Community College Attn: Ms. Linda Kridelbaugh 1988 Newmark Avenue Coos Bay, Oregon 97420 Prepared by:

Timothy J. North, PE Project Geotechnical Engineer

Saiid Behboodi, PE, GE Principal Geotechnical Engineer

This document was prepared for use only by the Client, only for the purposes stated, and within a reasonable time from issuance, but in no event later than -three years from the date of the report. Non-commercial, educational, and scientific use of this report by regulatory agencies is regarded as a “fair use” and not a violation of copyright. Regulatory agencies may make additional copies of this document for internal use. Copies may also be made available to the public as required by law. The reprint must acknowledge the copyright and indicate that permission to reprint has been received.

12/31/2016

Geotechnical Engineering Report SWOCC – Proposed New Health and Sciences Building Coos Bay, Oregon

August 25, 2015

Project No. 90289.000 i

TABLE OF CONTENTS 1.0 INTRODUCTION ......................................................................................................................... 1

1.1 General ................................................................................................................................ 1 1.2 Purpose and Scope .............................................................................................................. 1

1.2.1 Geologic Map Review .................................................................................................... 1 1.2.2 Subsurface Explorations – Test Pits .............................................................................. 1 1.2.3 Subsurface Explorations – Cone Penetrometer Test (CPT) Probes .............................. 1 1.2.4 Soils Testing ................................................................................................................... 1 1.2.5 Geotechnical Engineering Analysis ................................................................................ 1 1.2.6 Report Preparation ......................................................................................................... 1

1.3 Project Understanding .......................................................................................................... 2 1.4 Field Exploration .................................................................................................................. 2 1.5 Laboratory Testing ............................................................................................................... 2

2.0 SITE CONDITIONS ..................................................................................................................... 3 2.1 Surface Description .............................................................................................................. 3 2.2 Geologic Setting ................................................................................................................... 3 2.3 Subsurface Conditions ......................................................................................................... 3 2.4 Groundwater ........................................................................................................................ 4

3.0 CONCLUSIONS AND RECOMMENDATIONS ........................................................................... 4 3.1 Geotechnical Design Considerations ................................................................................... 4 3.2 Shallow Foundations ............................................................................................................ 4

3.2.1 Footing Preparation ........................................................................................................ 4 3.2.2 Footing Embedment Depths ........................................................................................... 5 3.2.3 Footing Widths / Bearing Pressure ................................................................................. 5 3.2.4 Foundation Static Settlement ......................................................................................... 5 3.2.5 Lateral Resistance .......................................................................................................... 5

3.3 Floor Slabs ........................................................................................................................... 5 3.4 Ground Moisture .................................................................................................................. 6

3.4.1 General ........................................................................................................................... 6 3.4.2 Perimeter Footing Drains ............................................................................................... 6 3.4.3 Vapor Flow Retarder ...................................................................................................... 6

3.5 Seismic Design Criteria ........................................................................................................ 6 3.5.1 Liquefaction Potential ..................................................................................................... 7 3.5.2 Other Seismic Considerations ........................................................................................ 7

4.0 CONSTRUCTION RECOMMENDATIONS ................................................................................. 7 4.1 Site Preparation ................................................................................................................... 7

4.1.1 Proofrolling/Subgrade Verification .................................................................................. 7 4.1.2 Wet/Freezing-Weather/Wet-Soil Conditions ................................................................... 8

4.2 Excavation ............................................................................................................................ 8 4.3 Structural Fill ........................................................................................................................ 8

4.3.1 Native Soil ...................................................................................................................... 9 4.3.2 Borrow Material .............................................................................................................. 9 4.3.3 Select Granular Fill ......................................................................................................... 9 4.3.4 Crushed Aggregate Base ............................................................................................. 10 4.3.5 Trench Backfill .............................................................................................................. 10 4.3.6 Stabilization Material .................................................................................................... 10

5.0 ADDITIONAL SERVICES AND CONSTRUCTION OBSERVATIONS ...................................... 10 6.0 LIMITATIONS ............................................................................................................................ 11 7.0 REFERENCES .......................................................................................................................... 12


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Project No. 90289.000 ii

SUPPORTING DATA Figures

Figure 1 Vicinity Map Figure 2 Site Plan

Appendix A – Field Explorations Table A-1 Terminology Used to Describe Soil Table A-2 Key to Test Pit and Boring Log Symbols Figures A1-A6 Logs for Test Pits TP-1 through TP-6 Figures A7-A10 Logs for CPT Probe Locations CPT-1 through CPT-4 Figure A11 Shear Wave Velocity Profile

Appendix B – Laboratory Testing


August 25, 2015

Project No. 90289.000 1

1.0 INTRODUCTION 1.1 General This report presents the results of the PBS Engineering and Environmental Inc. (PBS) geotechnical engineering services for the alternative site for the proposed new Health and Sciences Building at the Southwestern Oregon Community College (SWOCC) campus in Coos Bay, Oregon. The general site location is shown on the Vicinity Map, Figure 1. The locations of our explorations in relation to existing site features are shown on the Site Plan, Figure 2.

1.2 Purpose and Scope The purpose of PBS’ services was to develop geotechnical design and construction recommendations in support of the proposed new development. This was accomplished by performing the following scope of services:

1.2.1 Geologic Map Review PBS reviewed various relevant published geologic maps of the area for information regarding geologic conditions and hazards at or near the site. 1.2.2 Subsurface Explorations – Test Pits PBS completed six test pits in the vicinity of the proposed new building. The test pits were advanced to depths between 10 to 15 feet below the existing ground surface (bgs). The test pits were logged and representative soil samples were collected by a member of the PBS engineering staff. 1.2.3 Subsurface Explorations – Cone Penetrometer Test (CPT) Probes PBS advanced four CPT probes in the vicinity of the proposed new building. The CPT probes were advanced to depths between 12 and 23 feet below the existing ground surface (bgs). Shear-wave velocity and pore pressure dissipation testing were conducted for use in determining the seismic site class and static groundwater level, respectively. 1.2.4 Soils Testing Collected soil samples were transported to our laboratory and classified in general accordance with the Unified Soil Classification, Visual-Manual Procedure. Laboratory tests included natural moisture contents, Atterberg limits, and grain-size analyses. 1.2.5 Geotechnical Engineering Analysis Data collected during the subsurface explorations, literature research, and laboratory testing was used to develop specific geotechnical design and construction recommendations. 1.2.6 Report Preparation This Geotechnical Engineering Report summarizes the results of our explorations, testing, and analyses, including information relating to the following:

Exploration logs and site plan with approximate exploration locations Laboratory test results Summary of interpreted surface and subsurface conditions Earthwork and grading recommendations:

- structural fill materials and preparation - wet weather/conditions considerations


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Project No. 90289.000 2

- utility trench excavation and backfill requirements Groundwater considerations Shallow foundation design recommendations:

- minimum embedment - allowable bearing pressure - estimated settlement - sliding coefficient

Slab and pavement subgrade preparation recommendations Seismic design criteria in accordance with the 2014 Oregon Structural Specialty

Code (OSSC) 1.3 Project Understanding The purpose of our services was to explore subsurface conditions at the alternative site and develop geotechnical recommendations for the design and construction of the proposed new academic building. Current plans for the proposed new academic building are for a two-story, steel-framed, approximately 30,000 square foot building that will connect to the existing Umpqua Hall to the northeast. Demolition of a small existing metal building will be required. Based on the proposed size and type of structure, we estimate building loads will be on the order of 100 kips for columns, up to 4 kips per linear foot for walls, and 150 pounds per square foot (psf) for slab-on-grade floors. 1.4 Field Exploration A total of six test pits, designated TP-1 through TP-6, were excavated to depths ranging from 12 to 15 feet bgs. The test pits were excavated using a Hitachi Zaxis 210 tracked excavator with attached 24-inch or 48-inch smooth-bladed buckets, provided and operated by Johnson Rock Products of Coos Bay, Oregon. The test pits were logged and representative soil samples were collected by a member of the PBS geotechnical engineering staff. Four CPT probes, designated CPT-1 through CPT-4, were advanced to depths of about 12 to 23 feet bgs. The CPT probes were advanced using truck-mounted equipment provided and operated by Oregon Geotechnical Explorations, Inc., of Keizer, Oregon. A continuous log of tip and sleeve friction was developed as the probes were advanced. This information is correlated to soil types and consistency/relative density. Seismic shear wave velocities were measured at 2-meter intervals in each of the three CPTs. At least one pore pressure dissipation test was performed in each CPT probe location to assist in determining the static groundwater depth. The approximate test pit and CPT locations are shown on Figure 2. Field exploration methods, interpreted test pit logs, and CPT logs are presented in Appendix A – Field Explorations. The interpreted test pit logs are presented as Figures A1 through A6 and the CPT logs as Figures A7 through A10. Shear wave velocity measurements collected from the CPTs are summarized on Figure A11.

1.5 Laboratory Testing Soil samples obtained during our explorations were transported to the PBS laboratory to aid in soil classification and to evaluate the material's general physical properties and engineering characteristics. Laboratory tests included Atterberg limits, moisture contents, and grain-size


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Project No. 90289.000 3

analyses (percent passing the No. 200 Sieve [P200]) tests. Laboratory testing methods are presented in Appendix B.

2.0 SITE CONDITIONS 2.1 Surface Description The project site is located within the existing SWOCC campus in Coos Bay, Oregon. The site is located north of S College way, and is bordered to the west, north, and east by buildings, walkways, and access roads associated with the campus. The existing Umpqua Hall is located directly adjacent to the site in the northeast corner, and a circular parking area is located to the southwest of the site. The majority of the project site is heavily vegetated with brush and trees. A small metal building in the area is planned for demolition. Based on available topographic data, ground-surface elevations at the site are relatively flat, ranging from 110 to 120 feet across the site (WGS84 EGM96 Geoid), and slope gently down from the east to the west. 2.2 Geologic Setting According to published geologic maps of the area (Beaulieu & Hughes, 1975), the site is mantled with Quaternary-age marine terrace deposits (Qmt) consisting of unconsolidated to semi-consolidated deposits of sand, silt, clay, and gravel. Underlying these deposits at the site is the Tertiary-age Coaledo Formation (Tecu), which is comprised of coarse- to fine-grained sandstone with interbeds of softer siltstone. We believe our test pit excavations and CPT probes encountered refusal on the Coaledo Formation. The Cascadia Subduction Zone (CSZ) is located approximately 55 miles from the site, off the Oregon Coast. The CSZ megathrust represents the boundary between the subducting Juan de Fuca tectonic plate and the overriding North American tectonic plate. Recurrence intervals for subduction zone earthquakes are based on studies of the geologic record. Based on these studies, recurrence interval estimates have been generated ranging from about 300 to 600 years. Geologic evidence suggests the most recent earthquake occurred in January 1700. The 1700 earthquake probably ruptured much of the approximate 620 miles (1,000 km) length of the CSZ, and was estimated at moment magnitudes MW 9.0. The horizontal distance from the edge of the CSZ megathrust, located offshore from Coos Bay, is approximately 55 miles. The current US Geological Survey (USGS [2008]) risk-based maximum credible earthquake for CSZ megathrust is MW 9.2. 2.3 Subsurface Conditions The site was explored by excavating six test pits (TP-1 through TP-6) to depths of about 12 to 15 feet bgs and advancing four CPT probes (CPT-1 through CPT-4) to depths of about 12 to 23 feet bgs. The locations of the test pits and CPT probes are shown on Figure 2. The interpreted boring logs and CPT data are included in Appendix A – Field Explorations, as Figures A1 through A10 in this report. PBS has summarized the subsurface units as follows:

SURFACE MATERIALS:

In test pit TP-1 through TP-5, approximately 4 to 12 inches of topsoil material was observed at the surface, while in test pit TP-6 about 1.5 feet of sandy fill was observed overlying 1.5 inches of AC pavement and 7.5 inches of aggregate base course.


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Project No. 90289.000 4

MARINE TERRACE:

Fine-grained marine terrace deposits consisting of brown to brown-orange silty sand and poorly-graded sand were encountered below the surface materials in test pits TP-2 through TP-6, to depths ranging from as shallow as 1 foot bgs in TP-1 to as deep as to 9.5 feet bgs in TP-5. The silt portion generally exhibited low to no plasticity. Dynamic cone penetration (DCP) testing on these materials indicated loose to medium dense relative density, which correlates with interpreted densities from the CPT probes at these depths.

