Contract Documents for Reconfiguration of Route 10/258 Intersection at Benns Church Boulevard IFB #15-4110-18
CONTRACT DOCUMENTS
FOR
RECONFIGURATION OF ROUTE 10/258
INTERSECTION AT BENNS CHRUCH BOULEVARD
VDOT State Project Number: 0010-046-R10, C501
UPC # 98244
FHWA 534 No.: 12003
IFB # 15-4110-18
ISLE OF WIGHT COUNTY, VIRGINIA
MARCH, 2015
TABLE OF CONTENTS
ISLE OF WIGHT COUNTY, VIRGINIA
RECONFIGURATION OF ROUTE 10/258 INTERSECTION
AT BENNS CHURCH BOULEVARD
VDOT State Project Number: 0010-046-R10, C501
UPC # 98244
FHWA 534 No.: 12003
ISLE OF WIGHT IFB NO. 15-4110-18
Page
A. BIDDING REQUIREMENTS, CONTRACT FORMS,
AND CONDITIONS OF THE CONTRACT
Invitation to Bid 1 - 3
Instruction to Bidders 4 - 9
Bid Form 10 - 12
Schedule of Unit Prices 13 - 16
Bid Bond 17
Performance Bond 18 - 19
Payment Bond 20 - 21
Agreement 22 - 23
Hold Harmless Agreement 24
Certification of Funds and Other Approvals 25
Insurance Requirements 26 - 29
Additional Insured (Owners or Lessees) 30
Alternate Employer Endorsement 31
Application for Payment 32 - 33
Affidavit of Payment of Claims 34
Certificate of Substantial Completion 35
Statement of Surety Company 36
Contractor’s Release 37
Supplementary Conditions 38 - 39
Change Order Form 40
General Conditions 41 - 81
B. SPECIAL PROVISION COPIED NOTES (SPCNs), SPECIAL PROVISION (SPs) and
SUPPLEMENTAL SPECIFICATIONS (SSs)
— DIVISION I—GENERAL PROVISIONS — ..................................................................................... 1-1
(c100ai04) GENERAL PROJECT REQUIREMENTS, SSs, SPs, & SPCNs 9-5-13 (SPCN) ................ 1-2
(c100ll2) VDOT SSs, SPs & SPCNs 12-1-11 (SPCN) ............................................................................ 1-3
(c103i00) SECTION 103 AWARD AND EXECUTION OF CONTRACTS 11-20-13 (SPCN) ............ 1-5
(c105is1) SECTION 105.06 SUBCONTRACTING 5-15-08 (SPCN) .................................................... 1-6
S100B00 PROJECT COMMUNICATION AND DECISION MAKING Re. 7-08 ............................. 1-7
S107E03 VOLATILE ORGAN. COMPOUND (VOC) EMISSIONS CONTROL AREAS 12-18-13 . 1-11
S107G01 C-45–SWPPP GEN. PERMIT–CONTRACTOR & SUB. CERTIF. 2-19-09 ....................... 1-13
SS1D016 SUPP. DIVISION I—GENERAL PROVISIONS 10-8-13 ................................................... 1-14
— DIVISION II—MATERIALS — ........................................................................................................ 2-1
SS20802 SUPPLEMENTAL SECTION 208—SUBBASE AND AGGR BASE MATL 2-19-14 ......... 2-2
SS21111 SUPPLEMENTAL SECTION 211—ASPHALT CONCRETE 12-18-12 ............................... 2-3
SS21402 SUPPLEMENTAL SECTION 214—HYDRAULIC CEMENT 1-28-08 .............................. 2-12
SS21501 SUPPLEMENTAL SECTION 215—HYDR. CEM. CONC. ADMIXTURES 1-28-08 ........ 2-13
SS21706 SUPPLEMENTAL SECTION 217—HYDRAULIC CEMENT CONCRETE 7-29-13 ........ 2-14
SS22101 SUPPLEMENTAL SECTION 221—GUARDRAIL 1-6-12 ................................................. 2-25
SS23203 SUPPLEMENTAL SECTION 232—PIPE AND PIPE ARCHES 5-17-12 ........................... 2-26
SS23802 SUPPLEMENTAL SECTION 238—ELEC. AND SIGNAL COMPONENTS 3-4-08 ........ 2-27
SS24503 SUPPLEMENTAL SECTION 245—GEOSYNTHETICS 4-30-13 ...................................... 2-29
SS24701 SUPPLEMENTAL SECTION 247—REFLECTIVE SHEETING 2-10-11 .......................... 2-31
— DIVISION III—ROADWAY CONSTRUCTION — ...............................................................3-1
(c302h00) SECTION 302.03(b) PRECAST DRAINAGE STRUCTURES 1-14-08 (SPCN) ................. 3-2
S302B00 RESTORE EXISTING PAVEMENT 12-14-08c .................................................................... 3-3
S302G02 FLOWABLE BACKFILL 3-11-10 .......................................................................................... 3-5
S310AM3 NONTRACKING TACK COAT 10-05-10c .......................................................................... 3-7
S315LM2 SURFACE PREP AND RESTORATION PRIOR TO PLANT MIX OVERLAY 2-2-11 .... 3-9
S315NM4 PLACEMENT OF ASPHALT CONCRETE OVERLAYS 9-27-11 ................................... 3-11
S315QM1 LIMITS OF MAINLINE OVERLAY AT INTERSECTIONS 7-28-10 .............................. 3-16
S315SM0 SEAL. CRACKS IN ASPH. CONC. SURF. OR HYD. CEM. CONC. PAVE. 8-1-10 ....... 3-18
SS30204 SUPPLEMENTAL SECTION 302—DRAINAGE STRUCTURES 3-14-13 ....................... 3-22
SS30305 SUPPLEMENTAL SECTION 303 – EARTHWORK 5-20-11c ............................................ 3-31
SS31508 SUPPLEMENTAL SECTION 315—ASPHALT CONCRETE PLACEMENT 10-22-12 .... 3-34
SU302001B PIPE REHABILITATION 12-11-13 ................................................................................. 3-44
SU302002A PIPE REPLACEMENT 2-28-13 ....................................................................................... 3-58
— DIVISION IV—BRIDGES AND STRUCTURES — ..............................................................4-1
SS40404 SUPPLEMENTAL SECTION 404—HYD. CEM. CONC. OPERATIONS 2-19-14 .............. 4-2
SS41401 SUPPLEMENTAL SECTION 414—RIPRAP 1-25-10 ........................................................... 4-4
— DIVISION V—INCIDENTAL CONSTRUCTION — ...........................................................5-1
S515B02 COLD PLANING (MILLING) ASPHALT CONCRETE OPERATIONS 10-1-12 ............... 5-2
SS51202 SUPPLEMENTAL SECTION 512—MAINTAINING TRAFFIC 6-11-09 ............................ 5-5
SS51401 SUPPLEMENTAL SECTION 514—FIELD OFFICE 3-6-09 ................................................. 5-7
SS51505 SUPPLEMENTAL SECTION 515—PLANING OR MILLING PAVEMENT 9-27-11 ........ 5-8
SS52200 SUPPLEMENTAL SECTION 522—PARTNERING 1-14-08 ............................................. 5-12
— DIVISION VI—ROADSIDE DEVELOPMENT — ........................................................................... 6-1
— DIVISION VII—TRAFFIC CONTROL DEVICES — ...........................................................7-1
SS70004 SUPPLEMENTAL SECTION 700—GENERAL 2-21-13 ...................................................... 7-2
SS70102 SUPPLEMENTAL SECTION 701—TRAFFIC SIGNS 1-22-09c .......................................... 7-9
SS70301 SUPPLEMENTAL SECTION 703—TRAFFIC SIGNALS 1-6-09 ...................................... 7-10
SS70401 SUPPLEMENTAL SECTION 704—PAVE. MARKINGS AND MARKERS 10-14-11 ..... 7-11
C. SPECIAL TECHNICAL SPECIFICATIONS
Environmental Permits
Geotechnical Investigation Report
END OF TABLE OF CONTENTS
INVITATION FOR BID
ISLE OF WIGHT COUNTY, VIRGINIA
RECONFIGURATION OF ROUTE 10/258 INTERSECTION
AT BENNS CHURCH BOULEVARD
15-4110-18
IFB #
VDOT State Project Number: 0010-046-R10, C501
UPC # 98244
FHWA 534 No.: 12003
2:00 p.m. local time, Tuesday April
The County of Isle of Wight, Virginia, shall accept sealed bids until
14, 2015
, for the Reconfiguration of Route 10/258 Intersection at Benns Church Boulevard project.
A non-mandatory pre-bid conference will be held at 2:00 p.m. on Tuesday March 31, 2015,
at the
General Services conference room located at 13048 Poor House Road, Isle of Wight, Va 23397. No one
will be admitted after 2:15 p.m.
Bids received prior to the opening time specified above shall be publicly opened and read aloud at the
specified opening time in the Budget & Finance Department, 17090 Monument Circle, Ste. 137, Isle of
Wight, Virginia 23397.
Bid Documents are open to public inspection at the offices of: Builders and Contractors Exchange, Inc.,
1118 Azalea Garden Road, Norfolk, VA 23502-5612.
Copies of Bidding Documents may be obtained at the office of Kimley-Horn and Associates, Inc., located
at 4500 Main Street, Suite 500, Virginia Beach, VA 23462 upon payment of $50.00 for each set. Only
complete sets can be purchased and are non-returnable. No refund or return of payment will be made.
Requests for information regarding technical matters on this project should be directed to Kimley-Horn
and Associates, Inc., 4500 Main Street, Suite 500, Virginia Beach, VA 23462, telephone number (757)
213-8600. Checks are written payable to “Kimley-Horn and Associates, Inc.”
Bids must be submitted on the designated Bid Form, completed in ink or typed, signed by an authorized
representative, delivered in a sealed opaque envelope bearing the bidder's name, address, evidence of
proper licensure as Class A General Contractor, project name, acceptance date and time. Revisions,
changes, and deletions contained in the bid documents must be initialed by the Bidder. Failure to comply
with this instruction may result in the Bid being deemed non-responsive.
Bids shall be submitted to Isle of Wight County, Virginia, Department of Budget and Finance, 17090
Monument Circle, Suite 137, Isle of Wight, Virginia 23397 not later than 2:00 p.m. local time of the
specified acceptance date; timely delivery is the sole responsibility of the bidder. The official time for the
bid acceptance deadline shall be as provided via local Verizon time as monitored by Department of
Budget and Finance. (Please note: Isle of Wight County is not in the “guaranteed delivery time” zone for
the various carriers.) Bids by telephone, telegraph or facsimile shall not be accepted. The County of Isle
of Wight, Virginia shall not be responsible for any cost incurred by the bidder in responding to this
Invitation to Bid or cost associated with the Bid award. All Bids shall become the property of the County
of Isle of Wight, Virginia.
Bidders should carefully examine the specifications and fully inform themselves to all conditions and
matters that could any way affect the cost thereof. Should a bidder find discrepancies in or omissions
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from the specifications or Invitation to Bid, or should be in doubt as to their meanings, he should notify
Lori Thacker at telephone number (757) 365-6273 and obtain written clarifications prior to submitting
any bids.
To request a copy of drawings, please contact Vincent Riccio with Kimley-Horn and Associates, Inc.
(757) 213-8600 orvince.riccio@kimley-horn.com.
All bids must be accompanied by a certified check or Bidder's Bond in the amount of 5% of the total bid;
Performance and Labor and Materials Bonds in the amount of 100% of the contract amount shall be
required when award is made.
No bid may be withdrawn for a period of 60 days after the date of opening of Bids except in accordance
with Section 2.2-4330 of the Code of Virginia, 1950, as amended. The Owner as Contracting Authority
has selected Procedure (i) of the above cited Section of the Code. The bidder will have two business days
after the opening of Bids within which to claim in writing any mistake as defined in said Section and
withdraw his Bid, provided such mistake can be proved from the Contractor's Work Papers.
Bids should be submitted in accordance with the attached specifications. Isle of Wight County in its sole
discretion shall determine if a vendor is qualified and acceptable.
This solicitation is being conducted under the provisions of 2.2-4304 of the Virginia Public Procurement
Act, “Cooperative Procurement”, as stated, a public body may purchase from another public body’s
contract even if it did not participate in the request for proposal, if the request for proposal specified that
the procurement was being conducted on behalf of other public bodies. If authorized by the Offeror(s), the
resultant contract(s) may be extended to any jurisdiction within the Commonwealth of Virginia to
purchase at contract prices in accordance with contract terms. Any jurisdiction using such contracts shall
place its own orders directly with the successful Contractor(s). Isle of Wight County acts only as the
Contracting Agent and is not responsible for placement of orders, payment or discrepancies of the
participating jurisdictions. It is the Contractor’s responsibility to notify the jurisdictions of the availability
of contract(s). Offeror’s desiring to offer to other jurisdictions under this clause shall so indicate in their
response.
In evaluating the Bids, the County shall consider the qualifications of the Bidders, whether or not the Bids
comply with the prescribed requirements, the performance schedule, and the bid price. If the Contract is
to be awarded, it will be awarded to the lowest responsive and responsible bidder as determined by the
County; the contract shall be awarded on a lump sum plus unit price basis. The final contract amount will
be adjusted accordingly, based on the actual quantity of the unit price items that have been installed upon
the completion of construction. It is the intent of Isle of Wight County to award this Contract to the
lowest responsive and responsible bidder.