DECOMPOSED SANDSTONE:

Decomposed sandstone consisting of brown-orange sand was encountered below the surface materials or marine terrace soils in all the borings and CPT probes. This material was encountered to the termination depth of all the test pit excavations at 12 to 15 feet and with CPT probe refusal depths of 12 to 23 feet in all probe locations. In the test pits, encountering the decomposed sandstone was defined by an orange-brown color, a marked increase in required excavation effort, and the blocky structure of excavated material (indicating light to moderate cementation). In test pits TP-2, TP-4, and TP-5, a thin layer (6 to 18 inches) of gray sandy silt with occasional organics was encountered overlying this layer. In the CPT probes, this layer was defined by an increase in the tip resistance and interpreted densities, which indicate dense to very dense conditions.

2.4 Groundwater During the excavation of the test pits, slow to moderate seepage was observed at depths ranging from 8 to 10 feet bgs, except in TP-2, where moderate seepage was observed perched above a fine-grained layer. Groundwater is likely closely tied to the water level in the adjacent Empire Lakes; based on our experience, we anticipate that the static groundwater levels will fluctuate several feet in response to seasonal precipitation and may approach the ground surface during periods of intense rainfall.

3.0 CONCLUSIONS AND RECOMMENDATIONS 3.1 Geotechnical Design Considerations The subsurface conditions at the site consist of loose to medium dense silty sand and poorly graded sand, overlying dense to very dense decomposed sandstone consisting of poorly-graded sand at depths ranging from 1 to 9 feet bgs. Based on our observations and analyses, conventional foundation support on shallow spread footings is feasible for all applications. Excavation with conventional equipment is feasible over the majority of the site. 3.2 Shallow Foundations Shallow spread footings bearing on medium dense native silty sand and poorly-graded sand or structural fill may be used to support loads associated with the new academic building provided the recommendations in this report are followed.

3.2.1 Footing Preparation Excavations for footings should be carefully prepared. Due to the presence of near-surface loose sands, we recommend that the exposed footing subgrades be recompacted with a vibratory plate or walk-behind compactor to establish a consistent relative density beneath the footings. This treatment should extend a minimum of 12 inches laterally beyond the


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Project No. 90289.000 5

edges of footing and slab areas. A representative from PBS should confirm suitable bearing conditions and evaluate all exposed footing subgrades. Observations should also confirm that loose or soft materials have been removed from new footing excavations and concrete slabs-on-grade areas. Localized deepening of footing excavations may be required to penetrate loose, wet, or deleterious materials. We recommend a layer of compacted, crushed rock be placed over the footing subgrades to help protect them from disturbance due to foot traffic and the elements. Placement of this rock is the prerogative of the contractor; regardless, the footing subgrade should be in a dense or stiff condition prior to pouring concrete. Based on our experience, approximately 4-inches of compacted crushed rock will be suitable beneath the footings. 3.2.2 Footing Embedment Depths We recommend that all footings be founded a minimum of 18 inches below the lowest adjacent grade. The footings should be founded below an imaginary line projecting upward at a 1H:1V (horizontal to vertical) slope from the base of any adjacent, parallel utility trenches or deeper excavations. 3.2.3 Footing Widths / Bearing Pressure Continuous wall and isolated spread footings should be at least 18 and 24 inches wide, respectively. Footings should be sized using a maximum allowable bearing pressure of 3,000 pounds per square foot (psf). This is a net bearing pressure and the weight of the footing and overlying backfill can be disregarded in calculating footing sizes. The recommended allowable bearing pressure applies to the total of dead plus long-term-live loads. Allowable bearing pressures may be increased by one-third for seismic and wind loads. 3.2.4 Foundation Static Settlement Footings will settle in response to column and wall loads. Based on our evaluation of the subsurface conditions and our analysis, we estimate post-construction settlement will be less than one inch for the column and perimeter foundation loads. Differential settlement will be on the order of one-half of the total settlement. 3.2.5 Lateral Resistance Lateral loads can be resisted by passive earth pressure on the sides of footings and grade beams, and by friction at the base of the footings. A passive earth pressure of 250 pounds per cubic foot (pcf) may be used for footings confined by native soils and new structural fills. The allowable passive pressure has been reduced by one-half to account for the large amount of deformation required to mobilize full passive resistance. Adjacent floor slabs, pavements, or the upper 12-inch depth of adjacent unpaved areas should not be considered when calculating passive resistance. For footings supported on native soils or new structural fills, use a coefficient of friction equal to 0.35 when calculating resistance to sliding. These values do not include a factor of safety (FS).

3.3 Floor Slabs Satisfactory subgrade support for building floor slabs can be obtained from the native silt subgrade prepared in accordance with our recommendations presented in the “Site Preparation”, “Wet/Freezing-Weather/Wet-Soil Conditions” and “Select Granular Fill” sections of this report. A minimum six-inch-thick layer of imported granular material should be placed and compacted over the prepared subgrade. Imported granular material should be composed of


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Project No. 90289.000 6

crushed rock or crushed gravel that is relatively well graded between coarse and fine, contains no deleterious materials, has a maximum particle size of one inch, and has less than five percent by dry weight passing the US Standard No. 200 Sieve. Floor slabs supported on a subgrade and base course prepared in accordance with the preceding recommendations, may be designed using a modulus of subgrade reaction (k) of 150 pounds per cubic inch (pci). 3.4 Ground Moisture

3.4.1 General The perimeter ground surface and hard-scaping should be sloped to drain away from all structures. Gutters should be tight-lined to a suitable discharge and maintained free flowing. 3.4.2 Perimeter Footing Drains Due to the potential for relatively high groundwater at the site, we recommend perimeter foundation drains be installed around all proposed structures. The foundation subdrainage system should include a minimum four-inch-diameter perforated pipe in a drain rock envelope. A non-woven geotextile filter fabric, such as Mirafi®

140N or equivalent, should be used to completely wrap the drain rock envelope, separating it from the native soil and footing backfill materials. The invert of the perimeter drain lines should be placed approximately at the bottom of footing elevation. Also, the subdrainage system should be sealed at the ground surface. The perforated subdrainage pipe should be laid to drain by gravity into a non-perforated solid pipe, and finally, connected to the site drainage stem at a suitable location. Water from downspouts and surface water should be independently collected and routed to a storm sewer or other positive outlet. This water must not be allowed to enter the bearing soils. 3.4.3 Vapor Flow Retarder We recommend installation of a continuous, impervious barrier over the subgrade under the slabs of all structures. Barriers should be installed per the manufacturer’s recommendations.

3.5 Seismic Design Criteria The seismic design parameters, in accordance with the 2014 Oregon Structural Specialty Code (OSSC), are summarized in Table 1 as follows:

Table 1: 2014 OSSC Seismic Design Parameters

Parameter Short Period 1 Second Maximum Credible Earthquake Spectral Acceleration Ss = 1.44 g S1 = 0.72 g

Site Class C Site Coefficient Fa = 1.00 Fv = 1.30 Adjusted Spectral Acceleration SMS = 1.43 g SM1 = 0.93 g Design Spectral Response Acceleration Parameters SDS = 0.96 g SD1 = 0.62 g

Design Spectral Peak Ground Acceleration 0.38 g g – Acceleration due to gravity;


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Project No. 90289.000 7

3.5.1 Liquefaction Potential Liquefaction is defined as a decrease of the shear resistance of loose, saturated, cohesionless soil (e.g., sand) or low plasticity silt soils, due to the buildup of excess pore pressures generated during an earthquake. This results in a temporary transformation of the soil deposit into a viscous fluid. Liquefaction can result in ground settlement, foundation bearing capacity failure, and lateral spreading of ground. Based on a review of the Oregon Statewide Geohazards Viewer (HazVu), the site is located in an area of moderate relative liquefaction hazard. Despite this classification, we did not encounter potentially liquefiable soils below the groundwater table in any of our explorations. Our analysis indicates that the potential for liquefaction in the soil layers beneath the proposed academic building is low. As a result, it is our opinion that liquefaction at the site does not appear to be a major hazard. 3.5.2 Other Seismic Considerations Other seismic hazards considered include lateral spreading, tsunamis, seismic slope stability, fault displacement, and seiches. Because risk of liquefaction at the site is low, we estimate that lateral spreading during a design-level earthquake does not represent a significant hazard. The site is located outside of the latest mapped tsunami inundation zone (Priest et al, 2012) for a Cascadia Subduction Zone event, and so tsunamis are not considered a hazard at the site. The surrounding site topography is relatively flat and no known faults exist underlying the site, so slope stability and ground rupture are not considered to be hazards at the site. The site is located at an elevation approximately 20 feet higher than static water level of the nearby Empire Lakes, therefore seismically-related seiches also are not considered to represent a hazard to the site.

4.0 CONSTRUCTION RECOMMENDATIONS

4.1 Site Preparation Construction of the proposed new building will involve clearing and grubbing of the existing vegetation, as well as the demolition of an existing small metal-frame building and any associated buried structures/utilities. Any existing underground utility lines, vaults, or underground tanks within the development areas should be removed. The voids resulting from removal of these, and any large root balls associated with the grubbed vegetation (if below the design subgrade elevation), should be backfilled with compacted structural fill. Before filling, the area should be excavated to expose firm subgrade to allow for uniform compaction. The abandonment of underground tanks, if present, may require special permitting and precautions which are outside the scope of this report. PBS can be available to assist you with these tasks, if necessary. Materials generated during demolition should be transported off site or stockpiled in areas designated by the owner’s representative.

4.1.1 Proofrolling/Subgrade Verification Following site preparation and prior to placing aggregate base for the shallow foundations, building pad, or pavement sections, the exposed subgrade should be evaluated either by proofrolling or another method of subgrade verification. The subgrade should be proofrolled with a fully loaded dump truck or similar heavy, rubber-tire construction equipment to identify unsuitable areas. If evaluation of the subgrades occur during wet conditions, or if proofrolling the subgrades will result in disturbance, they should be evaluated by PBS using a steel foundation probe. We recommend that PBS be retained to observe the proofrolling and


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Project No. 90289.000 8

perform the subgrade verifications. Unsuitable areas identified during the field evaluation should be compacted to a firm condition or be excavated and replaced with structural fill. 4.1.2 Wet/Freezing-Weather/Wet-Soil Conditions Protection of the subgrade is the responsibility of the contractor. Track-mounted excavating equipment may be required during wet weather. The thickness of the haul roads to access the site for basement excavation and staging areas will depend on the amount and type of construction traffic. The material used for haul roads or site access drive should be stabilization material described below. A 12- to 18-inch-thick mat of stabilization material should be sufficient for light staging areas. The stabilization material for haul roads and areas with repeated heavy construction traffic typically needs to be increased to between 18 to 24 inches. The actual thickness of haul roads and staging areas should be based on the contractor’s approach to site work and the amount and type of construction traffic, and is the contractor’s responsibility. The stabilization material should be placed in one lift over the prepared, undisturbed subgrade and compacted using a smooth-drum, non-vibratory roller. Additionally, a geotextile fabric should be placed as a barrier between the subgrade and stabilization material. The geotextile should meet specifications ODOT SS Section 2320.10 and SS 02320.20, Table 02320-1 for soil separation. The geotextile should be installed in conformance with ODOT SS 0350.00 – Geosynthetic Installation.

4.2 Excavation All excavations should be made in accordance with applicable Occupational Safety and Health Administration (OSHA) and state regulations. The contractor is solely responsible for adherence to the OSHA requirements. Open excavation techniques may be used provided the excavation is configured in accordance with the OSHA requirements, groundwater seepage is not present, and with the understanding that some sloughing may occur. Trench cuts may stand relatively vertical to a depth of approximately four feet bgs, provided no groundwater seepage is present in the trench walls. The trench walls should be flattened if sloughing occurs or seepage is present. The use of a trench shield or other similar temporary shoring is not recommended for cuts that extend below the groundwater table or if vertical walls are desired for cuts deeper than four feet bgs without appropriate groundwater control. 4.3 Structural Fill The extent of site grading is currently unknown; however, we estimate cuts and fills will be limited in depth/thickness to less than 5 feet. Structural fill, including base rock, should be placed over subgrades which have been prepared in conformance with the Site Preparation and Wet-Weather/Wet-Soil Conditions sections of this report. Structural fill should only be installed on subgrades that have been prepared in accordance with the preceding recommendations. Structural fill material should consist of relatively well-graded soil, or an approved rock product that is free of organic material and debris, and contains particles not greater than 4 inches nominal dimension. The suitability of soil for use as compacted structural fill will depend on the gradation and moisture content of the soil when it is placed. As the amount of fines (material finer than the US Standard No. 200 Sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and compaction becomes more difficult to achieve. Soils containing more than about 5 percent fines cannot consistently be compacted to a dense, non-yielding condition when the water content is significantly greater (or significantly less) than optimum.