The Contractor is prohibited from engaging in employment discrimination and must comply fully with
the provisions of Section 2.2-4311 of the Code of Virginia (1950), as amended. The County of Isle of
Wight does not discriminate on the basis of race, sex, age, handicap, national origin or faith/religious
affiliation.
During the performance of this contract, the contractor agrees to (i) provide a drug-free workplace for the
contractor's employees; (ii) post in conspicuous places, available to employees and applicants for
employment, a statement notifying employees that the unlawful manufacture, sale, distribution,
dispensation, possession, or use of a controlled substance or marijuana is prohibited in the contractor's
workplace and specifying the actions that will be taken against employees for violations of such
prohibition; (iii) state in all solicitations or advertisements for employees placed by or on behalf of the
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contractor that the contractor maintains a drug-free workplace; and (iv) include the provisions of the
foregoing clauses in every subcontract or purchase order of over $10,000, so that the provisions will be
binding upon each subcontractor or vendor. For the purposes of this section, “drug-free workplace”
means a site for the performance of work done in connection with a specific contract awarded to a
contractor, the employees of whom are prohibited from engaging in the unlawful manufacture, sale,
distribution, dispensation, possession or use of any controlled substance or marijuana during the
performance of the contract.
The right is reserved, as the best interest of the County may require, to revise or amend these
specifications prior to the date set for receipt of bids. That date may be delayed if deemed necessary by
the County. Any revisions and/or amendments will be in the form of an addendum to this document.
By submitting their bid, bidders certify that their bids are made without collusion or fraud and that they
have not offered or received any kickbacks or inducements from any other bidder, supplier, manufacturer
or subcontractor in connection with their bid, and that they have not conferred on any public employee
having official responsibility for this procurement transaction any payment, loan, subscription, advance,
deposit of money, service or anything of more than nominal value, present or promised, unless
consideration of substantially equal or greater was exchanged.
By submitting their offer, offerors certify that they are not currently debarred by the Commonwealth of
Virginia or any county, city or town from submitting proposals on contracts for the type of goods and/or
service covered by this solicitation, nor are they an agent of any person or entity that is currently so
debarred.
The County of Isle of Wight, Virginia reserves the right to reject any and all bids, to waive any
informalities/technicalities in bids received, to negotiate should the lowest responsive and responsible bid
exceed budget limitations, and to accept the bid which may best serve the interest of the County.
Authorized by:
______________________________
Michael Terry
Director of Budget and Finance
END OF SECTION
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INSTRUCTIONS TO BIDDERS
ISLE OF WIGHT COUNTY, VIRGINIA
RECONFIGURATION OF ROUTE 10/258 INTERSECTION
AT BENNS CHURCH BOULEVARD
15-4110-18
IFB #
VDOT State Project Number: 0010-046-R10, C501
UPC # 98244
FHWA 534 No.: 12003
INTENT:
It is the intent of this specification to secure construction of the project entitled
Reconfiguration of Route 10/258 Intersection at Benns Church Boulevard, IFB # 15-4110-18; the extent
of project construction will be subject to the availability of funds. The Owner reserves the right to
negotiate accordingly should the lowest responsive and responsible bid exceed budget limitations.
CONSTRUCTION STANDARDS:
The Contractor will be responsible for complying with all
applicable building codes and standards and all construction materials and procedures shall comply to all
generally accepted industry standards. Construction standards shall include, but are not limited to the
latest edition, and all revisions thereto, of the following: Basic Building Code - Building Officials and
Code Administration, Virginia Uniform Statewide Building Code; Virginia Department of Transportation
(VDOT)- Road and Bridge Standards and Specifications; Isle of Wight County, Department of Public
Utilities Construction Specifications and Standards for Waterworks and Sanitary Sewerage Facilities.
Where conflicts occur with the VDOT Standards and the Specifications, the County Standards and the
requirements set forth herein, the VDOT Standards shall govern. Waiver of any requirements set forth by
the Standards is at the discretion of the Owner.
OWNER:
The word "Owner" is used to designate the Isle of Wight County, Virginia acting through the
properly authorized representative; "County" shall be synonymous with "Owner."
BID ACCEPTANCE:
Pursuant to the Invitation to Bid, sealed bids for performing the Work shall be
2:00 p.m. local time,
accepted by the Director of Budget and Finance untilTuesday April 14, 2015. The
official time for the bid acceptance deadline shall be as provided via local Verizon time as monitored by
the Department of Budget and Finance.
BID DOCUMENTS:
Bid Documents shall include: Invitation to Bid, Instruction to Bidders, Bid Form,
Bid Bond, Performance Bond, Payment Bond, Contract Forms, General Conditions, Supplementary
Conditions, Specifications, Drawings and Work Notes, other items as may be identified in the Table of
Contents, and Addenda.
Bid Documents are open to public inspection at the offices of: Builders and Contractors Exchange, Inc.,
1118 Azalea Garden Road, Norfolk, VA 23502-5612.
Copies of Bidding Documents may be obtained at the office of Kimley-Horn and Associates, Inc., located
at 4500 Main Street, Suite 500, Virginia Beach, VA 23462 upon payment of $50.00 for each set. Only
complete sets can be purchased and are non-returnable. No refund or return of payment will be made.
Requests for information regarding technical matters on this project should be directed to Vincent Riccio
with Kimley-Horn and Associates, Inc., 4500 Main Street, Suite 500, Virginia Beach, VA 23462,
telephone number (757) 213-8600. Checks are written payable to “Kimley-Horn and Associates, Inc.”
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STANDARD FORM REQUIREMENTS:
All Bids must be submitted on the Bid Form as furnished
with the written bid/contract documents or a photo-copy thereof. The Bid Form must be completed in
ink or by typewriter; all blank spaces relating to price, quality, quantity, or delivery/completion must be
filled in. The Bid Form must be signed in longhand by an authorized representative of the firm and fully
executed as specified herein. Modifications to the Bid will not be accepted by telephone, telegraph,
facsimile, or any means other than on notations on the Bid Form, or a properly executed supplement
thereto, which is delivered in a sealed envelope prior to the specified acceptance time. Revisions,
changes, deletions on the Bid Form must be initialed by the Bidder; supplemental documents which
modify the Bid must be signed by the Bidder. A single copy of the completed Bid Form shall be
submitted with the required Bid Security. Failure to comply with this instruction may make the Bid
subject to rejection as irregular.
BID PRICING:
Bids will be canvassed exactly in accordance with the estimate of quantities shown in
the Bid Form, Schedule of Unit Prices. Bids will be compared on the basis of a total computed price,
arrived at by taking the sum of the estimated quantities of each bid, multiplied by the corresponding unit
prices bid, including any lump sum bids on individual items. The summary or total of all item prices is
included in the Schedule of Prices for the purpose of convenience only in announcing an apparent low
bidder at the time opening and has no meaning otherwise. All bids are subject to review and checking for
accuracy by the County.
The unit and lump sum prices for various items in the bid shall include all costs required for the specified
work to be completed in accordance with the drawings and specifications, including all materials, labor,
equipment, tools, supervision, permits, fees, and related items, overhead and profit.
Bid price of each item may be stated in words and/or numerals. Should there be any discrepancy on the
Bid Form in the Bid Pricing, the Unit Price shall take precedence over the extended Amount; the price in
words shall take precedence over the numerical representation.
SUBSTITUTION OF MATERIALS AND EQUIPMENT:
Except to the extent superseded by Federal
Regulations, the offering of substitute materials and equipment will be governed by Section 2.2-4315 of
the Code of Virginia (1950, as amended). Prior to the "effective date of the Contract", Bidders are
restricted to the specific brand, make or manufacturer named.
The Contract, if awarded, will be on the basis of materials and equipment described on the Drawings
and/or in the Specifications without consideration of possible substitute of "or equal" items.
MINORITY BUSINESS ENTERPRISES:
In accordance with Sec. 2.2-4311 of the Code of Virginia,
(1950, as amended), employment discrimination by the Contractor is prohibited. Further, all individuals
or firms contracting with Isle of Wight County are encouraged to use minority business enterprises as
subcontractors and suppliers to the fullest extent possible in providing services or products to the County.
AUTHORIZED WORKERS:
Contractor shall employ only American Citizens and persons who are
authorized to work in the United States in accordance with the Immigration Reform and Control Act of
1986.
SUBCONTRACTORS:
The Bidder's attention is called to the requirement that not more than fifty
percent (50%) of the work shall be subcontracted and the amount of any subcontractors proposed by the
bidders in excess of ten percent (10%) of the bid price shall be identified on the Bid Form.
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BUSINESS LICENSE AND TAX:
The Contractor and all Subcontractors shall register with Isle of
Wight’s Commissioner of Revenue and shall be responsible for payment of all applicable license taxes.
SALES TAX
: The Contractor shall pay any and all sales taxes on materials. This Work may qualify for
exemption from the sales and use tax, pursuant to Section 58.1-600 et. seq. of the Code of Virginia (1950,
as amended). The Contractor will be required to obtain the necessary forms for claiming an exemption by
writing to the Department of Taxation, Post Office Box 6-L, Richmond, VA 23282.
BID GUARANTY:
All Bids shall be accompanied by a Bid Bond, certified check, or other acceptable
negotiable security executed by a surety company licensed to do business in the Commonwealth of
Virginia, as a guarantee that the Bid will not be withdrawn for a period of sixty (60) days after the bid
opening, and that the Bidder will enter into the contract for the Work and furnish the required Bonds. The
amount of the bid guaranty shall be equal to five percent (5%) of the total bid amount and shall be
payable to the Treasurer, Isle of Wight County, Virginia.
The successful Bidder, upon failure or refusal to enter into the Contract and/or to furnish the required
Performance Bond and Labor and Materials Bond within the time specified, shall pay to Isle of Wight
County as liquidated damages, an amount equal to the bid guaranty deposited with the Bid or a portion
thereof equal to the difference between the bid security and the next higher acceptable Bid.
The Owner shall release/return the Bid Bonds or certified check to all Bidders except the three (3)
apparent lowest responsive and responsible bids, within fifteen (15) days of the opening of Bids. The
remaining Bid Bonds or certified checks will be released/returned once the Contract has been executed by
the successful Bidder.
BIDDER QUALIFICATION:
Bidders must be responsible parties, regularly and practically engaged in
the installation of this class of work and in possession of a Class A contractor’s license as issued by the
state Board of Contractors and known to possess ample facilities for doing this work.
The Owner reserves the right to require the apparent low Bidder and/or his subcontractors to submit
information equivalent to AIA Document A305, "Contractor's Qualification Statement."
CERTIFICATE OF REGISTRATION:
The Bidder shall place on the outside of the envelope
containing his bid, and on the Bid Form over his signature, the following notation: "Registered Virginia
Contractor Number ."
VIRGINIA OCCUPATIONAL SAFETY AND HEALTH STANDARDS:
The apparent low Bidder
shall provide a statement of conformance with the Virginia Occupational Safety and Health Standards for
General Industry - Virginia Confined Space Standard - Section 1910.146, including the following
information:
Qualified persons who are trained to recognize and evaluate the hazards of a confined space;
Atmospheric testing instruments that can detect flammable gases, oxygen deficient atmospheres
and toxic materials; and evidence of the required entry permit system.
SITE INSPECTION AND CORRELATION OF BID DOCUMENTS:
Not later than seven (7) days
prior to the date set for acceptance of Bids, and prior to submitting a Bid, each Bidder must examine the
Bid Documents thoroughly; visit the site to familiarize himself with local conditions that may in any
manner affect cost, progress or performance of the Work; familiarize himself with Federal, State and local
6
laws, ordinance, rules and regulations that may in any manner affect the cost progress or performance of
the Work; and study and carefully correlate Bidder's observation with the Bid Documents.
The submission of a Bid will constitute an incontrovertible representation by the Bidder that he has
complied with every requirement of this section and that the Bid Documents are sufficient in scope and
detail to indicate and convey understanding of all terms and conditions for the performance of the Work.
DISCREPANCIES AND OMISSIONS:
Should a Bidder find discrepancies in or omissions from the
Bid Documents, or should he be in doubt as to their meaning, he shall make written request to Isle of
Wight County for interpretation or correction of any ambiguity, inconsistency, or error.
INTERPRETATIONS:
Replies shall be issued by Addenda mailed or delivered to all parties recorded
by Isle of Wight County as having received the Bid Documents. Questions received by the Isle of Wight
County less than seven (7) days prior to the date for acceptance of bids will not be answered.
Only questions answered by formal written Addenda will be binding. Oral and other interpretations or
clarifications will be without legal effect.
EXECUTION OF BID:
Bids by corporations must be executed in the corporate name by the president or
a vice-president (or other corporate office accompanied by evidence of authority to sign) and the
corporate seal must be affixed and attested by the secretary or an assistant secretary. The corporate
address and state of incorporation shall be shown below the signature.
Bids by partnerships must be executed in the partnership name and signed by a partner, whose title must
appear under the signature and the official address of the partnership must be shown below the signature.
Section 59.1-69 of the Code of Virginia (1950, as amended), requires contractors operating as a
partnership or under an assumed or fictitious name to file a certificate of ownership with the State
Corporation Commission and to appoint an attorney for service of process.