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Project No. 90289.000 9

The soils encountered in our explorations are generally suitable for placement as structural fill during moderate, dry weather when moisture content can be maintained by air drying and/or addition of water. The silt fraction of the site soils are moisture sensitive, and during wet weather, may become unworkable because of excess moisture content. In order to reduce moisture content, some aerating and drying of silty soils may be required. If moisture content of silty soils cannot be reduced by air drying, it may be necessary to grade the site with granular soils that do not contain more than 5 percent passing the No. 200 sieve (determined by wet sieve analysis). The imported granular material should be uniformly moisture conditioned to within about 2 percent of the optimum moisture content and compacted in relatively thin lifts using suitable mechanical compaction equipment. We recommend that fills intended to support structures or pavement sections be placed in horizontal lifts not exceeding about 8 inches in loose thickness and be compacted to at least 92 percent of the maximum dry density as determined by the modified Proctor test (ASTM D 1557). With respect to the current plans, a brief characterization of some of the acceptable materials and our recommendations for their use as structural fill is provided below.

4.3.1 Native Soil Based on our geotechnical exploration, on-site materials are silty sand and poorly-graded sand, and may be suitable for mass grading applications. However, due to the difficulty required to dry silt to near optimum moisture content, re-use of native silty sand as structural fill may not be feasible except during dry summer months. Even then, it may require several days of constant mixing in order to achieve the desired moisture content. If used as fill for mass grading, the material should be free of any organic or deleterious material with grain size less than four inches in diameter. The material should be compacted to at least 92 percent of the maximum dry density, as determined by ASTM D 1557, and shall in placed at a maximum uncompacted thickness of 8 to 12 inches. 4.3.2 Borrow Material Borrow material for general structural fill construction should meet the requirements set forth in ODOT SS 00330.12 – Borrow Material. When used as structural fill, native soils should be placed in lifts with a maximum uncompacted thickness of approximately 8 inches and compacted to not less than 92 percent of the maximum dry density, as determined by ASTM D 1557. If suitable common borrow material is not available, use of selected general backfill as specified in ODOT SS 00330.13 – Selected General Backfill should be considered. 4.3.3 Select Granular Fill Selected granular backfill used during periods of wet weather for structural fill construction should meet the specifications provided in ODOT SS 00330.14 – Selected Granular Backfill. Selected granular backfill should be placed in lifts with a maximum uncompacted thickness of 8 to 12 inches and be compacted to not less than 92 percent of the maximum dry density, as determined by ASTM D 1557. Selected Stone backfill (ODOT SS 00330.15) and Stone Embankment Material (ODOT SS 00330.16) can also be used for the construction of general structural fill. However, we recommend that the larger size material (>6 inches) should be placed in the deeper portions of the fill and should not be used within 2 feet of the pavement subgrade. Considerations should also be given to the future excavation of utilities through this material, because it is relatively difficult to excavate through larger-size material.


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Project No. 90289.000 10

4.3.4 Crushed Aggregate Base Crushed aggregate base course below floor slabs, spread footings, pile caps, and asphalt concrete pavements should be clean, crushed rock or crushed gravel that contains no deleterious materials and meets the specifications provided in ODOT SS 02630.10 – Dense-Graded Aggregate, and have less than 5 percent by weight passing the US Standard No. 200 Sieve. The crushed aggregate base course should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D 1557. 4.3.5 Trench Backfill Pipe bedding placed to uniformly support the barrel of pipe should meet specifications provided in ODOT SS 00405.12 – Pipe Zone Bedding. The pipe zone that extends from the top of the bedding to at least 8 inches above utility lines should consist of material prescribed by ODOT SS 00405.13 – Pipe Zone Material. The pipe zone material should be compacted to at least 90 percent of the maximum dry density, as determined by ASTM D 1557, or as required by the pipe manufacturer. Under pavements, paths, slabs, or beneath building pads, the remainder of the trench backfill should consist of well-graded granular material with less than 10 percent by weight passing the US Standard No. 200 Sieve, and should meet standards prescribed by ODOT SS 00405.14 – Trench Backfill, Class B or D. This material should be compacted to at least 92 percent of the maximum dry density, as determined by ASTM D 1557 or as required by the pipe manufacturer. The upper 2 feet of the trench backfill should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D 1557. Controlled low-strength material (CLSM), ODOT SS 00405.14 – Trench Backfill, Class E, can be used as an alternative. Outside of structural improvement areas (e.g., pavements, sidewalks, or building pads), trench material placed above the pipe zone may consist of general structural fill materials that are free of organics and meet ODOT SS 00405.14 – Trench Backfill, Class A. This general trench backfill should be compacted to at least 90 percent of the maximum dry density, as determined by ASTM D 1557, or as required by the pipe manufacturer or local jurisdictions. 4.3.6 Stabilization Material Stabilization rock should consist of pit- or quarry-run rock that is well-graded, angular, crushed rock consisting of 4- or 6-inch-minus material with less than 5 percent passing the US Standard No. 4 Sieve. The material should be free of organic matter and other deleterious material. ODOT SS 00330.16 – Stone Embankment Material can be used as a general specification for this material with the stipulation of limiting the maximum size to 6 inches.

5.0 ADDITIONAL SERVICES AND CONSTRUCTION OBSERVATIONS In most cases, other services beyond completion of a geotechnical engineering report are necessary or desirable to complete the project. Occasionally, conditions or circumstances arise that require the performance of additional work that was not anticipated when the geotechnical report was written. PBS offers a range of environmental, geological, geotechnical, and construction services to suit the varying needs of our Clients.


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Project No. 90289.000 11

PBS should be retained to review the plans and specifications for this project before they are finalized. Such a review allows us to verify that our recommendations and concerns have been adequately addressed in the design. Satisfactory earthwork performance depends on the quality of construction. Sufficient observation of the contractor's activities is a key part of determining that the work is completed in accordance with the construction drawings and specifications. We recommend that PBS be retained to observe general excavation, stripping, fill placement, and footing and pavement subgrades. Subsurface conditions observed during construction should be compared with those encountered during the subsurface explorations. Recognition of changed conditions requires experience; therefore, qualified personnel should visit the site with sufficient frequency to detect whether subsurface conditions change significantly from those anticipated. 6.0 LIMITATIONS This report has been prepared for the exclusive use of the addressee, and their architects and engineers, for aiding in the design and construction of the proposed development and is not to be relied upon by other parties. It is not to be photographed, photocopied, or similarly reproduced, in total or in part, without express written consent of the Client and PBS. It is the addressee's responsibility to provide this report to the appropriate design professionals, building officials, and contractors to ensure correct implementation of the recommendations. The opinions, comments, and conclusions presented in this report are based upon information derived from our literature review, field explorations, laboratory testing, and engineering analyses. Conditions between, or beyond, our explorations may vary from those encountered. It is possible that soil, rock, or groundwater conditions could vary between or beyond the points explored. If soil, rock, or groundwater conditions are encountered during construction that differ from those described herein, the Client is responsible for ensuring that PBS is notified immediately so that we may reevaluate the recommendations of this report. Unanticipated fill, soil and rock conditions, and seasonal soil moisture and groundwater variations are commonly encountered and cannot be fully determined by merely taking soil samples or soil borings and test pits. Such variations may result in changes to our recommendations and may require additional funds for expenses to attain a properly constructed project. Therefore, we recommend a contingency fund to accommodate such potential extra costs. The scope of services for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. If there is a substantial lapse of time between the submission of this report and the start of work at the site, if conditions have changed due to natural causes or construction operations at or adjacent to the site, or if the basic project scheme is significantly modified from that assumed, this report should be reviewed to determine the applicability of the conclusions and recommendations presented herein. Land use, site conditions (both on and off site), or other factors may change over time and could materially affect our findings. Therefore, this report should not be relied upon after three years from its issue, or in the event that the site conditions change.


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7.0 REFERENCES ASCE. (2010). Minimum Design Loads for Buildings and Other Structures (ASCE 7-10).

OSSC (2014) Oregon Structural Specialty Code (OSSC). Based on IBC. (2012). International Building Code. Country Club Hills, IL: International Code Council, Inc.

Beaulieu, J.D. and Hughes, P.W. (1975). Environmental Geology of Western Coos and Douglas Counties, Oregon. Oregon Department of Geology and Mineral Industries. Bulletin B-87.

Priest, G. R. et al. (2012). [Map]. Tsunami Inundation Maps for Coos Bay – North Bend, Coos

County, Oregon. Oregon Department of Geology and Mineral Industries. Tsunami Inundation Map TIM-Coos-05.

ODOT SS. (2014, updated 2015). Oregon Standard Specifications for Construction. Salem,

Oregon. Oregon Department of Transportation.

FIGURES

VICINITY MAP

SWOCC - HEALTH AND SCIENCES BUILDING - ALTERNATIVE SITE

COOS BAY, OREGON

PORTLAND

SALEM

EUGENE

OREGON

SOURCE: USGS EMPIRE OR QUADRANGLE 1970.

SCALE: 1" = 2,000'

SITE

PREPARED FOR: SOUTHWESTERN OREGON COMMUNITY COLLEGE

FIGURE

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PROJECT #

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CPT-3

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SITE PLAN

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SCALE: 1" = 80'

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SWOCC - HEALTH AND SCIENCES BUILDING - ALTERNATIVE SITE

COOS BAY, OREGON


90289.000

AUG 2015

CPT NUMBER AND LOCATION

TEST PIT NUMBER AND LOCATION

LEGEND

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APPENDIX A Field Explorations


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Project No. 90289.000 A-1

APPENDIX A – FIELD EXPLORATIONS A1.0 GENERAL PBS explored the subsurface conditions at the project site by excavating six test pits to depths ranging from 12 to 15 feet bgs and four CPTs to depths of 12 to 23 feet bgs. The approximate locations of the explorations are shown on Figure 2, Site Plan. The procedures and techniques used to excavate the test pits and advance the CPTs, collect samples, and other field techniques, are described in detail in the following paragraphs. Unless otherwise noted, all soil sampling and classification procedures followed local engineering practices that are in general accordance with relevant ASTM procedures. “General accordance” means that certain local and common drilling and descriptive practices and methodologies have been followed. A2.0 TEST PITS

A2.1 Excavation Six test pits were excavated to depths of about 12 to 15 feet bgs using a Hitachi Zaxis 210 tracked excavator with either a two-foot-wide or four-foot-wide bucket provided and operated by Johnson Rock. The excavations were observed by a member of the PBS geotechnical engineering staff who maintained a detailed log of the subsurface conditions and materials encountered during the course of the work. A2.2 Sampling Disturbed soil samples were taken in all test pit excavations. The samples were obtained throughout the excavation from the two- and four-foot-wide excavation bucket. The disturbed soil samples were examined by the PBS engineer and then sealed in plastic bags for further examination and testing in our laboratory. Within the top four feet of the test pits, prior to sampling, dynamic cone penetration (DCP) testing was completed a various depths in the test pits. DCP testing can be used to evaluate the relative density/consistency of soils. The DCP is a standardized cone driven into the subgrade soils with a 15 pound weight dropped 20 inches. The blow counts recorded for 1.75 inches of penetration is roughly equivalent to a standard penetration test (SPT) blow count (i.e., N-value). DCP test results are summarized on the logs presented in Appendix A. A2.3 Test Pit Logs The test pit logs show the various types of materials that were encountered in the excavations and the depths where the materials and/or characteristics of these materials changed, although the changes may be gradual. Where material types and descriptions changed between samples, the contacts were interpreted. The types of samples taken during excavation, along with their sample identification number, are shown to the right of the classification of materials. The natural water (moisture) contents are shown further to the right. Groundwater seepage was observed in all the test pits at varying depths, which is noted in the column to the right. The groundwater seepage observed is only reflective of conditions for the date of explorations and will vary from time to time during the year.

A3.0 MATERIAL DESCRIPTION Initially, samples were classified visually in the field. Consistency, color, relative moisture, degree of plasticity, and other distinguishing characteristics of the soil samples were noted. The samples were later reexamined in the PBS laboratory, various standard classification tests were conducted, and the field classifications were modified where necessary. The terminology used in the soil classifications and other modifiers are defined in Table A-1, Terminology Used to Describe Soil.