DELIVERY OF BID:
Each Bid must be submitted in a sealed opaque envelope, plainly marked with:
the Bidder's name, address, evidence of proper licensure as Class A General Contractor; project name,
and acceptance date. Bids shall be delivered to: County of Isle of Wight, Department of Budget and
Finance, Attn: Michael Terry, Director of Budget and Finance, 17090 Monument Circle, Suite 137, Post
Office Box 80, Isle of Wight County, Virginia 23397.
Timely delivery of the Bid shall be the sole responsibility of the Bidder. Bids must be received by the
2:00 p.m. local time,
office of the Department of Budget and Finance not later thanTuesday April 14,
2015. (Please note: Isle of Wight County is not in the “guaranteed delivery time” zone for the various
carriers.) Bids by telephone, telegraph or facsimile shall not be accepted.
If the Bid is sent through the mail or other delivery system, the Bid should be enclosed in a separate
sealed envelope with all required notations.
PUBLIC OPENING:
Pursuant to the Invitation to Bid, Bids shall be publicly opened and read aloud at
2:00 p.m. local time,
Tuesday April 14, 2015in the Budget and Finance Department located at 17090
Monument Circle, Suite 137, Isle of Wight, Virginia.
WITHDRAWAL OF BID DUE TO ERROR
: No Bids may be withdrawn for a period of sixty (60)
days from the date of Bid Opening unless in accordance with Section 2.2-4330 of the Code of Virginia
(1950, as amended), which allows a Bidder to withdraw his bid from consideration if the price bid was
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substantially lower than the other bids due solely to a mistake therein, provided the bid was submitted in
good faith and the mistake was a clerical mistake as opposed to a judgement mistake.
The Owner as Contracting Authority has selected Procedure (A)(i) of the above cited Section of the Code.
The bidder will have two (2) business days after the opening of Bids within which to claim in writing any
mistake as defined in said Section and withdraw his Bid, provided such mistake can be proved from the
Contractor's Work Papers.
REJECTION OF BID:
The Owner reserves the right to waive any informalities in bids received and/or
to reject any and all bids. Without limiting the generality of the foregoing, any Bid which is incomplete,
obscure, or irregular may be rejected; any Bid having interlineation, erasures, or corrections may be
rejected; any Bid accompanied by an insufficient or irregular certified check or Bid Bond may be
rejected.
No more than one bid from any individual, firm, partnership, or corporation, under the same or different
names, shall be submitted. Reasonable grounds for believing that any Bidder is interested in more than
one Bid on the same project will cause the rejection of all Bids in which the Bidder is interested.
DISQUALIFICATION OF BIDDER:
The Owner may, at his option, disqualify a bidder and reject his
bid for cause. Reasons deemed to be sufficient for this action shall include, but not be limited to, the
following:
Evidence of collusion among bidders.
Receipt of more than one bid on any project from an individual, or from a corporation.
This restriction does not apply to subcontractors.
Documented unacceptable or poor performance in the execution of work under previous
contracts with the Owner.
Default on any previous contract.
For unreasonable failure to complete a previous contract within the specified time or for
being in arrears on an existing contract without reasonable cause for being in arrears.
Inability to perform as revealed by an investigation of the Bidder's financial statement,
experience and/or plant and equipment.
ACCEPTANCE OF BID:
In evaluating the Bids, the Owner shall consider the qualifications of the Bidders,
whether or not the Bids comply with the prescribed requirements, and the bid price. If the Contract is to be
awarded, it will be awarded to the lowest responsive and responsible bidder, as determined by the Owner.
If the Contract is to be awarded, the Owner will give the Successful Bidder a Notice of Award within sixty
(60) days after the day of the Bid Opening.
EXECUTION OF CONTRACT:
Within ten (10) days of Notice of Award, the Successful Bidder shall sign
and deliver four (4) complete sets of Contract Documents to the Owner, including but not limited to: the
Contract, the Performance Bond, Labor and Materials Bond, Hold Harmless Agreement, and all necessary
Certificates and Endorsements of Insurance.
8
The Successful Bidder, upon failure or refusal to enter into the Contract and/or to furnish the required
Performance Bond, Labor and Materials Bond, and other required documents, within the time specified, shall
pay to Isle of Wight County as liquidated damages, an amount equal to the bid guaranty deposited with the
Bid.
The Owner shall return one set of Contract Documents, with authorizing signature of the Chairman of the
Board of Supervisors; no other act shall constitute the execution of the contract by the Owner.
PRE-CONSTRUCTION CONFERENCE AND PROGRESS SCHEDULE:
A Pre-Construction
Conference shall be held prior to issuance of Notice to Proceed; the Contractor shall provide the Owner
with a Progress Schedule and a schedule of anticipated monthly billing amounts. The schedule shall
show the sequence of operation of the several parts of the work and shall include details of placing of
orders, expected delivery, start of work for the several phases and other such items and how the contractor
proposes to execute this work to complete the project by the date set for completion. Upon approval, this
schedule shall not be altered without the consent of the owner.
Payment for percentage of construction completed as approved by the Contract Administrator of the
County will be made monthly in the County’s regular payable cycle, less a 5% retainage.
CHANGE ORDER
: It is the intent of the project that the lump sum shall provide for a total and complete
project. Any requests for change orders is subject to approval by a designated county representative. The
use of the unit price item will be subject to approval by a designated county representative.
NOTICE TO PROCEED:
After full execution of the contract and completion of the Pre-Construction
Conference, the Owner will issue a written Notice to Proceed. Any work performed prior to the issuance
of the Notice to Proceed shall be at the sole risk of the Contractor.
COMPLETION TIME:
All work contained in this project shall be completed within 240 calendar days
of the Notice to Proceed.
DRAWINGS:
The following Drawings accompany these specifications and are a part thereof. Drawings
are the property of the Owner, and shall not be used for any purpose other than that contemplated by the
contract documents.
END OF SECTION
9
IFB # 15-4110-18
ISLE OF WIGHT COUNTY, VIRGINIA
RECONFIGURATION OF ROUTE 10/258 INTERSECTION
AT BENNS CHURCH BOULEVARD
IFB # 15-4110-18
VDOT State Project Number: 0010-046-R10, C501
UPC # 98244
FHWA 534 No.: 12003
BID FORM
TO: Isle of Wight County, Virginia
Director of Budget and Finance
17090 Monument Circle, Suite 137
Post Office Box 80
Isle of Wight, Virginia 23397
RE:Isle of Wight County, Virginia
Reconfiguration of Route 10/258 Intersection at Benns Church Boulevard
Isle of Wight County IFB # 15-4110-18
The undersigned Bidder, , offers and agrees, if this
Bid is accepted, to enter into an Agreement with the Owner in the form included in the Contract
Documents to complete all Work as specified or indicated in the Contract Documents for the
Total Sum of ($ ).
Bidder agrees to begin the Work within ten (10) days of Notice to Proceed and that Final
Completion shall be within 240 calendar days of Notice to Proceed. In submitting this bid,
Bidder represents, as more fully set forth in the Bid Documents, that:
Bidder has examined copies of all the Bid Documents including the following Addenda
:
DateNumber
_____________
Bidder has examined the site and locality where the Work is to be performed, the legal
requirements (federal, State and local laws, ordinance, rules and regulations) and has made such
independent investigations as Bidder deems necessary to fully inform himself as to the conditions
affecting cost and progress of performance of the Work.
Bid shall remain valid for a minimum period of sixty (60) days after the day of Bid Opening;
Bidder agrees to disposition of Bid Security as specified in the Instruction to Bidders.
Unless otherwise offered or negotiated, payment will be made upon approval of invoices by
IOWC Department of General Services, with invoice terms of Net 30 days.
Rev. 09.08
10
IFB # 15-4110-18
Not more than fifty percent (50%) of the work shall be subcontracted and the amount of any
subcontractors proposed by the bidder in excess of ten percent (10%) of the bid price shall be
identified on the Bid Form.
Subcontractor: ___________________________________________________________
Subcontractor: ___________________________________________________________
Bidders shall provide a list of at least three (3) references (one each from the last three
construction projects) where construction project services have been provided. Each reference
shall include the name of the organization, the complete mailing address, the name of the contact
person and telephone number.
ORGANIZATIONADDRESSCONTACT PERSON/TELEPHONE
1._____________________________________________________________________________
2._____________________________________________________________________________
3._____________________________________________________________________________
To the extent the Contractor is organized as a stock or nonstock corporation, limited
liability company, business trust, or limited partnership or registered as a registered
limited liability partnership, such entity shall be authorized to transact business in the
Commonwealth as a domestic or foreign business entity by the State Corporation
Commission. Any such business entity shall not allow its existence to lapse or its
certificate of authority or registration to transact business in the Commonwealth to be
revoked or cancelled at any time during the term of this contract. The Owner may void
any contract with a business entity if the business entity fails to remain in compliance
with the provisions of Virginia Code Section 2.2-4311.2.
Any offeror organized or authorized to transact business in the Commonwealth
pursuant to Title 13.1 or Title 50 shall include in its proposal the identification
number issued to it by the State Corporation Commission.
State Corporation Commission Identification No:
___________________________________________
Any offeror that is not required to be authorized to transact business in the
Commonwealth as a foreign business entity under Title 13.1 or Title 50 or as otherwise
required by law shall include in its bid or proposal a statement describing why the bidder
or offeror is not required to be so authorized.
Rev. 09.08
11
IFB # 15-4110-18
Describe why the bidder or offeror is not required to be authorized by the State
Corporation Commission:
________________________________________________________________________
________________________________________________________________________
________________________________________________________________________
Bidder accepts all terms and conditions of the Contract Documents.
I certify by my signature below that I have received the documents associated with this Bid and
understand that the review for completeness of these documents and the understanding and
comprehension of the specifications is solely my responsibility; based on this, by my signature
below, I waive all rights to future claims against Isle of Wight County that the documents were
incomplete or not understandable.
My signature below certifies that this Bid is not the result of or affected by, any act of collusion
with another person or company engaged in the same line of business or commerce, or any act of
fraud punishable under Section 18.2-498.1 et. seq. of the Code of Virginia (1950, as amended).
Furthermore, I understand that fraudulent bidding is a crime under the Virginia Governmental
Frauds Act, the Virginia Government Bid Rigging Act, the Virginia Anti-Trust Act, and federal
law and can result in fines, prison sentences, and civil damage awards.
I certify that the bidder represented herein is eligible to bid with respect to all applicable sections
of State and Local Government Conflict of Interest Act, Section 2.2-3100 et. seq. of the Code of
Virginia (1950, as amended).
I agree to abide by all conditions of this Bid and certify that I am authorized to sign this Bid.
Signature ___ Date ____________________
Print Name & Title__________________________________________________________
Business Name ____________________________________________________________
Business Address________________________________________________________________
Phone Number________________________________ Fax No._________________________
E-Mail __________________________________________________________________
END OF SECTION
Rev. 09.08
12
SCHEDULE OF UNIT PRICES
PROJECT: Reconfiguration of Route 10/258 Intersection at Benns Church Boulevard
UPC # 98244
Isle of Wight IFB No.: 15-4110-18
ITEM
ITEM DESCRIPTIONQUANTITYUNIT UNIT PRICE IN FIGURES TOTAL ITEM PRICE IN FIGURES
NO.
EARTHWORK/PRELIMINARY SITE WORK
1Mobilization1LS
2Construction Surveying1LS
3Field Office Type I8MO
4Clearing and Grubbing4AC
5Regular Excavation16240CY
6Borrow Excavation2490CY
7Storm Water Management Basin Excavation8880CY
PAVEMENT
8Asphalt Concrete Type SM-12.5D7124TON
9Asphalt Concrete Type IM-19.0D3447TON
10Asphalt Concrete Base Course Type BM-25.0A4610TON
11Untreated Aggregate Type 1 No. 21A or 21B10421TON
12Geotextile Fabric (Subgrade Stabilization)15481SY
13Crusher Run Aggregate No. 25 or 2693TON
14Flexible Pavement Planing, 2" Depth16750SY
INCIDENTALS
15Comb. Curb & Gutter CG-7240LF
16Rad. Comb. Curb & Gutter CG-6115LF
17Rad. Camb. Curb & Gutter CG-7355LF
18Entrance Gutter CG-9D20SY
19CG-12 Detectable Warning Surface3SY
20Hydraulic Cement Concrete Sidewalk, 4"18SY
21Median Strip MS-1146SY
22Median Strip MS-1A69SY
23Median Strip MS-21500LF
24Guadrail GR-2315LF
25Radial Guardrail GR-270LF
26Guadrail GR-92EA
27Guardrail GR-112EA
DEMOLITION
28Obscure Pavement12.1UNIT
29Demolition of Pavement, Flexible1350SY
30Sawcut3500LF
DRAINAGE
31Storm Sewer Pipe 15"482LF
32Storm Sewer Pipe 18"130LF
3324" Concrete Pipe8LF
March, 201513
SCHEDULE OF UNIT PRICES
PROJECT: Reconfiguration of Route 10/258 Intersection at Benns Church Boulevard
UPC # 98244
Isle of Wight IFB No.: 15-4110-18
ITEM
ITEM DESCRIPTIONQUANTITYUNIT UNIT PRICE IN FIGURES TOTAL ITEM PRICE IN FIGURES
NO.