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Project No. 90289.000 A-2

A4.0 CONE PENETROMETER TESTS (CPT)

A4.1 Field Procedures A total of four CPTs (designated as CPT-1 through CPT-4) were advanced by Oregon Geotechnical Explorations, Inc., at the site on July 14, 2015. CPTs were pushed to termination on cemented sand at depths of 12 to 23 feet bgs. Before the start of testing, the truck is jacked up and leveled on four pads to provide a stable reaction for the cone thrust. During the test, the instrumented cone is hydraulically pushed into the ground at the rate of approximately 2 centimeters per second (cm/s), and readings of cone tip resistance, sleeve friction, and pore pressure are digitally recorded every second. As the cone advances, additional cone rods are added such that a “string” of rods continuously advances through the soil. As the test progresses, the CPT operator monitors the cone resistance and its deviation from vertical alignment. For CPT soundings in which seismic data were collected, conventional CPT testing is temporarily halted at 2-meter intervals to collect seismic data. A seismograph integrated with the CPT is used to record the arrival time of seismic waves generated by striking a steel beam positioned at least 10 feet from the cone rods and coupled to the ground surface by the weight of the beam and operator to prevent the beam from moving when struck. Each side of the beam is struck several times, and each signal produced by a blow is closely examined for signal and noise content, after which the waveform is selected and the arrival time of the shear wave is picked and recorded. After a complete set of seismic data are recorded, the cone is advanced to the next depth, and the procedure is repeated until the hole is complete. A4.2 CPT Logs In general accordance with ASTM D5778, the vertical axis is designated for the depth, while the horizontal axis displays the magnitude of the test values recorded. Recorded values include tip and shaft resistance and pore pressure. Final plotting scales are determined after all the tests are completed, and take into consideration maximum test values and depths recorded for the project. This information is used to calculate the friction ratio and is correlated to material types, which are presented graphically in a column to the right. Soil type is determined as a function of the tip resistance and friction. Sand typically has higher tip resistances and lower friction ratios, while fine-grained soils exhibit proportionately lower tip resistances in relation to friction ratios.

Table A-1

Terminology Used to Describe Soil 1 of 2

Soil Descriptions

Soils exist in mixtures with varying proportions of components. The predominant soil, i.e., greater than 50 percent based upon total dry weight, is the primary soil type and is capitalized in our log descriptions, e.g., SAND, GRAVEL, SILT or CLAY. Lesser percentages of other constituents in the soil mixture are indicated by use of modifier words in general accordance with the Visual-Manual Procedure (ASTM D2488-06). “General Accordance” means that certain local and common descriptive practices have been followed. In accordance with ASTM D2488-06, group symbols (such as GP or CH) are applied on that portion of the soil passing the 3-inch (75mm) sieve based upon visual examination. The following describes the use of soil names and modifying terms used to describe fine- and coarse-grained soils.

Fine - Grained Soils (More than 50% fines passing 0.075 mm, #200 sieve)The primary soil type, i.e. SILT or CLAY is designated through visual – manual procedures to evaluate soil toughness, dilatency, dry strength, and plasticity. The following describes the terminology used to describe fine - grained soils, and varies from ASTM 2488 terminology in the use of some common terms.

Primary soil NAME, adjective and symbols Plasticity Description

Plasticity Index (PI)

SILTML & MH

CLAYCL & CH

ORGANICSILT & CLAY

OL & OHSILT Organic SILT Non-plastic 0 - 3SILT Organic SILT Low plasticity 4 - 10

SILT / ElasticSILT

Lean CLAY Organic clayey SILT Medium Plasticity 10 – 20

Elastic SILT Lean/Fat CLAY Organic silty CLAY High Plasticity 20 – 40Elastic SILT Fat CLAY Organic CLAY Very Plastic >40

Modifying terms describing secondary constituents, estimated to 5 percent increments, are applied as follows:

Description % CompositionWith sand; with gravel

(combined total greater than 15% but less than 30%, modifier is whichever is greater)

15% to 30%

Sandy; or gravelly(combined total greater than 30% but less than

50%, modifier is whichever is greater)30% to 50%

Borderline Symbols, for example CH/MH, are used where soils are not distinctly in one category or where variable soil units contain more than one soil type. Dual Symbols, for example CL-ML, are used where two symbols are required in accordance with ASTM D2488.

Soil Consistency. Consistency terms are applied to fine-grained, plastic soils (i.e., PI > 7). Descriptive terms are based on direct measure or correlation to the Standard Penetration Test N-value as determined by ASTM D1586-84, as follows. Note, SILT soils with low to non-plastic behavior (i.e. PI < 7) are classified using relative density.

Consistency Term SPT N-value Unconfined Compressive Strength

tsf kPaVery soft Less than 2 Less than 0.25 Less than 24

Soft 2 – 4 0.25 - 0.5 24 - 48Medium stiff 5 – 8 0.5 - 1.0 48 – 96

Stiff 9 – 15 1.0 - 2.0 96 – 192Very stiff 16 – 30 2.0 - 4.0 192 – 383

Hard Over 30 Over 4.0 Over 383

Table A-1

Terminology Used to Describe Soil 2 of 2

Soil Descriptions Coarse - Grained Soils (less than 50% fines) Coarse-grained soil descriptions, i.e., SAND or GRAVEL, are based on that portion of materials passing a 3-inch (75mm) sieve. Coarse-grained soil group symbols are applied in accordance with ASTM D2488-06 based upon the degree of grading, or distribution of grain sizes of the soil. For example, well graded sand containing a wide range of grain sizes is designated SW; poorly graded gravel, GP, contains high percentages of only certain grain sizes. Terms applied to grain sizes follow.

Material Particle Diameter

Inches Millimeters

Sand (S) 0.003 - 0.19 0.075 - 4.8

Gravel (G) 0.19 - 3.0 4.8 - 75

Additional Constituents

Cobble 3.0 - 12 75 - 300

Boulder 12 - 120 300 - 3050 The primary soil type is capitalized, and the amount of fines in the soil are described as indicated by the following examples. Other soil mixtures will provide similar descriptive names.

Example: Coarse-Grained Soil Descriptions with Fines

5% to less than 15% fines (Dual Symbols)

15% to less than 50% fines

GRAVEL with silt, GW-GM Silty GRAVEL: GM

SAND with clay, SP-SC Silty SAND: SM Additional descriptive terminology applied to coarse-grained soils follow.

Example: Coarse-Grained Soil Descriptions with Other Coarse-Grained Constituents

Coarse-Grained Soil Containing Secondary Constituents

With sand or with gravel > 15% sand or gravel

With cobbles; with boulders Any amount of cobbles or

boulders. Cobble and boulder deposits may include a description of the matrix soils, as defined above. Relative Density terms are applied to granular, non-plastic soils based on direct measure or correlation to the Standard Penetration Test N-value as determined by ASTM D1586-84.

Relative Density Term SPT N-value

Very loose 0 - 4

Loose 5 - 10

Medium dense 11 - 30

Dense 31 - 50

Very dense > 50

Key To Test Pit and Boring Log Symbols

SAMPLING DESCRIPTIONS1

SPT

Drive

Sam

pler

Stan

dard

Pene

tratio

nTe

st

ASTM

D15

86Sh

elby

Tube

Push

Sam

pler

ASTM

D15

87

Spec

ializ

edDr

iveSa

mpl

ers

(Det

ails

Note

don

Logs

)Sp

ecia

lized

Drill

orPu

sh

Sam

pler

(Det

ails

Note

don

Logs

)

Gra

bSa

mpl

e

Rock

Corin

gIn

terv

alSc

reen

(Wat

eror

Air S

ampl

ing)

Wat

erLe

vel D

urin

g

Drilli

ng/E

xcav

atio

nW

ater

Leve

l Afte

rDr

illing

/Exc

avat

ion

LOG GRAPHICS

Geotechnical Testing/Acronym Explanations

noitadarG eveiSVEIS

retemorteneP tekcoPPPytisneD yrDDD stimiL grebrettATTA

retemorteneP enoC cimanyDPCDoitaR gniraeB ainrofilaCRBC

tnetnoC cinagrOCOenavroTROT

suludoM tneiliseRSERnoitadilosnoCNOC

raehS enaVSVraehS tceriDSD

P200 Percent Passing U.S. Standard No. 200 SievehtgnertS evisserpmoC denifnocnUCU

timiL yticitsalPLP ecafrus dnuorg woleBsgbxednI yticitsalPIP leveL aeS naeMLSM

timiL diuqiLLL

HYD Hydrometer Gradation

1Note: Details of soil and rock classification systems are available on request. Rev. 02/23/15

Lithology Boundary - separates distinct units(i.e. Fill, Alluvium, Bedrock Fm) (at approx.depth indicated)

Soil-Type or Material-TypeChange Boundary - separateschanges in soil-type and material-type within the samelitholgic unit (at approx.depth indicated)

SamplerType

SampleRecovery Sample

Interval

Instrumentation Detail Sampling SymbolsSoil and Rock

Well Pipe

Piezometer

Piezometer

Ground Surface

Well Cap

Bottom of Hole

Soil

or R

ock

Type

s

Well Seal

Well Screen

ryanw

Text Box

Table A-2

1.0

14.5

Difficult digging at 3 feet bgs.

Blocky excavated material at 5 feet bgs.

Slow seepage at 10 feet bgs.

P200 = 1%

DCP

DCP

P200

Topsoil (12 inches)

Medium dense brown-orange poorly-gradedSAND (SP); fine sand; moist.

light cementation below 3 feet bgs

DECOMPOSED SANDSTONE

Test pit terminated at 14.5 feet bgs.Backfilled with excavated material.

APPROX. TEST PIT TP-1 LOCATION:(See Site Plan)

0 50 100

MOISTURE CONTENT %

STATIC PENETROMETER

DYNAMIC CONE PENETROMETER

COMMENTS

Lat: 43.39397 Long: 43.39397

__T

ES

T P

IT L

OG

- 1

PE

R P

AG

E

9028

9.00

0_07

1615

_TP

1TO

TP

6_T

R.G

PJ

PB

S_D

AT

AT

MP

L_G

EO

.GD

T

P

RIN

T D

AT

E:

8/21

/15:

TJN

GR

AP

HIC

LOG

TEST PIT TP-1486 E StreetCoos Bay, Oregon 97420Phone: 541.266.8200Fax: 866.727.0140 PBS PROJECT NUMBER:

90289.000

DEPTHFEET

FIGURE A1LOGGED BY: T. RikliCOMPLETED: 7/13/15

COOS BAY, OREGON

Lines representing the interface between soil/rock units ofdiffering description are approximate only, inferred wherebetween samples, and may indicate gradual transition.

EXCAVATION METHOD: Excavator with 24" BucketEXCAVATED BY: Johnson Rock

TE

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Page 1 of 1

SWOCC - HEALTH AND SCIENCE BUILDING

MATERIAL DESCRIPTION

Surface Conditions: Grass and exposedtreet roots

S-1

S-2

S-3

0 50 1000.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

13

15

1.0

2.0

5.0

5.5

14.0

Rapid seepage at 5 feet bgs.

Blocky excavated material at 6 feet bgs.

P200 = 40%

P200 = 1%

P200DCP

DCP

P200

Topsoil (12 inches)

Very loose brown-gray silty SAND (SM);non-plastic; fine sand; moist.

Medium dense brown-orange poorly-gradedSAND (SP); fine sand; moist.

MARINE TERRACE

Gray sandy SILT (ML); low plasticity; finesand; moist.Brown-orange poorly-graded SAND (SP);fine sand; light to moderate cementation;moist.


becomes light brown

Test pit terminated at 14 feet bgs. Backfilledwith excavated material.


0 50 100

MOISTURE CONTENT %

STATIC PENETROMETER


COMMENTS

Lat: 43.39410 Long: 43.39410

__T

ES

T P

IT L

OG

- 1

PE

R P

AG

E

9028

9.00

0_07

1615

_TP

1TO

TP

6_T

R.G

PJ

PB

S_D

AT

AT

MP

L_G

EO

.GD

T

P

RIN

T D

AT

E:

8/21

/15:

TJN

GR

AP

HIC

LOG


90289.000

DEPTHFEET


COOS BAY, OREGON



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S-1

S-2

S-3

0 50 1000.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

4

15

0.3

1.0

5.0

6.0

13.5

Difficult digging at 6 feet bgs. Blockyexcavated material.

Moderate seepage at 9 feet bgs.

Moderate seepage at 12.5 feet bgs.

P200 = 41%

DCP

P200

Topsoil (4 inches)Brown-gray silty SAND (SM); non-plastic;fine sand; moist.Medium dense brown poorly-graded SAND(SP); fine sand; moist.

MARINE TERRACE

Brown-gray silty SAND (SM); non-plastic;fine sand; moist.

Brown-orange poorly-graded SAND (SP);fine sand; light to moderate cementation;moist.

becomes gray


becomes moist

becomes wet

Test pit terminated at 13.5 feet bgs.Backfilled with excavated material.


0 50 100

MOISTURE CONTENT %

STATIC PENETROMETER


COMMENTS

Lat: 43.39397 Long: 43.39397

__T

ES

T P

IT L

OG

- 1

PE

R P

AG

E

9028

9.00

0_07

1615

_TP

1TO

TP

6_T

R.G

PJ

PB

S_D

AT

AT

MP

L_G

EO

.GD

T

P

RIN

T D

AT

E:

8/21

/15:

TJN

GR

AP

HIC

LOG


90289.000

DEPTHFEET


COOS BAY, OREGON



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S-1

S-2

S-3

S-4

0 50 1000.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

13

1.0

4.0

8.0

9.0

12.0




P200 = 16%P200DCP

DCP

Topsoil (12 inches)

Loose gray silty SAND (SM); non-plastic;fine sand; moist.

MARINE TERRACE

Loose brown-orange poorly-graded SAND(SP); fine sand; moist.

light cementation below 6 feet bgs

Gray silty SAND (ML); non-plastic; fine sand;organics; moist.

Brown-orange poorly-graded SAND (SP);fine sand; light cementation; moist.




0 50 100

MOISTURE CONTENT %

STATIC PENETROMETER


COMMENTS

Lat: 43.39417 Long: 43.39417

__T

ES

T P

IT L

OG

- 1

PE

R P

AG

E

9028

9.00

0_07

1615

_TP

1TO

TP

6_T

R.G

PJ

PB

S_D

AT

AT

MP

L_G

EO

.GD

T

P

RIN

T D

AT

E:

8/21

/15:

TJN

GR

AP

HIC

LOG


90289.000

DEPTHFEET


COOS BAY, OREGON



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S-1

S-2

S-3

S-4

0 50 1000.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

8

8

0.7

4.0

8.0

9.5

15.0

Slow seepage at 5.5 feet bgs.


Moderate to rapid seepage at 14.5 feetbgs.

DCP

DCP

Topsoil (8 inches)

Loose brown-orange silty SAND (SM);non-plastic; fine sand; moist.

MARINE TERRACE

Medium dense brown poorly-graded SAND(SP); fine sand; moist.

Gray sandy SILT (ML); low plasticity; finesand; organics; moist to wet.

Brown-orange poorly-graded SAND (SP);fine sand; light cementation; moist to wet.




0 50 100

MOISTURE CONTENT %

STATIC PENETROMETER


COMMENTS

Lat: 43.39427 Long: 43.39427

__T

ES

T P

IT L

OG

- 1

PE

R P

AG

E

9028

9.00

0_07

1615

_TP

1TO

TP

6_T

R.G

PJ

PB

S_D

AT

AT

MP

L_G

EO

.GD

T

P

RIN

T D

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8/21

/15:

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GR

AP

HIC

LOG


90289.000

DEPTHFEET


COOS BAY, OREGON



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Page 1 of 1




S-1

S-2

S-3

S-4

0 50 1000.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

6

13

1.31.4

2.0

2.5

14.0


Slow seepage at 9 feet bgs.

P200 = 1%

DCP

DCP

P200

Brown silty SAND (SM) with gravel;non-plastic; fine sand; angular, coarsegravel; moist.

FILLAsphalt concrete (1.5 inches)Base course aggregate (7.5 inches)Medium dense brown-orange poorly-gradedSAND (SP-SM) with silt; non-plastic; finesand; light cementation; moist.Medium dense brown poorly-graded SAND(SP); fine sand; moist.

becomes light brown




0 50 100

MOISTURE CONTENT %

STATIC PENETROMETER


COMMENTS

Lat: 43.39402 Long: 43.39402

__T

ES

T P

IT L

OG

- 1

PE

R P

AG

E

9028

9.00

0_07

1615

_TP

1TO

TP

6_T

R.G

PJ

PB

S_D

AT

AT

MP

L_G

EO

.GD

T

P

RIN

T D

AT

E:

8/21

/15:

TJN

GR

AP

HIC

LOG


90289.000

DEPTHFEET


COOS BAY, OREGON


EXCAVATION METHOD: Excavator with 4' BucketEXCAVATED BY: Johnson Rock

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S-1

S-2

S-3

S-4

0 50 1000.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

14

13

Project: 73185 - SWOCC Health & Sciences Building - Alternative Site

PBS Engineering + Environmental4412 SW Corbett AvenuePortland, OR 97239http://www.pbsenv.com

Total depth: 14.76 ft, Date: 7/28/2015Surface Elevation: 0.00 ft

Coos Bay, Oregon

Coords: X:0.00, Y:0.00Cone Type: Uknown

Cone Operator: Uknown

CPT: 15053 CPT-1 Text File

Location:

Cone resistance qt

Tip resistance (tsf)600400200

Dep

th (

ft)

14 .5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.59

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

32.5

2

1.5

1

0.5

Cone resistance qt Pore pressure u

Pressure (psi)806040200

Dep

th (

ft)

14 .5

14

13.513

12.5

1211.5

11

10.510

9.5

98.5

8

7.57

6.5

65.5

5

4.5

43.5

3

2.52

1.5

10.5

0Pore pressure uFriction ratio

Rf (%)1086420

Dep

th (

ft)

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Friction ratio SBT Index

Ic SBT4321

Dep

th (

ft)

14

13 .5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

SBT Index Soil Behaviour Type

SBT (Robertson, 2010)181614121086420

Dep

th (

ft)

1 4 .5

1413.5

1312.5

1211.5

1110.5

109 .5

98 .5

87 .5

76 .5

65 .5

54 .5

43 .5

32 .5

21 .5

10 .5

Soil Behaviour TypeClay & silty clay

Silty sand & sandy silt

Clay & silty claySand & silty sandSand

Sand & silty sand


Clay & silty clay


Sand & silty sand

SandSand & silty sandSand

Sand & silty sand

Very dense/stif f soil

Sand & silty sand

SBT legend1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained

CPeT-IT v.1.7.6.42 - CPTU data presentation & interpretation software - Report created on: 7/29/2015, 9:30:54 AM 6Project file: L:\Projects\90000\90200-90299\90289_SWOCC Health Science Bldg\Geotech\Analysis\CPT\90289.000_CPT-IT.cpt

FIGURE A7




Coos Bay, Oregon




Location:

Cone resistance qt


Dep

th (

ft)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Pressure (psi)151050-5

Dep

th (

ft)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Rf (%)1086420

Dep

th (

ft)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Ic SBT4321

Dep

th (

ft)

22

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


SBT (Robertson, 2010)181614121086420

Dep

th (

ft)

2 2

21

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type


Clay & silty clayClay



Sand & silty sand

Silty sand & sandy siltClay

Sand & silty sand


2. Organic material









FIGURE A8




Coos Bay, Oregon




Location:

Cone resistance qt


Dep

th (

ft)

13 .5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Pressure (psi)50-5-10

Dep

th (

ft)

13 .5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Rf (%)1086420

Dep

th (

ft)

13 .5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Ic SBT4321

Dep

th (

ft)

13 .5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


SBT (Robertson, 2010)181614121086420

Dep

th (

ft)

1 3 .5

13

12.5

12

11.5

11

10.5

10

9.5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

2

1 .5

1

0 .5

Soil Behaviour Type

Silty sand & sandy siltClay & silty clay


Sand & silty sand

Silty sand & sandy siltClaySilty sand & sandy siltSand & silty sand

Sand

Sand & silty sand

Very dense/stif f soil


2. Organic material









FIGURE A9




Coos Bay, Oregon




Location:

Cone resistance qt


Dep

th (

ft)

11 .5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5


Pressure (psi)6420-2-4-6

Dep

th (

ft)

11 .5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Rf (%)1086420

Dep

th (

ft)

11 .5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5


Ic SBT4321

Dep

th (

ft)

11 .5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5


SBT (Robertson, 2010)181614121086420

Dep

th (

ft)

1 1 .5

11

10.5

10

9.5

9

8 .5

8

7 .5

7

6 .5

6

5 .5

5

4 .5

4

3 .5

3

2 .5

Soil Behaviour Type


Sand & silty sand

Silty sand & sandy siltClay & silty clay

Clay


Sand & silty sand


Sand & silty sand


2. Organic material









FIGURE A10

B-1

-2

0

5

10

15

0 200 400 600 800 1000 1200 1400 1600Depth, feet

Shear Wave Velocity, ft/sec


PROJECT # FIGURE

90289.000DATE

AUG 2015

SHEAR WAVE VELOCITY PROFILEA11SWOCC - HEALTH AND SCIENCES BUILDING - ALTERNATIVE SITE

COOS BAY, OREGON

20

25

30

Dep

CPT‐1 CPT‐2 CPT‐3 CPT‐4 Average

APPENDIX B Laboratory Testing


August 25, 2015

Project No. 90289.000 B-1

APPENDIX B – LABORATORY TESTING B1.0 GENERAL Samples obtained during the field explorations were examined in the PBS laboratory. The physical characteristics of the samples were noted and the field classifications were modified where necessary. During the course of examination, representative samples were selected for further testing. The laboratory testing program adopted for this investigation included a variety of tests to provide data for the various engineering studies. The testing program for the soil samples included standard classification tests, which consisted of visual examination, moisture contents, and grain-size analyses. The classification tests yield certain index properties of the soils important to an evaluation of soil behavior. The testing procedures and results of the tests are presented in the following paragraphs. Unless noted otherwise, all test procedures are in general accordance with applicable ASTM standards. “General accordance” means that certain local and common descriptive practices and methodologies have been followed. B2.0 CLASSIFICATION TESTS

B2.1 Visual Classification The soils were classified in accordance with the Unified Soil Classification System with certain other terminology, such as the relative density or consistency of the soil deposits, in general accordance with engineering practice. In determining the soil type (that is, gravel, sand, silt, or clay) the term that best described the major portion of the sample is used. Modifying terminology to further describe the samples is defined in Terminology Used to Describe Soil in Appendix A.

B2.2 Moisture (Water) Contents Natural moisture content determinations were made on samples of the fine-grained soils (that is, silts and silty sands). The natural moisture content is defined as the ratio of the weight of water to dry weight of soil, expressed as a percentage. The results of the moisture content determinations are presented on the logs of the test pits in Appendix A. B2.3 Atterberg Limits Atterberg limits testing was performed on sample S-3 from test pit TP-4. The results of the Atterberg limits test indicated that the sample was non-plastic, and the log of the test pit, Figure A4, was adjusted accordingly.

B2.4 Grain-Size Analyses (P200 Wash) No. 200 wash (P200) analyses were completed on samples to determine the portion of soil samples passing the No. 200 Sieve (i.e., silt and clay). The results of the P200 test results are presented on the logs of the test pits, Appendix A, Figures A1 through A6.

01-1000 - Page 1


SECTION 01-1000SUMMARY

PART 1 GENERAL1.01 PROJECT

A. Project Name: Southwestern Oregon Community College - Umpqua Hall Health & ScienceTechnology Building - Site Clearing & Building Demo Package.

B. Owner's Name: Southwestern Oregon Community College.C. Architect's Name: HGE, INC., Architects, Engineers & Planners.D. Work for includes tree falling, tree removal, tree stump/root wad removal, and subsequent

compacted engineered fill. Work also includes metal building and slab/foundation removal andrelated work as described in the Contract Documents. Wlork is in preparation for the newUmpqua Hall Health & Science Technology Building.

1.02 CONTRACT DESCRIPTIONA. Contract Type: A single prime contract based on a Stipulated Price. Contractor required to

provide breakout of costs per the following items:1. Work as outlined in item 1.01, D. above.

1.03 OWNER OCCUPANCYA. Owner intends to continue to occupy adjacent portions of the project during the entire

construction period.B. Cooperate with Owner to minimize conflict and to facilitate Owner's operations.C. Schedule the Work to accommodate Owner occupancy.

1.04 CONTRACTOR USE OF SITE AND PREMISESA. Construction Operations: Limited to areas noted on Drawings. B. Arrange use of site and premises to allow:

1. Owner occupancy.2. Work by Others.3. Work by Owner.4. Use of site and premises by the public.

C. Provide access to and from site as required by law and by Owner:1. Do not obstruct roadways, sidewalks, or other public ways without authorization.

D. Time Restrictions:1. Limit conduct of especially noisy exterior work to the hours of 7 A.M. to 6 P.M., Monday to

Friday.PART 2 PRODUCTS - NOT USEDPART 3 EXECUTION - NOT USED

END OF SECTION

SUMMARY01-1000 - Page 2


01-3000 - Page 1


SECTION 01-3000ADMINISTRATIVE REQUIREMENTS

PART 1 GENERAL1.01 SECTION INCLUDES

A. Electronic document submittal service.B. Preconstruction meeting.C. Progress meetings.D. Construction progress schedule.E. Submittals for review, information, and project closeout.F. Number of copies of submittals.G. Submittal procedures.

1.02 RELATED REQUIREMENTSA. Document 00-7200 - General Conditions: Dates for applications for payment.B. Document 00-7200 - General Conditions: Duties of the Construction Manager.C. Section 01-7000 - Execution and Closeout Requirements: Additional coordination

requirements.D. Section 01780 - Closeout Submittals: Project record documents.