34Storm Sewer Pipe 24"58LF
35Storm Sewer Pipe 30"954LF
36Storm Sewer Pipe 36"140LF
37Elliptical Conc Pipe 34" x 22"62LF
38Elliptical Conc Pipe 38" x 24"727LF
3915" End Section, ES-12EA
4018" End Section, ES-12EA
4136" End Section, ES-11EA
42Concrete Class A3 Misc.22CY
43Reinforcing Steel5024LBS
44Endwall Pipe Grate EW-11 Type II24LF
45Endwall Pipe Grate EW-11 Type III72LF
46Endwall Grate and Frame EW-11A10EA
47Drop Inlet, DI-13EA
48Drop Inlet DI-3B, L=6'1EA
49Drop Inlet DI-3B, L=10'2EA
50Drop Inlet DI-3BB, L=12'1EA
51Drop Inlet DI-3BB, L=14'1EA
52Drop Inlet DI-3BB, L=16'1EA
53Drop Inlet DI-4B, L=10'1EA
54Drop Inlet DI-4C, L=12'1EA
55Drop Inlet DI-71EA
56Manhole MH-24LF
57Manhole MH-1 or 27LF
58Frame and Cover MH-13EA
59NS Modify Exist. Drop Inlet1EA
60Stormwater Management Drainage Structure5.5LF
SIGNING AND MARKING PLAN
61Type B, Class 1, Pavement Line Marking, 6"27305LF
62Type B, Class 1, Pavement Line Marking, 12"475LF
63Type B, Class 1, Pavement Line Marking, 24"493LF
64Pavement Message Marking, Elongated Arrow, Single41EA
65Pavement Message Marking, Elongated Arrow, Double3EA
66Sign Panel446SF
67Sign Post, STP-1, 2 1/2"252LF
68Concrete Foundation, STP-121EA
69Wood Sign Post 6" x 6"105LF
70NS Relocate Sign8EA
71NS Remove Sign7EA
March, 201514
SCHEDULE OF UNIT PRICES
PROJECT: Reconfiguration of Route 10/258 Intersection at Benns Church Boulevard
UPC # 98244
Isle of Wight IFB No.: 15-4110-18
ITEM
ITEM DESCRIPTIONQUANTITYUNIT UNIT PRICE IN FIGURES TOTAL ITEM PRICE IN FIGURES
NO.
SIGNAL DESIGN
72Controller (Controller and Cabinet Installed on Foundation)3EA
73Concrete Foundation, Standard CF-1, Traffic Control Cabinet3EA
74Pedestrian Push Button2EA
75MP-1 Signal Pole 30' w/ 30' Mast Arm and w/ 35' Mast Arm1EA
76MP-1 Signal Pole 30' w/ 45' Mast Arm1EA
77MP-1 Signal Pole 30' w/ 50' Mast Arm1EA
78MP-1 Signal Pole 30' w/ 60' Mast Arm2EA
79MP-1 Signal Pole 30' w/ 65' Mast Arm1EA
80MP-1 Signal Pole 30' w/ 70' Mast Arm2EA
81MP-1 Signal Pole 30' w/ 75' Mast Arm1EA
82MP-1 Signal Pole 30' w/ 80' Mast Arm1EA
Concrete Signal Pole Foundation, VDOT Standard PF-8, 2 Foundations, Benns
831LS
Church Blvd and Brewers Neck Blvd Intersection
Concrete Signal Pole Foundation, VDOT Standard PF-8, 4 Foundations, Brewers
1LS
84
Neck Blvd and Brewers Neck Extended Intersection
Concrete Signal Pole Foundation, VDOT Standard PF-8, 4 Foundations, Benns
1LS
85
Church Blvd and Brewers Neck Extended Intersection
862EA
Pedestrian Signal Head and Assembly, Countdown LED Hand/Man Symbol
87Traffic Signal Head Assembly, LED 1 Section 12"2EA
88Traffic Signal Head Assembly, LED 3 Section 12"33EA
89Traffic Signal Head Assembly, LED 5 Section 12"2EA
90Emergency Pre-emption Equipment, One-Way11EA
91Emergency Pre-emption Detector Cable2500LF
92Electrical Service, VDOT Standard SE-33EA
93Signal Junction Box, VDOT Standard25EA
94Conduit, PVC, 3"604LF
95Conduit, HDPE, 3", Bored2400LF
96Conduit, Metal, 3"200LF
97Conductor Cable, 1C/6 AWG1464LF
98Conductor Cable, 1C/14 AWG6147LF
99Conductor Cable, 2C/14 AWG Shielded6098LF
100Conductor Cable, 3C/14 AWG250LF
101Conductor Cable, 5C/14 AWG5100LF
102Conductor Cable, 7C/14 AWG200LF
103Conductor Cable, 1C/14 AWG9594LF
104Trench Excavation, EC-1804LF
105Sign Panel230SF
106VDOT Traffic Signal Construction Inspection1LS
107Ethernet Radio3EA
108Radio Antenna Cable530LF
March, 201515
SCHEDULE OF UNIT PRICES
PROJECT: Reconfiguration of Route 10/258 Intersection at Benns Church Boulevard
UPC # 98244
Isle of Wight IFB No.: 15-4110-18
ITEM
ITEM DESCRIPTIONQUANTITYUNIT UNIT PRICE IN FIGURES TOTAL ITEM PRICE IN FIGURES
NO.
EROSION AND SEDIMENT CONTROL
109Eros. Contr. Stone Cl. A1, EC-128TON
110Eros. Contr. Stone Cl. 1, EC-132TON
111Construction Entrance2EA
112Topsoil Class A4ACRE
113Regular Seed840LBS
114Overseeding840LBS
115Fertilizer (15-30-15)2TON
116Lime14TON
117Siltation Control Excavation1832CY
118Inlet Protection, Type A5EA
119Inlet Protection, Type B9EA
120Rock Check Dam27EA
121EC-2 Ditch Lining7920SY
122EC-3 Ditch Lining1980SY
123Mowing120HR
124Clay Liner 12"2600SY
125Temporary Silt Fence10000LF
TEMPORARY TRAFFIC CONTROL
126Allaying Dust200HR
127Group 2 Channelizing Devices30680DAY
128Type 3 Barricade20EA
129Electronic Arrow4500HR
130Truck Mounted Attenuator4500HR
131Portable Changeable Message Sign750HR
132Flagger Service300HR
133Police Flagger Service300HR
134Eradication of Existing Pavement Markings11500LF
135Construction Pavement Marking (TY. D) 4"2500LF
136Construction Pavement Marking (TY. D) 6"28210LF
137Construction Pavement Marking (TY. D) 24"217LF
138Construction Sign904SF
139Const Pave Mark Elong Arrow Single23EA
140Const Pave Mark Elong Arrow Double3EA
UTILITY
141Remove and Replace Exist. Fire Hydrant1EA
142Relocate Exist. Water Meter2EA
Total Bid
March, 201516
BID BOND
KNOW ALL PERSONS BY THESE PRESENTS, that we, the undersigned,
as Principal, and , as Surety, are hereby held and firmly
bound unto Isle of Wight County as Owner in the penal sum of
for payment of which, well and truly to be made, we hereby jointly and severally bind ourselves,
successors and assigns. Signed, this day of 2015. The condition of the above
obligation is such that whereas the Principal has submitted to Isle of Wight County a certain BID,
attached hereto and hereby made a part thereof to enter into an Agreement in writing, for the construction
of
NOW THEREFORE,
(a)If said BID shall be rejected, or
(b)If said BID shall be accepted and the Principal shall execute and deliver an Agreement in
the form attached hereto (properly completed in accordance with said BID) and shall
furnish a BOND for his faithful performance of said Agreement, and for the payment of
all persons performing labor or furnishing materials in connection therewith, and shall in
all respects perform the Agreement created by the acceptance of said BID,
then this obligation shall be void; otherwise the same shall remain in force and effect, it being expressly
understood and agreed that the liability of the Surety for any and all claims hereunder shall, in no event,
exceed the penal amount of this obligation as herein stated.
The Surety, for value received, hereby stipulates and agrees that the obligations of said Surety and its
Bond shall be in no way impaired or affected by any extension of the time within which the OWNER may
accept such BID; and said Surety does hereby waive notice of any such extension.
IN WITNESS WHEREOF, the Principal and the Surety have hereunto set their hands and seals, and such
of them as are corporations have caused their corporate seals to be hereto affixed and these presents to be
signed by their proper officers, the day and year first set forth above.
(L.S.)
Principal
Surety
BY:________________________________________
IMPORTANT - Surety companies executing BONDS must appear on the Treasury Department’s most
current list (Circular 570 as amended) and be authorized to transact business in the state where the project
is located.
END OF SECTION
17
PERFORMANCE BOND
Bond No._____________________
Amount: $_____________________
KNOW ALL PERSONS BY THESE PRESENTS, that _______________________________________
________________________________of __________________________________________________
, hereinafter called the Contractor and _________________________ a corporation duly
organized and existing under and by virtue of the laws of the State of _______________, hereinafter
called the Surety, and authorized to transact business within the Commonwealth of Virginia as the Surety,
are held and firmly bound unto Isle of Wight County, Virginia as Owner, in the sum of
_____________________________________________________dollars ($__________), lawful money
of the United States of America, for payment of which, well and truly be made to the Owner, the
Contractor and the Surety bind themselves and each of their heirs, executors, administrators, successors,
and assigns, jointly and severally, firmly by these presents as follows:
THE CONDITION OF THE ABOVE OBLIGATION IS SUCH THAT:
WHEREAS, the Contractor has executed and entered into a certain Agreement, hereto attached, with the
Owner dated ___________________, 2015, for
NOW THEREFORE, if the Contractor, and its successors and assigns, shall at all times duly, promptly,
and faithfully perform the Work and any alteration in or addition to the obligations of the Contractor
arising thereunder, including the matter of infringement, if any, of patents or other proprietary rights, and
shall assure all guarantees against defective workmanship and materials, including the guarantee period
following final completion by the Contractor and final acceptance by the Owner and comply with all the
covenants therein contained in the Specifications, Drawings, and other Contract Documents required to be
performed by the Contractor, in the manner and within the times provided in the Agreement, and shall
fully indemnify and save harmless the Owner from all costs and damage which it may suffer by reason or
failure to do so, and shall fully reimburse and repay it all outlay and expenses which it may incur in
making good any default, and reasonable counsel fees incurred in the prosecution of or defense of any
action arising out of or in connection with any such default, then this obligation shall be void; otherwise
to remain in full force and effect.
PROVIDED, HOWEVER, that the Surety, for value received, for itself and its successors and assigns,
hereby stipulates and agrees that no change, extension of time, alteration, or addition to the terms of the
Contract Documents or to the Work to be performed thereunder, or payment thereunder before the time
required therein, or waiver of any provision thereof, or assignment, subletting or transfer thereof or any
part thereof, shall in any way affect its obligation on this Bond, and it does hereby waive notice of any
such change, extension of time, alteration, addition to the terms of the Contract Documents or any such
payment, waiver, assignment, subcontract or transfer.
PROVIDED, FURTHER, that no final settlement between the Owner and the Contractor shall abridge the
right of any beneficiary hereunder, whose claim may be unsatisfied.
Whenever Contractor shall be declared by Owner to be in default under the Contract, the Owner having
performed Owner’s obligations thereunder, the Owner shall have the right, at its option, to require the
Surety to promptly proceed to remedy the default within 30 days of notice by proceeding or procuring
others to proceed with completing the Agreement with its terms and conditions; and all reserves, deferred
18
payments, and other funds provided by the Agreement to be paid to Contractor shall be paid to Surety at
the same times and under the same conditions as by the terms of that Agreement such fund would have
been paid to Contractor had the Agreement been performed by Contractor; and Surety shall be entitled to
such funds in preference to any assignee of Principal of any adverse claimant. Notwithstanding the
above, the Owner shall have the right, with the approval of the Surety which shall not be unreasonably
withheld, to take over and assume completion of the Agreement and be promptly paid in cash by the
Surety for the cost of such completion less the balance of the Contract price.
IN WITNESS WHEREOF, all above parties bounded together have executed this instrument this ____
day of ______________, 2015, the name and corporate seal of each corporate party being hereto affixed
and those presents duly signed by its undersigned representative, pursuant to authority of its governing
body.
CONTRACTOR
_________________________________
By:__________________________(Seal)
Name:________________________
Title: _________________________
____________________________
Attest
SURETY
__________________________________
By:__________________________(Seal)
____________________________
Attest
APPROVED AS TO FORM:____________________, 2015
_______________________________________________________
Owner by County Attorney
NOTE: Date of Bond shall not be prior to the date of the Agreement. If the Contractor is a partnership,
all partners shall execute the Bond.
IMPORTANT: The Surety named on this Bond shall be one who is licensed to conduct business in the
Commonwealth of Virginia, and named in the current list of Companies Holding Certificates of Authority
as Acceptable Sureties on Federal Bonds and as Acceptable Reinsuring Companies, as published in
Circular 570 (amended) by the Audit Staff Bureau of Accounts, U.S. Treasury Department. All Bonds
signed by an agent shall be accompanied by a certified copy of the authority to act for the Surety at the
time of signing of this Bond.
END OF SECTION
19
PAYMENT BOND
Bond No. _________________
Amount: __________________
KNOW ALL PERSONS BY THESE PRESENTS, that _________________________________
of _______________________ hereinafter called the Contractor and ____________________, a
corporation duly organized and existing under and by virtue of the laws of the State
_________________________, Virginia as the Surety, are held and firmly bound unto Isle of Wight
County, Virginia as Owner, in the sum of _________________________________ dollars
($_____________), lawful money of the United States of America, for payment of which, well and truly
be made to the Owner, the Contractor and the Surety bind themselves and each of their heirs, executors,
administrators, successors, and assigns, jointly and severally, firmly by these presents as follows:
THE CONDITION OF THE ABOVE OBLIGATION IS SUCH THAT:
WHEREAS, the Contractor has executed and entered into a certain Agreement, hereto attached, with the
Owner dated _______________, 2015, for ___________________________________
______________________________________________________________________________
______________________________________________________________________________
NOW THEREFORE, if the Contractor shall promptly make payments to all persons, firms,
subcontractors, and corporations furnishing materials for or performing labor in the prosecution of the
Work provided for in the Agreement, and any authorized extension or modification thereof, including all
amounts due for materials, lubricants, oil, gasoline, repairs on machinery, equipment, and tools
consumed, used or rented in connection with the construction of the Work, and all insurance premiums on
the Work, and for all labor performed in the Work, whether by Subcontractor or otherwise, then this
obligation shall be void, otherwise to remain in full force and effect.
PROVIDED, HOWEVER, that the Surety, for value received, hereby stipulates and agrees that no
change, extension of time, alteration, or addition to the terms of the Contract Documents or to the Work
to be performed there under, shall in any way affect its obligation on this Bond, and it does hereby waive
notice of any such change, extension of time, alteration, or addition to the terms of the Contract
Documents.
PROVIDED, FURTHER, that no final settlement between the Owner and the Contractor shall abridge the
right of any beneficiary hereunder, whose claim may be unsatisfied.
IN WITNESS WHEREOF, all above parties bounded together have executed this instrument this ______
day of __________, 2015, the name and corporate seal of each corporate party being hereto affixed and
those presents duly signed by its undersigned representative, pursuant to authority of its governing body.
20
CONTRACTOR
By: ______________________________ (Seal)
Name: ______________________________
Title: _______________________________
_______________________________
Attest
SURETY
____________________________________
By: _________________________________
_______________________________
Attest
APPROVED AS TO FORM: _____________________, 2015
_________________________________________________________
County Attorney
NOTE: Date of Bond shall not be prior to the date of the Agreement. If the Contractor is a partnership,
all partners shall execute the Bond.
IMPORTANT: The Surety named on this Bond shall be one who is licensed to conduct business in the
Commonwealth of Virginia, and named in the current list of Companies Holding Certificates of Authority
as Acceptable Sureties on Federal Bonds and as Acceptable Reinsuring Companies, as published in
Circular 570 (amended) by the Audit Staff Bureau of Accounts, U.S. Treasury Department. All Bonds
signed by an agent shall be accompanied by a certified copy of the authority to act for the Surety at the
time of signing of this Bond.
END OF SECTION
21
AGREEMENT
THIS AGREEMENT, made and entered into this day of , 2015, by and between the
County of Isle of Wight, Virginia whose principal office is 17140 Monument Circle, Suite 101, Isle of
Wight, Virginia 23397, hereinafter called "OWNER", party of the first part, and
hereinafter referred to as "CONTRACTOR", party of the second part.
The CONTRACTOR did, on the day of 2 015, submit a sealed bid to perform the
services stipulated in accordance with plans and specifications prepared by
__________________________, for the OWNER entitled
________________________________________________________________ which by reference is
made a part hereof.
It is mutually understood and agreed by the parties hereto that the Invitation to Bid inviting Contractors to
bid as published; the Conditions of Contract (General, Special, Supplemental and other conditions as they
may be titled); the General and Detailed Specifications; the Bid; the Performance Bond; the Labor and
Materials Payment Bond; all proceedings by the governing body of the OWNER pertaining to the subject
matter of this Contract; all of which documents are hereinafter referred to as Contract Documents and are
a part of this Contract by reference the same as if each had been fully set out and attached hereto.
In consideration of the following mutual agreements and covenants to be kept by each party:
a.The CONTRACTOR agrees to furnish and pay for all labor, tools, equipment, machinery,
supplies, facilities, superintendence, insurance, taxes, utilities and services necessary to
perform all items set forth in the written Contract Documents hereto attached and made a
part hereof in strict compliance with the Contract Documents for a sum of $
(the “Contract Sum”), subject to adjustment as provided in said documents.
b.Monthly payments for work completed under this contract shall be made in strict
accordance with the project specifications and any special conditions attached thereto.
The OWNER shall retain five percent (5%) of the amount of each payment until final
completion and acceptance of all work covered by the Contract Documents.
c.It is understood and agreed that all work shall be accomplished in strict compliance with
the provisions of the Contract Documents. It is understood and agreed by both the
County and the Contractor that any modifications or additions to this agreement shall be
made only by the full execution of the County's standard contract change order form.
Furthermore, it is understood and agreed by both parties that any work done by the
CONTRACTOR on any such modification or addition to this AGREEMENT prior to the
County's execution of its standard Contract Change Order form shall be at the total risk of
the CONTRACTOR and said work shall not be compensated by the County.
d.CONTRACTOR agrees to begin the work within ten (10) days of Notice to Proceed and
that final completion shall be within 240 calendar days of Notice to Proceed.
22
e.The parties agree that damages due to delay in completion of the work are uncertain and
not readily capable of ascertainment. Accordingly, if the CONTRACTOR shall fail to
complete the work or any part thereof within the time stipulated, or an applicable
extension thereof, the CONTRACTOR shall pay to the OWNER as fixed and agreed,
liquidated damages for each calendar day of delay until the delayed work is corrected or
accepted, an amount equivalent to Contract Sum divided by the total number of days until
final completion per day of delay. The parties agree that this sum is proportionate to the
probable loss and is not a penalty.
(a)The CONTRACTOR expressly waives any defense as to the validity of any
liquidated damages stated in this Agreement as they may appear on the grounds that
such liquidated damages are void as penalties or are not reasonably related to actual
damages.
IN WITNESS WHEREOF, the parties hereto have executed and sealed this Agreement as of the day and
year first above written.
OWNER:Isle of Wight County, Virginia
By:
County Administrator
ATTEST:
By:
Mark C. Popovich, County Attorney
CONTRACTOR:
By:
ATTEST:
By:
Title:
Approved as to form:
.
Mark C. Popovich, County Attorney
END OF SECTION
23
HOLD HARMLESS AGREEMENT
KNOW ALL MEN BY THESE PRESENT
, ________________________________________
________________________ hereinafter called CONTRACTOR has entered into a CONTRACT with
COUNTY OF ISLE OF WIGHT, VIRGINIA, hereinafter called the OWNER, dated for Reconfiguration
of Route 10/258 Intersection at Benns Church Boulevard project.
NOW, THEREFORE
, in consideration of the award of said Contract to the CONTRACTOR, as well as
other good and valuable considerations, CONTRACTOR, intending to be legally bound hereby, agrees to
indemnify and save harmless ISLE OF WIGHT COUNTY from and against all claims, damages, losses
and expenses (including attorney's fees) arising out of or resulting from the performance of the work,
provided that such claim, damage, loss or expense (a) is attributable to bodily injury, sickness, disease or
death, or to injury or destruction of property (real or personal) including loss of use resulting therefrom
and (b) is also caused in whole or in part by an act or omission of the Contractor, any subcontractor,
anyone directly or indirectly employed or controlled by any one of them regardless of whether or not said
claim, damage, loss or expense is caused in part by Owner.
In any and all claims against Owner, or any of their agents or employees by an employee of the
Contractor or any subcontractor or anyone directly or indirectly employed by any of them or any for
whose acts any one or more of them may be liable, the indemnification’s obligation of the Contractor
hereunder shall not be limited in any way by any limits on the amount or type of damages, compensation
or benefits payable by or for the Contractor or any subcontractor under the Workmen's Compensation
Act, or any disability benefit acts or any other employee benefit act of the Commonwealth of Virginia or
any other State.
ATTEST:
CONTRACTOR:
BY: ______________________________________
BY: ______________________________________
DATE:_______________________________
END OF SECTION
24
CERTIFICATION OF FUNDS AND OTHER APPROVALS
I do hereby certify that $ , to be paid by Isle of Wight County, Virginia to
for services under the terms of this contract, is now in the Authority treasury or is anticipated to be in the
Authority treasury prior to maturity of this contract. Said amount has been properly obligated for the
purpose of this contract and has not been previously encumbered.
PROJECT:
Isle of Wight County, Virginia,Reconfiguration of Route 10/258
Intersection at Benns Church Boulevard,IFB #15-4110-18
PROJECT MANAGER:
Jamie Oliver
ACCOUNT NO.:_____________________________________________
AMOUNT:$____________________________________________
CERTIFICATION OF FUNDS
________________________________
Michael Terry, Director of Budget and Finance
END OF SECTION
25
INSURANCE REQUIREMENTS
The Contractor shall comply with the insurance requirements set forth in the Contract, including
the items set forth below:
A.Neither the Contractor nor any subcontractor shall commence work under this Contract
until the Contractor has obtained and provided proof of the required insurance coverages
to the County, and such proof has been approved by the County. The Contractor
confirms to the County that all subcontractors have provided Contractor with proof of
such insurance, or will do so prior to commencing any work under this Contract.
B.Contractor, including all subcontractors, shall, at its and/or their sole expense, obtain and
maintain during the life of this Contract the insurance policies and/or coverages required
by this section. The County and its officers, employees, agents, assigns, and volunteers
shall be added as an additional insured to the general liability and automobile coverages
of any such policies and such insurance coverages shall be primary and noncontributory
to any insurance and/or self-insurance such additional insureds may have. The
Contractor shall immediately notify in writing the County of any changes, modifications,
and/or termination of any insurance coverages and/or policies required by this Contract.
The Contractor shall provide to the County with the signed Contract an Acord certificate
of insurance which states in the description of operations section one of the two
paragraphs below:
(1) The County and its officers, employees, agents, assigns, and volunteers are
additional insureds as coverage under this policy includes ISO endorsement CG
20 33 which provides that the insured status of such entities is automatic if
required by a contract or a written agreement. If additional insured status is
automatic under a different coverage form, Contractor must attach a copy of the
coverage form to its certificate. Any required insurance policies shall be effective
prior to the beginning of any work or other performance by Contractor and any
subcontractors under this Contract.
OR
(2) ISO endorsement CG 20 10 will be issued, prior to the beginning of any work or
other performance by Contractor under this Contract, to the County and its
officers, employees, agents, assigns, and volunteers naming them as an additional
insured under the general liability coverage. A copy of the binder confirming the
issuance must be attached to the certificate. Any required insurance policies shall
be effective prior to the beginning of any work or other performance by
Contractor and any subcontractors under this Contract.
However, if B (1) or (2) cannot be provided, the County’s Attorney, in such Attorney’s
sole discretion, may approve such other certificate of insurance or insurance document(s)
that the Attorney deems acceptable.
26
C.The minimum insurance policies and/or coverages that shall be provided by the
Contractor, including its subcontractors, include the following:
(1) Commercial General Liability: $1,000,000.00
$1,000,000.00 General Aggregate Limit (other than Products/Completed
Operations).
$1,000,000.00 Products/Completed Operations Aggregate Limit.
$1,000,000.00 Personal Injury Liability (including liability for slander, libel, and
defamation of character).
$1,000,000.00 each occurrence limit
(2) Automobile Liability: $1,000,000.00 combined single limit with applicable
endorsement to cover waste cargo.
(3) Workers’ Compensation and Employer’s Liability:
Workers’ Compensation: statutory coverage for Virginia
Employer’s Liability:
$100,000.00 Bodily Injury by Accident each occurrence
$500,000.00 Bodily Injury by Disease Policy Limit.
$100,000.00 Bodily Injury by Disease each employee.
3(A)Errors and Omissions coverage in an amount of not less than $1,000,000 per
occurrence and in the aggregate. Coverage may be written on an occurrence or
claims made coverage form. However, if a claims made coverage form is used,
coverage must remain in effect for a minimum of 3 years after the Contractor’s
work is concluded.
(4) The required limits of insurance for this Contract may be achieved by combining
underlying primary coverage with an umbrella liability coverage to apply in
excess of the general and automobile liability policies, provided that such
umbrella liability policy follows the form of the underlying primary coverage.
(5) Such insurance policies and/or coverages shall provide for coverage against any
and all claims and demands made by a person or persons or any other entity for
property damages or bodily or personal injury (including death) incurred in
connection with the services, work, items, and/or other matters to be provided
27
under this Contract with respect to the commercial general liability coverages and
the automobile liability coverages. With respect to the workers’ compensation
coverage, Contractor’s and its subcontractors’ insurance company shall waive
rights of subrogation against the County and its officers, employees, agents,
assigns, and volunteers.