1.03 PROJECT COORDINATIONA. Project Coordinator: Construction Manager.B. Cooperate with the Project Coordinator in allocation of mobilization areas of site; for field offices

and sheds, for access, traffic, and parking facilities.C. During construction, coordinate use of site and facilities through the Project Coordinator.D. Comply with Project Coordinator's procedures for intra-project communications; submittals,

reports and records, schedules, coordination drawings, and recommendations; and resolution ofambiguities and conflicts.

E. Comply with instructions of the Project Coordinator for use of temporary utilities andconstruction facilities.

F. Coordinate field engineering and layout work under instructions of the Project Coordinator.G. Make the following types of submittals to Architect through the Project Coordinator:

1. Requests for interpretation.2. Requests for substitution.3. Shop drawings, product data, and samples.4. Test and inspection reports.5. Manufacturer's instructions and field reports.6. Applications for payment and change order requests.7. Progress schedules.8. Coordination drawings.9. Closeout submittals.

PART 2 PRODUCTS - NOT USEDPART 3 EXECUTION3.01 ELECTRONIC DOCUMENT SUBMITTAL SERVICE

A. All documents transmitted for purposes of administration of the contract are to be in electronic(PDF) format and transmitted via an Internet-based submittal service that receives, logs andstores documents, provides electronic stamping and signatures, and notifies addressees viaemail.

ADMINISTRATIVE REQUIREMENTS01-3000 - Page 2


1. Besides submittals for review, information, and closeout, this procedure applies torequests for information (RFIs), progress documentation, contract modification documents(e.g. supplementary instructions, change proposals, change orders), applications forpayment, field reports and meeting minutes, and any other document any participantwishes to make part of the project record.

2. Contractor and Architect are required to use this service.3. It is Contractor's responsibility to submit documents in PDF format.4. Subcontractors, suppliers, and Architect's consultants will be permitted to use the service

at no extra charge.5. Users of the service need an email address, Internet access, and PDF review software

that includes ability to mark up and apply electronic stamps (such as Adobe Acrobat,www.adobe.com, or Bluebeam PDF Revu, www.bluebeam.com), unless such softwarecapability is provided by the service provider.

6. Paper document transmittals will not be reviewed; emailed PDF documents will not bereviewed.

7. All other specified submittal and document transmission procedures apply, except thatelectronic document requirements do not apply to samples or color selection charts.

B. Submittal Service: The selected service is:1. To be determined.

C. Training: One, one-hour, web-based training session will be arranged for all participants, withrepresentatives of Architect and Contractor participating; further training is the responsibility ofthe user of the service.

D. Project Closeout: Architect will determine when to terminate the service for the project and isresponsible for obtaining archive copies of files for Owner.

3.02 PRECONSTRUCTION MEETINGA. Architect will schedule a meeting after Notice of Award.B. Attendance Required:

1. Owner.2. Architect.3. General Contractor, contractor's superintendent(s) and major subcontractors.

C. Agenda:1. Execution of Owner-Contractor Agreement.2. Submission of executed bonds and insurance certificates.3. Distribution of Contract Documents.4. Submission of list of Subcontractors, schedule of values, and progress schedule.5. Designation of personnel representing the parties to Contract, Owner and Architect.6. Procedures and processing of field decisions, submittals, substitutions, applications for

payments, proposal request, Change Orders, and Contract closeout procedures.7. Scheduling.

D. Record minutes and distribute copies within three days after meeting to participants, with twocopies to Architect, Owner, participants, and those affected by decisions made.

3.03 PROGRESS MEETINGSA. Schedule and administer meetings throughout progress of the Work at maximum monthly

intervals.B. Architect will make arrangements for meetings, prepare agenda with copies for participants,

preside at meetings.C. Attendance Required: Job superintendent, major Subcontractors and suppliers, Owner,

Architect, as appropriate to agenda topics for each meeting.D. Agenda:

1. Review minutes of previous meetings.2. Review of Work progress.



3. Field observations, problems, and decisions.4. Identification of problems that impede, or will impede, planned progress.5. Review of submittals schedule and status of submittals.6. Maintenance of progress schedule.7. Corrective measures to regain projected schedules.8. Planned progress during succeeding work period.9. Maintenance of quality and work standards.10. Effect of proposed changes on progress schedule and coordination.11. Other business relating to Work.

E. Record minutes and distribute copies within three days after meeting to participants, with copies to Architect, Owner, participants, and those affected by decisions made.

3.04 CONSTRUCTION PROGRESS SCHEDULEA. Submit updated schedule at each construction progress meeting.

3.05 SUBMITTALS FOR REVIEWA. When the following are specified in individual sections, submit them for review:

1. Product data.2. Shop drawings.3. Samples for selection.4. Samples for verification.

B. Submit to Architect for review for the limited purpose of checking for conformance withinformation given and the design concept expressed in the contract documents.

C. Samples will be reviewed only for aesthetic, color, or finish selection.D. After review, provide copies and distribute in accordance with SUBMITTAL PROCEDURES

article below and for record documents purposes described in Section 01-7800 - CloseoutSubmittals.

3.06 SUBMITTALS FOR INFORMATIONA. When the following are specified in individual sections, submit them for information as required

by respective specification sections:1. Design data.2. Certificates.3. Test reports.4. Inspection reports.5. Manufacturer's instructions.6. Other types indicated.

B. Submit for Architect's knowledge as contract administrator or for Owner. 3.07 SUBMITTALS FOR PROJECT CLOSEOUT

A. When the following are specified in individual sections, submit them at project closeout:1. Project record documents.2. Operation and maintenance data.3. Warranties.4. Bonds.5. Other types as indicated.

B. Submit for Owner's benefit during and after project completion.3.08 NUMBER OF COPIES OF SUBMITTALS

A. Documents: Submit one electronic copy in PDF format; an electronically-marked up file will bereturned. Create PDFs at native size and right-side up; illegible files will be rejected.

B. Documents for Project Closeout: Make 2 reproduction of submittal originally reviewed (threetotal project closeout documents).



C. Samples: Submit the number specified in individual specification sections; one of which will beretained by Architect.1. After review, produce duplicates.2. Retained samples will not be returned to Contractor unless specifically so stated.

3.09 SUBMITTAL PROCEDURESA. Shop Drawing Procedures:B. Transmit each submittal with approved form.C. Sequentially number the transmittal form. Revise submittals with original number and a

sequential alphabetic suffix.D. Identify Project, Contractor, Subcontractor or supplier; pertinent drawing and detail number, and

specification section number, as appropriate on each copy.E. Apply Contractor's stamp, signed or initialed certifying that review, approval, verification of

Products required, field dimensions, adjacent construction Work, and coordination ofinformation is in accordance with the requirements of the Work and Contract Documents.

F. Schedule submittals to expedite the Project, and coordinate submission of related items.G. For each submittal for review, allow 15 days excluding delivery time to and from the Contractor.H. Identify variations from Contract Documents and Product or system limitations that may be

detrimental to successful performance of the completed Work.I. Provide space for Contractor and Architect review stamps.J. When revised for resubmission, identify all changes made since previous submission.K. Distribute reviewed submittals as appropriate. Instruct parties to promptly report any inability to

comply with requirements.L. Submittals not requested will not be recognized or processed.

END OF SECTION

01-5000 - Page 1


SECTION 01-5000TEMPORARY FACILITIES AND CONTROLS


A. Temporary sanitary facilities.B. Temporary Controls: Barriers, enclosures, and fencing.C. Waste removal facilities and services.

1.02 RELATED REQUIREMENTSA. Section 01-5500 - Vehicular Access and Parking.

1.03 TEMPORARY SANITARY FACILITIESA. Provide and maintain required facilities and enclosures. Provide at time of project mobilization.B. Maintain daily in clean and sanitary condition.

1.04 BARRIERSA. Provide barriers to prevent unauthorized entry to construction areas, to prevent access to areas

that could be hazardous to workers or the public and to protect existing facilities and adjacentproperties from damage from construction operations .

1.05 WASTE REMOVALA. Provide waste removal facilities and services as required to maintain the site in clean and

orderly condition.B. Provide containers with lids. Remove trash from site periodically.C. If materials to be recycled or re-used on the project must be stored on-site, provide suitable

non-combustible containers; locate containers holding flammable material outside the structureunless otherwise approved by the authorities having jurisdiction.


END OF SECTION

TEMPORARY FACILITIES AND CONTROLS01-5000 - Page 2


01-5500 - Page 1


SECTION 01-5500VEHICULAR ACCESS AND PARKING


A. Parking.B. Existing pavements and parking areas.C. Construction parking controls.D. Haul routes.E. Maintenance.F. Removal, repair.G. Mud from site vehicles.

PART 2 PRODUCTSPART 3 EXECUTION3.01 PREPARATION

A. Clear areas, provide surface and storm drainage of road, parking, area premises, and adjacentareas.

3.02 PARKINGA. Use of designated areas of existing parking facilities by construction personnel is permitted.B. Do not allow heavy vehicles or construction equipment in parking areas.C. Arrange for temporary parking areas to accommodate use of construction personnel.

3.03 CONSTRUCTION PARKING CONTROLA. Control vehicular parking to prevent interference with public traffic and parking, access by

emergency vehicles, and Owner's operations.B. Monitor parking of construction personnel's vehicles in existing facilities. Maintain vehicular

access to and through parking areas.C. Prevent parking on or adjacent to access roads or in non-designated areas.

3.04 HAUL ROUTESA. Confine construction traffic to designated haul routes.B. Provide traffic control at critical areas of haul routes to regulate traffic, to minimize interference

with public traffic.C. Haul routes/fire access to remain open at all times.

3.05 MAINTENANCEA. Maintain traffic and parking areas in a sound condition free of excavated material, construction

equipment, products, mud, snow, and ice.B. Maintain existing paved areas used for construction; promptly repair breaks, potholes, low

areas, standing water, and other deficiencies, to maintain paving and drainage in original, orspecified, condition.

3.06 REMOVAL, REPAIRA. Repair existing facilities damaged by use, to original condition.B. Repair damage caused by installation.

3.07 MUD FROM SITE VEHICLESA. Provide means of removing mud from vehicle wheels before entering streets.

END OF SECTION

VEHICULAR ACCESS AND PARKING01-5500 - Page 2


01-5713 - Page 1


SECTION 01-5713TEMPORARY EROSION AND SEDIMENT CONTROL


A. Prevention of erosion due to construction activities.B. Prevention of sedimentation of waterways, open drainage ways, and storm and sanitary sewers

due to construction activities.C. Restoration of areas eroded due to insufficient preventive measures.D. Compensation of Owner for fines levied by authorities having jurisdiction due to non-compliance

by Contractor.1.02 RELATED REQUIREMENTS

A. Section 31-100031-1000 - Tree Removal1.03 REFERENCE STANDARDS

A. ASTM D4355/D4355M - Standard Test Method for Deterioration of Geotextiles by Exposure toLight, Moisture and Heat in a Xenon Arc Type Apparatus; 2014.

B. ASTM D4491 - Standard Test Methods for Water Permeability of Geotextiles by Permittivity;1999a (Reapproved 2014).

C. ASTM D4533 - Standard Test Method for Trapezoid Tearing Strength of Geotextiles; 2011.D. ASTM D4632/D4632M - Standard Test Method for Grab Breaking Load and Elongation of

Geotextiles; 2015a.E. ASTM D4751 - Standard Test Method for Determining Apparent Opening Size of a Geotextile;

2012.F. ASTM D4873 - Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls

and Samples; 2002 (Reapproved 2009).G. EPA (NPDES) - National Pollutant Discharge Elimination System (NPDES), Construction

General Permit; Current Edition.1.04 PERFORMANCE REQUIREMENTS

A. Comply with all requirements of U.S. Environmental Protection Agency and Oregon Departmentof Environmental Quality (DEQ) for erosion and sedimentation control, as specified for theNational Pollutant Discharge Elimination System (NPDES), Phases I and II, under requirementsfor the 2003 Construction General Permit (CGP), whether the project is required by law tocomply or not.

B. Timing: Put preventive measures in place as soon as possible after disturbance of surfacecover and before precipitation occurs.

C. Storm Water Runoff: Control increased storm water runoff due to disturbance of surface coverdue to construction activities for this project.1. Prevent runoff into storm and sanitary sewer systems, including open drainage channels,

in excess of actual capacity or amount allowed by authorities having jurisdiction, whicheveris less.

2. Anticipate runoff volume due to the most extreme short term and 24-hour rainfall eventsthat might occur in 25 years.

D. Erosion On Site: Minimize wind, water, and vehicular erosion of soil on project site due toconstruction activities for this project.1. Control movement of sediment and soil from temporary stockpiles of soil.2. Prevent development of ruts due to equipment and vehicular traffic.3. If erosion occurs due to non-compliance with these requirements, restore eroded areas at

no cost to Owner.