(6) Contractor shall provide such other insurance policies and/or coverages that may
be required by other parts of this Contract. If required by the Contract, such
policies and/or coverages could include, but are not limited to, Errors and
Omissions/Professional Liability,Crime/ Fidelity, Environmental and/or Pollution,
Builder’s Risk, Umbrella/Excess.
D.Proof of Insurance Coverage:
(1) Contractor shall furnish the County with the above required certificates of
insurance showing the type, amount, effective dates, and date of expiration of the
policies.
(2) Where waiver of subrogation is required with respect to any policy of
insurance required under this Section, such waiver shall be specified on
the certificate of insurance.
E.Insurance coverage shall be in a form and with an insurance company approved by the
County, which approval shall not be unreasonably withheld. Any insurance
company providing coverage under this Contract shall be authorized to do business in the
Commonwealth of Virginia.
F.The Contractor’s insurance policies and/or coverages shall not contain any exclusions for
the Contractor’s subcontractors.
G.The continued maintenance of the insurance policies and coverages required by the
Contract is a continuing obligation, and the lapse and/or termination of any such policies
or coverages without approved replacement policies and/or coverages being obtained
shall be grounds for termination of the Contractor for default.
28
H.Nothing contained in the insurance requirements is to be construed as limiting the
liability of the Contractor, and/or its subcontractors, or their insurance carriers. The
County does not in any way represent that the coverages or the limits of insurance
specified are sufficient or adequate to protect the Contractor’s interest or liabilities, but
are merely minimums. The obligation of the Contractor, and its subcontractors, to
purchase insurance shall not in any way limit the obligations of the Contractor in the
event that the County or any of those named above should suffer any injury or loss in
excess of the amount actually recoverable through insurance. Furthermore, there is no
requirement or obligation for the County to seek any recovery against the Contractor’s
insurance company before seeking recovery directly from the Contractor.
END OF SECTION
29
ADDITIONAL INSURED
(Owners or Lessees)
It is agreed that:
1. The "Persons Insured" provision is amended to include as an insured the person or organization
named below but only with respect to liability arising out of operations performed for such insured by
or on behalf of the named insured.
2. The applicable limit of the company’s liability for the insurance afforded under the Contractual
Liability Insurance Coverage Part forming a part of this policy shall be reduced by an amount paid as
damages under this endorsement on behalf of the person or organization named below.
Name of Insured__________________________________________
Name of Additional Insured__________________________________________
(Reference to Project)__________________________________________
This endorsement forms a part of the policy to which attached, effective on the inception date of the
policy unless otherwise stated herein.
(The following information is required only when this endorsement is issued subsequent to preparation of
policy.)
Endorsement Effective________________Policy No.___________________________
Endorsement No.________________
Countersigned by _____________________________________________
(Authorized Representative)
_____________________________________________________________________________
This endorsement modifies such insurance as is afforded by the provisions of the policy relating to the
following:
WORKMEN’S COMPENSATION AND EMPLOYERS' LIABILITY POLICY
END OF SECTION
30
ALTERNATE EMPLOYER ENDORSEMENT
It is agreed that the company will pay on behalf of, or reimburse, any person or organization named below
(herein called the Alternate Employer) all compensation and other benefits required under a workmen's
compensation law designated in the policy, or damages based on a master-servant relationship, that the
Alternate employer is legally obligated to pay because of bodily injury by accident or disease including
death at any time resulting therefrom, sustained by any employee of the insured arising out of and in the
course of work performed by the insured for the Alternate Employer.
This agreement is subject: (a) with respect to damages, to the applicable limit of liability under Coverage
B and (b) to all of the other terms of the policy not inconsistent herewith.
Name of Insured______________________________________________________
Name of Alternate Employer ______________________________________________________
(Reference to Project)______________________________________________________
This endorsement forms a part of the policy to which attached, effective on the inception date of the
policy unless otherwise stated herein.
(The following information is required only when this endorsement is issued subsequent to preparation of
policy.)
Endorsement Effective _________________ Policy No. _________________________
Endorsement No._________________
Countersigned by ______________________________________
(Authorized Representative)
END OF SECTION
31
APPLICATION FOR PAYMENT
PROJECT SUMMARY
Date:____________________________Contractor’s Name:___________________________________
Project Name: Isle of Wight County, Virginia,Reconfiguration of Route 10/258 Intersection at Benns
Church Boulevard
IFB #: 15-4110-18
State Project Number: 0010-046-R10 UPC #: 98244
Original Contract Amount:$________________
Original Contract Time: ________________ days
Adjusted Contract Amount (by approved Change Orders):$________________
Adjusted Contract Time (by approved Change Orders): _______________ days
Adjusted Contract Completion Date:_______________
STATUS OF WORK PERFORMED
Total Value of Original Work Performed to Date:$_______________
Total Value of Change Order Work Performed to Date (with attachment):$_______________
Total Value of All Work Performed to Date:$_______________
Value of Materials Stored (Attach Statement):$_______________
Less _______% Retained by Owner:$_______________
Net Amount Earned on Contract to Date:$_______________
Less Amount of Previous Payments Approved:$_______________
BALANCE DUE THIS PAYMENT:$_______________
Value of Work Remaining to be Completed:$_____________
Percentage Complete to Date (Value/Time): % %
*Contractor shall submit updated Schedule of Values with each application for payment.
CERTIFICATION OF CONTRACTOR
I certify to the best of my knowledge and belief that all items and amounts on the face of the attached
estimate and invoice and this Application for Payment are correct; that all Work has been performed
and/or material supplied in full accordance with the terms and conditions of the Contract Documents,
including all duly authorized deviations, substitutions, alterations, additions and/or deletions; that the
foregoing is a true and correct statement of the Contract Price up to and including the last day of the
period covered by this estimate and Application for Payment; that no part of the "BALANCE DUE THIS
PAYMENT" has been received; that all previous Progress Payments received on this Agreement have
been applied by the undersigned to discharge in full all obligations of the undersigned incurred in
connection with the Work covered by prior applications for payment under this Agreement; and that all
materials and equipment incorporated in said payment or otherwise listed in or covered by this
Application for Payment are free and clear of all liens, claims, security interest and encumbrances.
32
APPROVALS
This Application for Payment has been checked, verified and approved for payment by:
______________________ ________________ ________________________ _______________
Resident Project Rep.By TitleDate
______________________ ________________ ________________________ _______________
EngineerBy TitleDate
______________________ ________________ ________________________ _______________
OwnerBy TitleDate
33
AFFIDAVIT OF PAYMENT OF CLAIMS
BY: (Contractor)
______________________________________________________________________
______________________________________________________________________
THIS DAY _______________________________________________ personally appeared before me,
___________________________________________, a Notary Public in and for the City/County/State of
Virginia, and being by me first duly sworn states that all Subcontractors and suppliers of labor and
materials have been paid all sums due them to date for work performed or materials furnished in the
performance of the Agreement between:
(Owner)
and____________________________________________________________________(Contractor)
dated ____________, 2015, for the construction of ___________________________________
___________________________________________ or arrangements have been made by the Contractor
satisfactory to such Subcontractors and suppliers with respect to the payments of such sums as may be
due them by the Contractor.
________________________
CONTRACTOR
BY: __________________________
TITLE: _______________________
___________________________________DATE: _______________________
SEAL OF CONTRACTOR
Subscribed and sworn to before me this
______ day of , 2015.
My commission expires on the
_____ day of , 2015.
______________________________
NOTARY PUBLIC
__________________________________
NOTARY SEAL
END OF SECTION
34
CERTIFICATE OF SUBSTANTIAL COMPLETION
Project Description: Project No ______________________
_____________________________________________ Other: __________________________
Location: Completion Date: ________________
Contract Date: ___________________
Contract For: Contractor: ______________________
Owner: _________________________________________
This Certificate of Substantial Completion applies to all Work under the Contract Documents or to the
following specified parts thereof:
______________________________________________________________________________
______________________________________________________________________________
______________________________________________________________________________
______________________________________________________________________________
TO WIT: The Owner and Contractor are hereby advised that the work to which this certificate applies
has been inspected by authorized representatives of the Owner, Contractor, and Engineer, and that all
Work is hereby declared to be substantially complete in accordance with the Contract Documents on:
______________________________
Date of Substantial Completion
A tentative list of items to be completed or corrected is attached hereto. This list may not be all-inclusive
and the failure to include an item in it does not alter the responsibility of the CONTRACTOR to complete
all items of the Work in accordance with the Contract Documents. When this certificate applies to a
specified part of the Work, the items in this tentative list shall be completed or corrected by the
CONTRACTOR within _______ days of the above date of substantial completion. The date of
substantial completion is the date which all guarantees and warranties begin, except as follows:
____________________________________________________________________________________
_____________________________________________________________________________________
_____________________________________________________________________________________
__________________________________________________________________________________
____________________________________________________________________________________
This certificate is issued, accepted, and acknowledged by:
______________________ ________________ ________________________ ____________
EngineerByTitleDate
______________________ ________________ ________________________ ____________
ContractorByTitleDate
______________________ ________________ ________________________ __________
OwnerByTitleDate
END OF SECTION
35
STATEMENT OF SURETY COMPANY
IN ACCORDANCE with the provisions of the AGREEMENT dated , 2015,
BETWEEN ______________________________________________________________________
(OWNER)
AND ____________________________________________________________________________
(CONTRACTOR)
THE ____________________________________________________________________________
(SURETY)
SURETY on the Material and Labor Payment BOND of:
______________________________________________________________________________
(CONTRACTOR)
after a careful examination of the books and records of said CONTRACTOR or after receipt of an
affidavit from CONTRACTOR, which examination of affidavit satisfies SURETY that all claims for
labor and materials have been satisfactorily settled, hereby approves of the final payment to the
said__________________________________________________________, CONTRACTOR, and by
these presents witnesseth that payment to the CONTRACTOR of the final estimates shall not relieve
SURETY of any of its obligations to
______________________________________________________________________________
(OWNER)
as set forth in the said SURETY COMPANY'S BOND.
IN WITNESS WHEREOF, said SURETY has hereunto set its hand and seal this ______ day of
__________________, 2015.
ATTEST:
(SEAL) _____________________________ BY _________________________________
PRESIDENT
____________________________________
NOTE: This statement, if executed by any person other than the President or Vice President of the
Company, shall be accompanied by a certificate of even date showing authority conferred upon the person
so signing to execute such instruments on behalf of the Company represented.
END OF SECTION
36
CONTRACTOR'S RELEASE
KNOW ALL MEN BY THESE PRESENTS THAT:
( Contractor) of _______________________ County/City
and State of ________________ does hereby acknowledge that he has received this day from the
( O w ner) the sum of One Dollar ($1.00) and other valuable
consideration in full satisfaction and payment of all sums of money owing, payable and belonging to
(Contractor) Dated ______________, 2015.
NOW, THEREFORE, the said (Contractor) (for myself, my heirs,
executors and administrators; for itself, its successors and assigns) do by these presents remise, release,
quitclaim and forever discharge the said _______________________________________, Owner, its
successors and assigns, of and from all claims and demands arising from or in connection with the said
Agreement dated _________________, 2015, and of and from all, and all manner of action and actions,
cause and causes of action and actions, suits, debts, dues, duties, sum and sums of money accounts,
reckonings, bonds, bills, specialties, covenants, contracts, agreements, promises, variances, damages,
judgements, extents, executions, claims and demand, whatsoever in law or equity, or otherwise which
against the said _______________________________________________, Owner, its successors and
assigns ever had, now have, or which (I, my heirs, executors, or administrators; it, its successors and
assigns) hereafter can, shall or may have, for upon or by reason for any matter, cause or thing whatsoever,
from the beginning of the world to the date of these presents.
IN WITNESS WHEREOF (Contractor) has caused these presents
to be duly executed this _________ day of ____________________, 2015.
Signed, Sealed and Delivered
in the Presence of:
_______________________________CONTRACTOR_________________________
(SEAL)
BY:_____________________________
__________________________
Title
_______________________________
ATTEST:
_______________________________
SECRETARY
END OF SECTION
37
SUPPLEMENTARY CONDITIONS
In addition to the General Terms and Conditions, the following provisions shall apply to all contracts and
subcontracts resulting from this award in accordance with 24 CFR 85.36(I).
1.Remedies for breach of contract shall be in accordance with General Conditions, Articles
45 (DAMAGES) and 47 (PAYMENTS WITHELD).
2.Termination by the Owner/Grantee shall be permitted in accordance with General
Conditions, Articles 25 (SUSPENSION OF WORK) and 47 (PAYMENTS WITHELD).
3.Contractor and all Subcontractors with contracts in excess of $10,000 shall abide by the
requirements under Executive Orders No. 11246 and 11375, as supplemented in
Department of Labor regulations (41 CFR Chapter 60), including specifically the
provisions of equal opportunity clause and submittal of written affirmative action
program. The Contractor must certify that segregated facilities are not provided or
maintained.
4.Contractor and all Subcontractors shall comply with the Copeland "Anti-Kickback" Act
(18 U.S.C. 874) as supplemented in Department of Labor regulations (29 CFR Part 3).
5.There is no federal funding for this project. Source of funds shall be state and local
funds.
6.Contractor and all Subcontractors with contracts in excess of $2,000 shall comply with
Sections 103 and 107 of the Contractors Work Hours and Safety Standards Act (40
U.S.C. 327-330) as supplemented by Department of Labor regulations (29 CFR Part 5).