TEMPORARY EROSION AND SEDIMENT CONTROL01-5713 - Page 2


E. Erosion Off Site: Prevent erosion of soil and deposition of sediment on other properties causedby water leaving the project site due to construction activities for this project.1. Prevent windblown soil from leaving the project site.2. Prevent tracking of mud onto public roads outside site.3. Prevent mud and sediment from flowing onto sidewalks and pavements.4. If erosion occurs due to non-compliance with these requirements, restore eroded areas at

no cost to Owner.F. Sedimentation of Waterways On Site: Prevent sedimentation of waterways on the project site,

including rivers, streams, lakes, ponds, open drainage ways, storm sewers, and sanitarysewers.1. If sedimentation occurs, install or correct preventive measures immediately at no cost to

Owner; remove deposited sediments; comply with requirements of authorities havingjurisdiction.

2. If sediment basins are used as temporary preventive measures, pump dry and removedeposited sediment after each storm.

G. Sedimentation of Waterways Off Site: Prevent sedimentation of waterways off the project site,including rivers, streams, lakes, ponds, open drainage ways, storm sewers, and sanitarysewers.1. If sedimentation occurs, install or correct preventive measures immediately at no cost to

Owner; remove deposited sediments; comply with requirements of authorities havingjurisdiction.

H. Open Water: Prevent standing water that could become stagnant.I. Maintenance: Maintain temporary preventive measures until permanent measures have been

established.PART 2 PRODUCTS2.01 MATERIALS

A. Mulch: Use one of the following as required:1. Straw or hay.2. Wood waste, chips, or bark.

B. Silt Fence Fabric: Polypropylene geotextile resistant to common soil chemicals, mildew, andinsects; non-biodegradable; in longest lengths possible; fabric including seams with thefollowing minimum average roll lengths:1. Average Opening Size: 30 U.S. Std. Sieve, maximum, when tested in accordance with

ASTM D4751.2. Permittivity: 0.05 sec^-1, minimum, when tested in accordance with ASTM D4491.3. Ultraviolet Resistance: Retaining at least 70 percent of tensile strength, when tested in

accordance with ASTM D4355/D4355M after 500 hours exposure.4. Tensile Strength: 100 lb-f, minimum, in cross-machine direction; 124 lb-f, minimum, in

machine direction; when tested in accordance with ASTM D4632/D4632M.5. Elongation: 15 to 30 percent, when tested in accordance with ASTM D4632/D4632M.6. Tear Strength: 55 lb-f, minimum, when tested in accordance with ASTM D4533.7. Color: Manufacturer's standard, with embedment and fastener lines preprinted.

C. Silt Fence Posts: One of the following, minimum 5 feet long:1. Steel U- or T-section, with minimum mass of 1.33 lb per linear foot.2. Hardwood, 2 by 2 inches in cross section.

D. Biofilter Bags: Plastic mesh bags filled with clean 100% recycled wood waste.PART 3 EXECUTION3.01 EXAMINATION

A. Examine site and identify existing features that contribute to erosion resistance; maintain suchexisting features to greatest extent possible.

http://global.ihs.com/doc_detail.cfm?rid=BSD&document_name=ASTM%20D4751



















3.02 PREPARATIONA. Schedule work so that soil surfaces are left exposed for the minimum amount of time.

3.03 SCOPE OF PREVENTIVE MEASURESA. Storm Drain Drop Inlet Sediment Traps: As detailed on drawings.B. Soil Stockpiles: Protect using one of the following measures:

1. Cover with polyethylene film, secured by placing soil on outer edges.2. Cover with mulch at least 4 inches thickness of pine needles, sawdust, bark, wood chips,

or shredded leaves, or 6 inches of straw or hay.C. Mulching: Use only for areas that may be subjected to erosion for less than 6 months.

1. Wood Waste: Use only on slopes 3:1 or flatter; no anchoring required.3.04 INSTALLATION

A. Silt Fences:1. Store and handle fabric in accordance with ASTM D4873.2. Where slope gradient is less than 3:1 or barriers will be in place less than 6 months, use

nominal 16 inch high barriers with minimum 36 inch long posts spaced at 6 feet maximum,with fabric embedded at least 4 inches in ground.

3. Where slope gradient is steeper than 3:1 or barriers will be in place over 6 months, usenominal 28 inch high barriers, minimum 48 inch long posts spaced at 6 feet maximum,with fabric embedded at least 6 inches in ground.

4. Where slope gradient is steeper than 3:1 and vertical height of slope between barriers ismore than 20 feet, use nominal 32 inch high barriers with woven wire reinforcement andsteel posts spaced at 4 feet maximum, with fabric embedded at least 6 inches in ground.

5. Install with top of fabric at nominal height and embedment as specified.6. Do not splice fabric width; minimize splices in fabric length; splice at post only, overlapping

at least 18 inches, with extra post.7. Fasten fabric to wood posts using one of the following:

a. Four nails per post with 3/4 inch diameter flat or button head, 1 inch long, and 14gage, 0.083 inch shank diameter.

b. Five staples per post with at least 17 gage, 0.0453 inch wire, 3/4 inch crown width and1/2 inch long legs.

8. Fasten fabric to steel posts using wire, nylon cord, or integral pockets.9. Wherever runoff will flow around end of barrier or over the top, provide temporary splash

pad or other outlet protection; at such outlets in the run of the barrier, make barrier notmore than 12 inches high with post spacing not more than 4 feet.

B. Mulching Over Small and Medium Areas:1. Wood Waste: Apply 2 to 3inches depth.

3.05 MAINTENANCEA. Inspect preventive measures weekly, within 24 hours after the end of any storm that produces

0.5 inches or more rainfall at the project site, and daily during prolonged rainfall.B. Repair deficiencies immediately.C. Silt Fences:

1. Promptly replace fabric that deteriorates unless need for fence has passed.2. Remove silt deposits that exceed one-third of the height of the fence.3. Repair fences that are undercut by runoff or otherwise damaged, whether by runoff or

other causes.D. Clean out temporary sediment control structures weekly and relocate soil on site.E. Place sediment in appropriate locations on site; do not remove from site.






















































3.06 CLEAN UPA. Remove temporary measures after permanent measures have been installed, unless permitted

to remain by Architect.B. Clean out temporary sediment control structures that are to remain as permanent measures.C. Where removal of temporary measures would leave exposed soil, shape surface to an

acceptable grade and finish to match adjacent ground surfaces.END OF SECTION












01-7000 - Page 1


SECTION 01-7000EXECUTION AND CLOSEOUT REQUIREMENTS


A. Examination, preparation, and general installation procedures.B. Requirements for alterations work, including selective demolition, except removal, disposal,

and/or remediation of hazardous materials and toxic substances.C. Cleaning and protection.D. Closeout procedures, including Contractor's Correction Punch List, except payment procedures.

1.02 RELATED REQUIREMENTSA. Section 01-1000 - Summary: Work sequence; identification of salvaged and relocated

materials.B. Section 01-5713 - Temporary Erosion and Sediment Control: Additional erosion and

sedimentation control requirements.C. Section 01-7800 - Closeout Submittals: Project record documents, operation and maintenance

data, warranties and bonds.1.03 QUALIFICATIONS

A. For survey work, employ a land surveyor registered in the State in which the Project is locatedand acceptable to Architect. Submit evidence of Surveyor's Errors and Omissions insurancecoverage in the form of an Insurance Certificate.

1.04 COORDINATIONA. Coordinate scheduling, submittals, and work of the various sections of the Project Manual to

ensure efficient and orderly sequence of installation of interdependent construction elements,with provisions for accommodating items installed later.

B. Notify affected utility companies and comply with their requirements.C. In finished areas except as otherwise indicated, conceal pipes, ducts, and wiring within the

construction. Coordinate locations of fixtures and outlets with finish elements.D. Coordinate completion and clean-up of work of separate sections.E. After Owner occupancy of premises, coordinate access to site for correction of defective work

and work not in accordance with Contract Documents, to minimize disruption of Owner'sactivities.

PART 2 PRODUCTSPART 3 EXECUTION3.01 EXAMINATION

A. Verify that existing site conditions and substrate surfaces are acceptable for subsequent work. Start of work means acceptance of existing conditions.

B. Verify that existing substrate is capable of structural support or attachment of new work beingapplied or attached.

C. Examine and verify specific conditions described in individual specification sections.3.02 LAYING OUT THE WORK

A. Verify locations of survey flagging prior to starting work.B. Promptly notify Architect of any discrepancies discovered.C. Contractor shall locate and protect survey control and reference points.D. Protect survey control points prior to starting site work; preserve permanent reference points

during construction.

EXECUTION AND CLOSEOUT REQUIREMENTS01-7000 - Page 2


E. Promptly report to Architect the loss or destruction of any reference point or relocation requiredbecause of changes in grades or other reasons.

F. Replace dislocated survey control points based on original survey control. Make no changeswithout prior written notice to Architect.

G. Utilize recognized engineering survey practices.3.03 GENERAL INSTALLATION REQUIREMENTS

A. Make consistent texture on surfaces, with seamless transitions, unless otherwise indicated.B. Make neat transitions between different surfaces, maintaining texture and appearance.

3.04 PROGRESS CLEANINGA. Maintain areas free of waste materials, debris, and rubbish. Maintain site in a clean and orderly

condition.B. Collect and remove waste materials, debris, and trash/rubbish from site periodically and dispose

off-site; do not burn or bury.3.05 FINAL CLEANING

A. Clean site; sweep paved areas, rake clean landscaped surfaces.B. Remove waste, surplus materials, trash/rubbish, and construction facilities from the site;

dispose of in legal manner; do not burn or bury.3.06 CLOSEOUT PROCEDURES

A. Accompany Project Coordinator on preliminary inspection to determine items to be listed forcompletion or correction in the Contractor's Correction Punch List for Contractor's Notice ofSubstantial Completion.

B. Notify Architect when work is considered ready for Architect's Substantial Completioninspection.

C. Submit written certification containing Contractor's Correction Punch List, that ContractDocuments have been reviewed, work has been inspected, and that work is complete inaccordance with Contract Documents and ready for Architect's Substantial Completioninspection.

D. Conduct Substantial Completion inspection and create Final Correction Punch List containingArchitect's and Contractor's comprehensive list of items identified to be completed or correctedand submit to Architect.

E. Correct items of work listed in Final Correction Punch List and comply with requirements foraccess to Owner-occupied areas.

F. Notify Architect when work is considered finally complete and ready for Architect's SubstantialCompletion final inspection.

G. Complete items of work determined by Architect listed in executed Certificate of SubstantialCompletion.

END OF SECTION

01-7800 - Page 1


SECTION 01-7800CLOSEOUT SUBMITTALS


A. Project Record Documents.B. Warranties and bonds.

1.02 RELATED REQUIREMENTSA. Section 01-3000 - Administrative Requirements: Submittals procedures, shop drawings,

product data, and samples.B. Section 01-7000 - Execution and Closeout Requirements: Contract closeout procedures.C. Individual Product Sections: Warranties required for specific products or Work.

1.03 SUBMITTALSA. Project Record Documents: Submit documents to Architect with claim for final Application for

Payment.B. Operation and Maintenance Data:

1. Submit two copies of preliminary draft or proposed formats and outlines of contents beforestart of Work. Architect will review draft and return one copy with comments.

2. For equipment, or component parts of equipment put into service during construction andoperated by Owner, submit completed documents within ten days after acceptance.

3. Submit one copy of completed documents 15 days prior to final inspection. This copy willbe reviewed and returned after final inspection, with Architect comments. Revise contentof all document sets as required prior to final submission.

4. Submit two sets of revised final documents in final form within 10 days after finalinspection.

C. Warranties and Bonds:1. For equipment or component parts of equipment put into service during construction with

Owner's permission, submit documents within 10 days after acceptance.2. Make other submittals within 10 days after Date of Substantial Completion, prior to final

Application for Payment.3. For items of Work for which acceptance is delayed beyond Date of Substantial

Completion, submit within 10 days after acceptance, listing the date of acceptance as thebeginning of the warranty period.

PART 2 PRODUCTS - NOT USEDPART 3 EXECUTION3.01 PROJECT RECORD DOCUMENTS

A. Maintain on site one set of the following record documents; record actual revisions to the Work:1. Drawings.2. Specifications.3. Addenda.4. Change Orders and other modifications to the Contract.

B. Ensure entries are complete and accurate, enabling future reference by Owner.C. Store record documents separate from documents used for construction.D. Record information concurrent with construction progress.E. Specifications: Legibly mark and record at each product section description of actual products

installed, including the following:1. Changes made by Addenda and modifications.