7.Contractor shall comply with requirements and regulations pertaining to reporting.
8.Contractor shall comply with requirements and regulation pertaining to patent rights in
accordance with General Conditions, Article 15 (ROYALTIES & PATENTS).
9.Contractor shall pay applicable royalties and license fees pertaining to copy rights and
rights in data. Contractor shall defend all suits or claims for the infringement thereof and
shall save the Owner harmless from loss on account thereof.
10.Contractor shall allow access by the Owner/Grantee, the subgrantee, the Federal grantor
agency, the Comptroller General of the United States, or any of their duly authorized
representative to any books, documents, papers, and records of the contractor which are
directly pertinent to that specific contract for the purpose of making audit, examination,
excerpts, and transcriptions.
11.Contractor shall retain all required records for three years after final payments and all
other pending matters are closed.
12.Contractor and all Subcontractors with contracts in excess of $100,000 shall comply with
all applicable standards, orders, or requirements issued under section 306 of the Clear Air
Act (41 U.S.C. 1857(h), section 508 of the Clean Water Act (33 U.S.C. 1368), Executive
Order 11738, and Environmental Protection Agency regulations (40 CFR Part 15).
38
13.Contractor shall comply with all mandatory standards and policies relating to energy
efficiency which are contained in the state energy conservation plan issued in compliance
with the Energy Policy and Conservation Act (Pub. L. 94-163).
14.Bidder/Contractor shall certify that neither the Contractor nor proposed Subcontractors
are on the GSA List of Parties Excluded from Federal Procurement or Nonprocurement
Programs.
END OF SECTION
39
STATE PROJECT NUMBER:___0010-046-R10________ UPC #:___98244________
CHANGE ORDER FORM
CHANGE NO:
DATE:
PROJECT: County of Isle of Wight, Virginia – Reconfiguration of Route 10/258 Intersection at Benns
Church Boulevard,
IFB# 15-4110-18
CONTRACTOR:
The following changes are hereby made to the CONTRACT DOCUMENTS (Use Additional Sheets if
Necessary):
Original Contract Date: .....................................................................................................
Original Contract Price: .................................................................................................. $
Amount of Prior Change Orders: ..................................................................................... $
This Change Order: ......................................................................................................... $
Cumulative Change Orders: ............................................................................................ $
(% of original contract amount)
Revised Contract Amount: .............................................................................................. $
Reason For Change Order:
Original Contract completion date was:
The new completion date for all work is:
REQUIRED APPROVALS:
Submitted by:Contractor:
Recommended by:Construction Administrator
Accepted by:Engineering Division
Funds Available:Finance Director
Approved:
Chairman, Board of Supervisors
Any work done on this project prior to the execution of this change order by the County is done at the
contractor’s total risk and with no obligation on the part of the Isle of Wight County to pay for the work.
END OF SECTION
40
GENERAL CONDITIONS
ARTICLE 1 DEFINITION OF TERMS 41 - 46
ARTICLE 2 EXECUTION, CORRELATION, INTENT 46
ARTICLE 3 CONTRACTOR'S UNDERSTANDING 46
ARTICLE 4 CONSTRUCTION STANDARDS 47
ARTICLE 5 DETAILED DRAWINGS AND INSTRUCTIONS 47
ARTICLE 6 SHOP DRAWINGS 47 - 49
ARTICLE 7 DISCREPANCIES 49 - 50
ARTICLE 8 COPIES OF DRAWINGS FURNISHED 50
ARTICLE 9 OWNERSHIP OF DRAWINGS 50
ARTICLE 10 DRAWINGS AND SPECIFICATIONS 50
ARTICLE 11 PROGRESS OF THE WORK 50 - 51
ARTICLE 12 ORDER OF COMPLETION 51
ARTICLE 13 SUPERINTENDENCE, SUPERVISION 51
ARTICLE 14 MATERIALS, APPLIANCES, EMPLOYEES 51 - 52
ARTICLE 15 ROYALTIES AND PATENTS 52
ARTICLE 16 SURVEYS, PERMITS, AND REGULATIONS 53
ARTICLE 17 POINTS AND INSTRUCTIONS 53
ARTICLE 18 EXISTING STRUCTURES 54
ARTICLE 19 CARE OF EXISTING STRUCTURES 54 - 55
ARTICLE 20 PROTECTION OF WORK AND PROPERTY 55
ARTICLE 21 PROJECT COORDINATION 55 - 56
ARTICLE 22 INSPECTION OF SITE AND WORK 56- 57
ARTICLE 23 ENGINEER'S/OWNER'S STATUS 57
ARTICLE 24 CORRECTION OF WORK BEFORE FINAL PAY 57 - 58
ARTICLE 25 SUSPENSION OF WORK 58
ARTICLE 26 CHANGED CONDITIONS 58 - 59
ARTICLE 27 CHANGE OF PLANS 59
ARTICLE 28 ENGINEER'S/OWNER'S DECISIONS 59
ARTICLE 29 CLEANING UP AND RESTORATION OF SITE 59 - 60
ARTICLE 30 FINAL INSPECTION 60
ARTICLE 31 GUARANTEE OF WORK 60 - 61
ARTICLE 32 STATUTE OF LIMITATIONS 61
ARTICLE 33 USE OF COMPLETED PORTIONS 61 - 62
ARTICLE 34 SUBMISSION OF DAILY PERFORMANCE RECORD 62
41
ARTICLE 35 RECORD DOCUMENTS 62 - 63
ARTICLE 36 PARTIAL PAYMENTS 63 - 64
ARTICLE 37 ESCROW ACCOUNT PROCEDURE 64
ARTICLE 38 METHOD OF MEASUREMENT 64
ARTICLE 39 BASIS OF PAYMENT 64
ARTICLE 40 INCREASED OR DECREASED QUANTITIES 64 - 65
ARTICLE 41 EXTRA WORK AND METHOD OF PAYMENT 65 - 68
ARTICLE 42 WORK OUTSIDE REGULAR HOURS 68 - 69
ARTICLE 43 DEDUCTIONS FOR UNCORRECTED WORK 69
ARTICLE 44 LIQUIDATED DAMAGES FOR DELAY 69 - 70
ARTICLE 45 DAMAGES 70
ARTICLE 46 LIENS 70
ARTICLE 47 PAYMENTS WITHHELD 70 - 71
ARTICLE 48 THE OWNER'S RIGHT TO DO WORK 71 - 72
ARTICLE 49 THE OWNER'S RIGHT TO TERMINATE 72
ARTICLE 50 CONTRACTOR'S RIGHT TO STOP/TERMINATE 72 - 73
ARTICLE 51 REMOVAL OF MATERIALS AND EQUIPMENT 73
ARTICLE 52 ASSIGNMENT 73
ARTICLE 53 RIGHTS OF VARIOUS INTEREST 73
ARTICLE 54 SEPARATE CONTRACTS 73 - 74
ARTICLE 55 SUBCONTRACTS 74 - 75
ARTICLE 56 EMPLOYMENT DISCRIMINATION PROHIBITED 75 - 76
ARTICLE 57 DRUG FREE WORKPLACE 76
ARTICLE 58 INSURANCE 76 - 79
ARTICLE 59 PERFORMANCE AND LABOR/MATERIAL BONDS 79
ARTICLE 60 CONTRACTUAL CLAIMS 79 - 80
ARTICLE 61 LITIGATION 80
ARTICLE 62 NON-APPROPRIATION 80 - 81
ARTICLE 63 SEVERABILITY 81
ARTICLE 64 AGREEMENT CONSTRUED VIRGINIA LAWS 81
42
GENERAL CONDITIONS
ARTICLE 1.DEFINITION OF TERMS
CONTRACT DOCUMENTS
(A) THE "" SHALL CONSIST OF INVITATION TO BID,
INSTRUCTIONS TO BIDDERS, BID CONTRACT AGREEMENT, PERFORMANCE
BOND, PAYMENT BOND, CONTRACTOR'S CERTIFICATE OF INSURANCE AND
ENDORSEMENTS, GENERAL CONDITIONS, SUPPLEMENTARY CONDITIONS,
SPECIFICATION SECTIONS, CONSTRUCTION DETAILS, ADDENDA, THE
DRAWINGS, NOTICE OF AWARD, NOTICE TO PROCEED, INCLUDING ALL
MODIFICATIONS THERETO INCORPORATED IN ANY OF THE DOCUMENTS
BEFORE AND AFTER EXECUTION OF THE AGREEMENT.
OWNER
(B) THE WORD "" IS USED TO DESIGNATE THE DULY CONSTITUTED
GOVERNMENT OF ISLE OF WIGHT COUNTY, VIRGINIA, ACTING THROUGH
THE PROPERLY AUTHORIZED REPRESENTATIVES.
ENGINEER
(C) THE WORD "" SHALL MEAN THE ENGINEER DESIGNATED BY
THE OWNER, WHETHER ACTING DIRECTLY OR THROUGH PROPERLY
AUTHORIZED AGENTS, INSPECTORS OR REPRESENTATIVES OF THE
ENGINEER, ACTING WITHIN THE SCOPE OF DUTIES ENTRUSTED TO THEM.
IN THE EVENT THE OWNER SHOULD NOT REQUIRE THE SERVICES OF THE
ENGINEER FOR CONTRACT ADMINISTRATION OR INSPECTIONS, THEN THE
POWERS, DUTIES, AND RESPONSIBILITIES CONFERRED HEREIN TO THE
ENGINEER SHALL BE CONSTRUED TO BE THOSE OF THE OWNER.
BIDDER
(D) THE WORD "" SHALL BE USED TO DESIGNATE ANY PARTY OR
PARTIES SUBMITTING IN PROPER FORM A BID TO PERFORM THE WORK
HEREINAFTER SPECIFIED. THE SUCCESSFUL BIDDER, SELECTED BY THE
OWNER TO PERFORM THE WORK SPECIFIED, WILL THEREAFTER BE
KNOWN AS THE CONTRACTOR.
CONTRACTOR
(E) THE WORD "" IS USED TO DESIGNATE THE PARTY OR
PARTIES CONTRACTING TO PERFORM THE WORK OR HIS OR THEIR HEIRS,
EXECUTORS, ADMINISTRATORS, SUCCESSORS, OR ASSIGNS.
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SUPERINTENDENT
(F)THE WORD "" SHALL BE USED TO DESIGNATE THE
PERSON APPOINTED BY THE CONTRACTOR, ACTING UNDER HIS
INSTRUCTIONS AND IN DIRECT CHARGE OF THE WORK FOR THE
CONTRACTOR.
SUBCONTRACTOR
(G) THE TERM "" SHALL MEAN ANY INDIVIDUAL, FIRM OR
CORPORATION HAVING A DIRECT CONTRACT, WITH THE CONTRACTOR OR
WITH ANY OTHER SUBCONTRACTOR FOR PERFORMANCE OF ANY PART OF
THE WORK.
WORK
(H) THE TERM "" SHALL INCLUDE LABOR, MATERIALS, EQUIPMENT,
TRANSPORTATION, SUPERVISION, OR OTHER FACILITIES, DUTIES, OR
INCIDENTALS NECESSARY TO COMPLETE THE PROJECT IN COMPLIANCE
WITH THE TERMS OF THE CONTRACT DOCUMENTS.
PROJECT
(I)THE WORD "" SHALL MEAN THE ENTIRE CONSTRUCTION TO BE
PERFORMED AS PROVIDED IN THE CONTRACT DOCUMENTS.
PROJECT AREA
(J)"" SHALL MEAN THE AREA WHERE WORK IS BEING
PERFORMED FOR ISLE OF WIGHT COUNTY, VIRGINIA.
WRITTEN NOTICE
(K) "" SHALL BE DEEMED TO HAVE BEEN DULY SERVED IF
DELIVERED IN PERSON TO THE INDIVIDUAL OR TO A MEMBER OF THE
FIRM OR TO AN OFFICER OF THE CORPORATION FOR WHOM IT IS
INTENDED, OR IF DELIVERED AT OR SENT BY REGISTERED MAIL TO THE
LAST BUSINESS ADDRESS KNOWN TO HIM WHO GIVES THE NOTICE.
AS DIRECTEDAS REQUIREDAS PERMITTED"AS
(L) THE WORDS "," "," ","
ALLOWED
," OR PHRASES OF LIKE EFFECT OR IMPORT AS USED HEREIN
SHALL MEAN THAT THE DIRECTION, REQUIREMENT, PERMISSION OR
ALLOWANCE OF THE ENGINEER OR OWNER IS INTENDED, AND SIMILARLY
ACCEPTEDAPPROVEDREASONABLESUITABLE,
THE WORDS "," "," "," ""
PROPERLYSATISFACTORY
"," "," OR WORDS OF LIKE EFFECT OR IMPORT,
UNLESS OTHERWISE PARTICULARLY SPECIFIED HERE, SHALL MEAN
ACCEPTABLE, APPROVED, REASONABLE, SUITABLE, PROPERLY OR
SATISFACTORY IN THE JUDGMENT OF THE ENGINEER OR OWNER.
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ADDENDUM
(M) THE WORD "" SHALL MEAN A MODIFICATION OF THE
CONTRACT DOCUMENTS ISSUED IN WRITING BY THE ENGINEER OR
OWNER PRIOR TO THE OPENING OF THE BIDS.