F. Record Drawings and Shop Drawings: Legibly mark each item to record actual constructionincluding:

CLOSEOUT SUBMITTALS01-7800 - Page 2


1. Field changes of dimension and detail.2. Details not on original Contract drawings.3. Contractor to submit clean set of Drawings, transfering all changes that occurred during

construction from the working job set of Drawings to a clean set of Drawings. Submit toArchitect for review and approval.

END OF SECTION

02-4100 - Page 1


SECTION 02-4100DEMOLITION


A. Selective demolition of site elements (trees) for alteration purposes.B. Selective demolition of building elements for alteration purposes (metal building).

1.02 RELATED REQUIREMENTSA. Section 01-1000 - Summary: Limitations on Contractor's use of site and premises.B. Section 01-5000 - Temporary Facilities and Controls: Site fences, protective barriers, and

waste removal.C. Section 01-7000 - Execution and Closeout Requirements: Project conditions; protection of

bench marks, survey control points, and existing construction to remain; reinstallation ofremoved products.

D. Section 31-2323 - Fill: Filling holes, pits, and excavations generated as a result of removal operations.

1.03 SUBMITTALSA. See Section 01-3000 - Administrative Requirements, for submittal procedures.B. Site Plan: Showing:

1. Areas for temporary construction and field offices.C. Project Record Documents: Accurately record actual locations of capped and active utilities

and subsurface construction.PART 2 PRODUCTS -- NOT USEDPART 3 EXECUTION3.01 GENERAL PROCEDURES AND PROJECT CONDITIONS

A. Comply with applicable codes and regulations for demolition operations and safety of adjacentstructures and the public.1. Obtain required permits.2. Take precautions to prevent catastrophic or uncontrolled collapse of structures to be

removed; do not allow worker or public access within range of potential collapse ofunstable structures.

3. Provide, erect, and maintain temporary barriers and security devices.4. Conduct operations to minimize effects on and interference with adjacent structures and

occupants.5. Do not close or obstruct roadways or sidewalks without Owner approval.6. Conduct operations to minimize obstruction of public and private entrances and exits; do

not obstruct required exits at any time; protect persons using entrances and exits fromremoval operations.

7. Obtain written permission from owners of adjacent properties when demolition equipmentwill traverse, infringe upon or limit access to their property.

B. Do not begin removal until receipt of notification to proceed from Owner.C. Protect existing structures and other elements that are not to be removed.

1. Provide bracing and shoring.2. Prevent movement or settlement of adjacent structures.3. Stop work immediately if adjacent structures appear to be in danger.

3.02 SELECTIVE DEMOLITION FOR ALTERATIONSA. Drawings showing utilities are based on casual field observation and existing record documents

only.1. Verify that utility arrangements are as indicated.

DEMOLITION02-4100 - Page 2


2. Report discrepancies to Architect before disturbing existing installation.3. Beginning of demolition work constitutes acceptance of existing conditions that would be

apparent upon examination prior to starting demolition.B. Remove existing work as indicated and as required to accomplish new work.

1. Remove items indicated on drawings.C. Services (Including but not limited to Sanitary Sewer, Storm Drains, Water, HVAC, Plumbing,

Fire Protection, Electrical, and Telecommunications): Remove existing systems and equipmentas indicated.1. Maintain existing active systems that are to remain in operation; maintain access to

equipment and operational components.2. Where existing active systems serve occupied facilities but are to be replaced with new

services, maintain existing systems in service until new systems are complete and readyfor service.

3. Verify that abandoned services serve only abandoned facilities before removal.4. Remove abandoned pipe, ducts, conduits, and equipment; remove back to source of

supply where possible, otherwise cap stub and tag with identification.D. Protect existing work to remain.

1. Prevent movement of structure; provide shoring and bracing if necessary.2. Perform cutting to accomplish removals neatly and as specified for cutting new work.3. Repair adjacent construction and finishes damaged during removal work.4. Patch as specified for patching new work.

3.03 DEBRIS AND WASTE REMOVALA. Remove debris, junk, and trash from site.B. Leave site in clean condition, ready for subsequent work.C. Clean up spillage and wind-blown debris from public and private lands.

END OF SECTION

31-1000 - Page 1


SECTION 31-1000TREE REMOVAL


A. Tree and stump root wad removal.1.02 RELATED REQUIREMENTS

A. Section 01-1000 - Summary: Limitations on Contractor's use of site and premises.B. Section 01-5000 - Temporary Facilities and Controls: Site fences, security, protective barriers,

and waste removal.C. Section 01-5713 - Temporary Erosion and Sediment Control.D. Section 01-7000 - Execution and Closeout Requirements: Project conditions; protection of

bench marks, survey control points, and existing construction to remain; reinstallation ofremoved products.

E. Section 02-4100 - Demolition: Removal of built elements and utilities.F. Section 31-2323 - Fill: Filling holes, pits, and excavations generated as a result of removal

operations.PART 2 PRODUCTS2.01 MATERIALSPART 3 EXECUTION3.01 EXISTING UTILITIES AND BUILT ELEMENTS

A. Coordinate work with utility companies; notify before starting work and comply with theirrequirements; obtain required permits.

B. Protect existing utilities to remain from damage.C. Do not disrupt public utilities without permit from authority having jurisdiction.D. Protect existing structures and other elements that are not to be removed.E. Call for utility locates prior to digging and wait for location field marks.

3.02 VEGETATIONA. Scope: Remove trees and stumps as shown on the Drawings. Trees will be marked/flagged by

Owner.B. Do not remove or damage vegetation

3.03 DEBRISA. Remove debris, junk, and trash from site.B. Leave site in clean condition, ready for subsequent work.C. Clean up spillage and wind-blown debris from public and private lands.

END OF SECTION

TREE REMOVAL31-1000 - Page 2


31-2323 - Page 1


SECTION 31-2323FILL


A. Filling holes generated as a result of tree removal operations.1.02 RELATED REQUIREMENTS

A. Document, Geotechnical Engineering Report, Proposed New Health and Sciences Building -Alternative Site, Southwestern Community College, Coos Bay, Oregon by PBS Engineering &Environmental, August 25, 2015: Geotechnical report; bore hole locations, findings ofsubsurface materials, and recommendations.

B. Section 01-5713 - Temporary Erosion and Sediment Control: Slope protection and erosioncontrol.

1.03 DEFINITIONSA. Finish Grade Elevations: Match existing elevations.

1.04 REFERENCE STANDARDSA. ASTM D698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using

Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)); 2012.B. ASTM D1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the

Sand-Cone Method; 2007.C. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using

Modified Effort (56,000 ft-lbf/ft3 (2,700 kN m/m3)); 2012.D. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place by the

Rubber Balloon Method; 2008.E. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear

Methods (Shallow Depth); 2005.F. ASTM D6938 - Standard Test Method for In-Place Density and Water Content of Soil and

Soil-Aggregate by Nuclear Methods (Shallow Depth); 2010.G. ASTM D6938 - Standard Test Method for In-Place Density and Water Content of Soil and

Soil-Aggregate by Nuclear Methods (Shallow Depth); 2010.H. ODOT/APWA Standard Specifications or Oregon Standard Specifications (OSS) - State

standard specifications available at1.05 SUBMITTALS

A. Samples: 10 pounds sample of each type of fill; submit in air-tight containers to testinglaboratory.

B. Materials Sources: Submit name of imported materials source.C. Fill Composition Test Reports: Results of laboratory tests on proposed and actual materials

used, including manufactured fill.D. Compaction Density Test Reports.

1.06 DELIVERY, STORAGE, AND HANDLINGA. When necessary, store materials on site in advance of need.B. When fill materials need to be stored on site, locate stockpiles where indicated.

1. Separate differing materials with dividers or stockpile separately to prevent intermixing.2. Prevent contamination.3. Protect stockpiles from erosion and deterioration of materials.

FILL31-2323 - Page 2


PART 2 PRODUCTS2.01 FILL MATERIALS

A. General Fill - Fill Type Class A: Use native or common material excavated from within limits ofthe project, free from vegetation and other detrimental material and containing no frozenground. Maximum particle size shall be 3 inches. Engineer will make approval prior toplacement. Compact to at least 95 percent of the maximum dry density, as determined byASTM D 698.

B. Granular Fill - Fill Type Class B: Use high quality, dense-grade, 1"-0 crushed rock, with lessthan 5 percent passing the U.S. Standard No. 200 sieve, compact to at least 95 percent of themaximum dry density, as determined by ASTM D698. Class B Granular Fill shall conform toSection 02630 of ODOT/APWA 2008 Oregon Standard Specifications for Construction.

C. Structural Fill: Use high quality, clean, dense-grade 1-1/2"-0 crushed rock conforming to Section02630 of ODOT/APWA 2008 Oregon Standard Specifications for Construction. Compact to atleast 100 percent of the maximum dry density, as determined by ASTM D1557.

D. Sand - Fill Type Class C: Concrete angular sand; free of silt, clay, loam, friable or solublematerials, and organic matter.

E. Topsoil - Fill Type Class F: Topsoil excavated on-site, and/or borrow source.1. Unclassified.2. Graded.3. Free of roots, rocks larger than 1/2 inch, subsoil, debris, large weeds and foreign matter.4. Acidity range (pH) of 5.5 to 7.5.5. Containing a minimum of 4 percent and a maximum of 25 percent inorganic matter.

PART 3 EXECUTION3.01 EXAMINATION

A. Identify required lines, levels, contours, and datum locations.3.02 PREPARATION

A. Scarify, compact and proof roll subgrade surface to a depth of 6 inches to identify soft spots.B. Cut out soft areas of subgrade not capable of compaction in place. Backfill with Fill Type B.C. Compact subgrade to density equal to or greater than requirements for subsequent fill material.D. Until ready to fill, maintain excavations and prevent loose soil from falling into excavation.

3.03 FILLINGA. Fill to contours and elevations indicated using unfrozen materials.B. Employ a placement method that does not disturb or damage other work.C. Systematically fill to allow maximum time for natural settlement. Do not fill over porous, wet,

frozen or spongy subgrade surfaces.D. Maintain optimum moisture content of fill materials to attain required compaction density.E. Granular Fill: Place and compact materials in equal continuous layers not exceeding 8 inches

compacted depth.F. Soil Fill: Place and compact material in equal continuous layers not exceeding 8 inches

compacted depth.G. Slope grade away from building minimum 2 inches in 10 feet, unless noted otherwise. Make

gradual grade changes. Blend slope into level areas.H. Correct areas that are over-excavated.

1. Load-bearing foundation surfaces: Use structural fill, flush to required elevation,compacted to 95 percent of maximum dry density.

2. Other areas: Use Fill Type B, flush to required elevation, compacted to minimum 95percent of maximum dry density.



I. Reshape and re-compact fills subjected to vehicular traffic.3.04 FILL AT SPECIFIC LOCATIONS

A. Use general granular fill (Type B) unless otherwise specified or indicated.B. Structural Fill at Foundation and Holes Left by Stumps:

1. Location: All areas within 5 feet and inside of future building line.2. Use Fill Type Class B.3. Fill up to subgrade elevations.4. Maximum depth per lift: 8 inches, compacted.5. Minimum thickness: 12 inches.6. Compact to minimum 100 percent of maximum dry density per ASTM D1557.

C. At All Other Areas:1. Use Fill Type Class A as weather allow, or Type B.2. Fill up to 6 inches below finish grade elevations.3. Compact to 90 percent of maximum dry density.

3.05 TOLERANCESA. Top Surface of General Filling: Plus or minus 1/2 inch from required elevations.B. Top Surface of Filling Under Paved Areas: Plus or minus 1/4 inch from required elevations.

3.06 FIELD QUALITY CONTROLA. See Section 01-4000 - Quality Requirements, for general requirements for field inspection and

testing.B. Perform compaction density testing on compacted fill in accordance with ASTM D1556, ASTM

D2167, or ASTM D6938.C. When using the nuclear method of ASTM D6938, the gauge shall be field calibrated according

to ASTM standards.D. For general fill, Evaluate results in relation to compaction curve determined by testing

uncompacted material in accordance with ASTM D 698 ("standard Proctor").E. For "Structural Fill" evaluate results in relation to compaction curve determined in accordance

with ASTM D1557 ("modified proctor").F. If tests indicate work does not meet specified requirements, remove work, replace and retest.G. Frequency of Tests: For structural fill, tests shall be taken each day of production.

3.07 CLEANINGA. See Section 01-7419 - Construction Waste Management and Disposal, for additional

requirements.B. Remove unused stockpiled materials, leave area in a clean and neat condition. Grade stockpile

area to prevent standing surface water.END OF SECTION