FIELD ORDER
(N) THE TERM "" SHALL MEAN A WRITTEN ORDER ISSUED BY
THE OWNER SUBSEQUENT TO THE FORMAL EXECUTION OF THE
CONTRACT DOCUMENTS. WHICH ORDERS MINOR CHANGES IN THE WORK
WHICH ARE COMPATIBLE WITH THE DESIGN CONCEPT OF THE
COMPLETED PROJECT AS A FUNCTIONING WHOLE AS INDICATED BY THE
CONTRACT DOCUMENTS BUT WHICH DOES NOT INVOLVE A CHANGE IN
CONTRACT PRICE OR THE CONTRACT TIMES.
CHANGE ORDER
(O) THE TERM "" SHALL MEAN A MODIFICATION OF THE
CONTRACT REQUIREMENTS ISSUED IN WRITING BY THE OWNER
SUBSEQUENT TO THE FORMAL EXECUTION OF THE CONTRACT
DOCUMENTS WHICH INVOLVES A CHANGE IN CONTRACT PRICE OR THE
CONTRACT TIMES.
(P)ALL TIME LIMITS STATED IN THE CONTRACT DOCUMENTS ARE OF THE
ESSENCE OF THE CONTRACT. UNLESS SPECIFICALLY NOTED OTHERWISE,
ALL "DAYS" SHALL BE CONSTRUED TO MEAN CALENDAR DAYS.
SUBSTANTIAL COMPLETION
(Q) THE WORDS "" SHALL MEAN THE WORK (OR
A SPECIFIED PORTION THEREOF) HAS PROGRESSED TO THE POINT WHERE,
IN THE OPINION OF THE ENGINEER, IT IS SUFFICIENTLY COMPLETED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS, SO THAT THE WORK
CAN BE UTILIZED FOR THE PURPOSES FOR WHICH IT WAS INTENDED.
OR APPROVED EQUAL
(R) THE TERM "" PERTAINS TO THE USE OF MATERIALS
CURRENTLY ACCEPTED BY THE DEPARTMENT OF GENERAL SERVICES.
ITEMS NOT CURRENTLY ACCEPTED MUST BE SUBMITTED FOR REVIEW
AND APPROVAL PRIOR TO INCORPORATION IN THE WORK.
FORCE ACCOUNT
(S)THE TERM "" SHALL MEAN WORK NOT SHOWN ON THE
PLANS OR REQUIRED BY THE CONTRACT DOCUMENTS THAT IS
45
NECESSARY FOR THE COMPLETION OF THE CONTRACT, WHICH SHALL BE
CONSIDERED ADDITIONAL WORK AND WILL BE PAID FOR IN THE MANNER
SET FORTH HEREINAFTER.
ARTICLE 2. EXECUTION, CORRELATION, AND INTENT OF CONTRACT DOCUMENTS.
THE CONTRACT DOCUMENTS SHALL BE EXECUTED BY THE OWNER AND THE
CONTRACTOR IN SUCH NUMBERS AS REQUIRED BY THE OWNER.
THE CONTRACT DOCUMENTS ARE COMPLEMENTARY AND WHAT IS CALLED FOR BY
ANY ONE SHALL BE AS BINDING AS IF CALLED FOR BY ALL. THE INTENTION OF THE
DOCUMENTS IS TO INCLUDE ALL LABOR AND MATERIALS, EQUIPMENT, AND SUPPLIES
NECESSARY FOR THE PROPER EXECUTION OF THE WORK. IT IS NOT INTENDED,
HOWEVER, THAT MATERIALS OR WORK NOT COVERED BY OR PROPERLY INFERABLE
FROM ANY HEADING, BRANCH, CLASS, OR TRADE OF THE SPECIFICATIONS SHALL BE
SUPPLIED UNLESS DISTINCTLY SO NOTED ON THE DRAWINGS. MATERIALS OR WORK
DESCRIBED IN WORDS WHICH SO APPLIED HAVE A WELL-KNOWN TECHNICAL OR
TRADE MEANING SHALL BE HELD TO REFER TO SUCH RECOGNIZED STANDARDS. THE
DESIGNATION "ARCHITECTURAL," STRUCTURAL," ELECTRICAL," AND THE LIKE, IN THE
DRAWING TITLES ARE PROVIDED FOR CONVENIENCE ONLY, AND ARE NOT INTENDED
TO DEFINE THE WORK TO BE DONE BY ANY TRADES OR SUBCONTRACTORS.
ARTICLE 3. CONTRACTOR'S UNDERSTANDING.
IT IS UNDERSTOOD AND AGREED
THAT THE CONTRACTOR HAS, BY CAREFUL EXAMINATION, SATISFIED HIMSELF AS TO
THE NATURE AND LOCATION OF THE WORK, THE CONFORMATION OF THE GROUND, THE
CHARACTER, EQUIPMENT AND FACILITIES NEEDED PRELIMINARY TO AND DURING THE
PROSECUTION OF THE WORK, THE GENERAL AND LOCAL CONDITIONS, AND ALL OTHER
MATTERS WHICH CAN IN ANY WAY AFFECT THE WORK UNDER THIS CONTRACT. NO
VERBAL AGREEMENT OR CONVERSATION WITH ANY OFFICER, AGENT OR EMPLOYEE OF
THE OWNER, EITHER BEFORE OR AFTER THE EXECUTION OF THIS CONTRACT, SHALL
AFFECT OR MODIFY ANY OF THE TERMS OR OBLIGATIONS HEREIN CONTAINED.
THE SUBMISSION OF A BID SHALL BE PRIMA FACIE EVIDENCE THAT THE BIDDER
THOROUGHLY UNDERSTANDS THE DRAWINGS, TERMS OF THE SPECIFICATIONS, AND
HAS MADE HIMSELF FAMILIAR WITH ALL FEDERAL AND STATE LAWS, LOCAL LAWS,
ORDINANCES, AND REGULATIONS WHICH IN ANY MANNER AFFECT THE WORK OR ITS
PROSECUTION.
46
ARTICLE 4. CONSTRUCTION STANDARDS.
THE CONTRACTOR WILL BE RESPONSIBLE
FOR COMPLYING WITH THE 2008 VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT)
ROAD AND BRIDGE STANDARDS AND ISLE OF WIGHT COUNTY, DEPARTMENT OF PUBLIC
UTILITIES CONSTRUCTION SPECIFICATIONS AND STANDARDS FOR WATERWORKS AND
SANITARY SEWERAGE FACILITIES DATED OCTOBER, 1996, AND ALL REVISIONS
THERETO. WHERE CONFLICTS OCCUR WITH THE VDOT STANDARDS, THE COUNTY
STANDARDS AND THE REQUIREMENTS SET FORTH HEREIN, THE FEDERAL-AID OR MOST
CONSERVATIVE APPROACH SHALL GOVERN. WAIVER OF ANY REQUIREMENTS SET
FORTH BY THE STANDARDS IS AT THE DISCRETION OF THE OWNER.
ARTICLE 5. DETAILED DRAWINGS AND INSTRUCTIONS.
SETS OF DRAWINGS MAY BE
PURCHASED BY THE CONTRACTOR UPON PAYMENT OF $30.00/SET FROM KIMLEY-HORN
AND ASSOCIATES, INC. ATTN: ANDREW FARTHING, 4500 MAIN STREET, SUITE 500,
VIRGINIA BEACH, VA 23462. TELEPHONE NUMBER (757) 213-8600.
THE ENGINEER SHALL FURNISH WITH REASONABLE PROMPTNESS, ADDITIONAL
INSTRUCTION, BY MEANS OF DRAWINGS OR OTHERWISE, NECESSARY FOR THE PROPER
EXECUTION OF THE WORK. ALL SUCH DRAWINGS AND INSTRUCTIONS SHALL BE
CONSISTENT WITH THE CONTRACT DOCUMENTS. WHERE SIZES ARE NOT MARKED
PLAINLY ON THE DRAWINGS, THE SIZE OF CORRESPONDING PARTS MAY BE FOLLOWED,
OR THE ENGINEER WILL DETERMINE THE SIZES WHEN DIMENSIONS ARE ENTIRELY
OMITTED.
THE CONTRACTOR SHALL VERIFY ALL FIGURES ON THE PLANS AND WILL BE
RESPONSIBLE FOR THE PROPER COORDINATION OF ALL DIMENSIONS AS WELL AS THE
DIFFERENT PARTS OF THE WORK.
ARTICLE 6. SHOP DRAWINGS.
(A) THE TERM "SHOP DRAWINGS," AS USED HEREIN SHALL INCLUDE
FABRICATION, ERECTION AND SETTING DRAWINGS, MANUFACTURERS'
STANDARD DRAWINGS, SCHEDULES, DESCRIPTIVE LITERATURE,
CATALOGS, BROCHURES, PERFORMANCE AND TEST DATA, WIRING AND
CONTROL DIAGRAMS AND ALL OTHER DESCRIPTIVE DATA PERTAINING TO
47
THE MATERIALS AND EQUIPMENT AS REQUIRED TO DEMONSTRATE
COMPLIANCE WITH THE CONTRACT REQUIREMENTS.
(B) THE CONTRACTOR SHALL SUBMIT FOR THE APPROVAL OF THE OWNER
ALL SHOP DRAWINGS REQUIRED BY THE SPECIFICATIONS OR REQUESTED
BY THE OWNER. ALL SUCH SUBMISSIONS SHALL BE MADE WITH SUCH
PROMPTNESS AS TO CAUSE NO DELAY IN THIS OR ANY OTHER
CONTRACTOR ON THE PROJECT, AND TO ALLOW REASONABLE TIME FOR
REVIEW.
(C) SHOP DRAWINGS SHALL BE SUBMITTED IN SUCH NUMBER OF COPIES
THAT THREE (3) COPIES MAY BE RETAINED BY THE OWNER. EACH
SUBMISSION SHALL BE ACCOMPANIED BY A LETTER OF TRANSMITTAL IN
DUPLICATE, LISTING THE CONTENTS OF THE SUBMISSION AND
IDENTIFYING EACH ITEM BY REFERENCE TO SPECIFICATION SECTION OR
DRAWING. ALL SHOP DRAWINGS SHALL BE CLEARLY LABELED WITH THE
NAME OF THE PROJECT AND OTHER NECESSARY INFORMATION.
CATALOG PLATES AND OTHER SIMILAR MATERIAL THAT CANNOT BE SO
LABELED CONVENIENTLY, SHALL BE BOUND IN SUITABLE COVERS
BEARING THE IDENTIFYING DATA.
(D) SHOP DRAWINGS SHALL BE ACCOMPANIED BY ALL REQUIRED
CERTIFICATIONS AND OTHER SUCH SUPPORTING MATERIAL, AND SHALL
BE SUBMITTED IN SUCH SEQUENCE OR IN SUCH GROUPS THAT ALL
RELATED ITEMS MAY BE REVIEWED TOGETHER. WHEN SHOP DRAWINGS
CANNOT BE REVIEWED BECAUSE THE SUBMISSION IS NOT COMPLETE, OR
BECAUSE SHOP DRAWINGS ON RELATED ITEMS HAVE NOT BEEN
RECEIVED, THEN SUCH SHOP DRAWINGS WILL BE RETURNED WITHOUT
ACTION OR WILL BE HELD, AND NOT REVIEWED, UNTIL THE LACKING
MATERIAL IS RECEIVED.
(E) SHOP DRAWINGS SHALL HAVE BEEN CHECKED BY THE CONTRACTOR AND
COORDINATED WITH ALL OTHER RELATED OR AFFECTED WORK BEFORE
THEY ARE SUBMITTED FOR APPROVAL, AND SHALL BEAR THE
CONTRACTOR'S CERTIFICATION THAT HE HAS CHECKED AND APPROVED
THEM AS COMPLYING WITH THE INFORMATION GIVEN IN THE CONTRACT
48
DOCUMENTS. SHOP DRAWINGS SUBMITTED WITHOUT SUCH
CERTIFICATION AND COORDINATION WILL BE RETURNED TO THE
CONTRACTOR WITHOUT ACTION, AND WILL NOT BE CONSIDERED A
FORMAL SUBMISSION.
(F)IF THE SHOP DRAWINGS SHOW VARIATIONS FROM THE DRAWINGS AND
SPECIFICATIONS BECAUSE OF STANDARD SHOP PRACTICE OR OTHER
REASONS, THE CONTRACTOR SHALL MAKE SPECIFIC MENTION OF SUCH
VARIATION IN HIS LETTER OF TRANSMITTAL IN ORDER THAT, IF
ACCEPTABLE, SUITABLE ACTION MAY BE TAKEN FOR PROPER
ADJUSTMENT; OTHERWISE, THE CONTRACTOR WILL NOT BE RELIEVED OF
THE RESPONSIBILITY FOR EXECUTING THE WORK IN ACCORDANCE WITH
THE DRAWINGS AND SPECIFICATIONS EVEN THOUGH SUCH SHOP
DRAWINGS HAVE BEEN APPROVED.
(G) THE OWNER SHALL PASS UPON THE SHOP DRAWINGS WITH REASONABLE
PROMPTNESS. REVIEWING AND/OR APPROVAL OF SHOP DRAWINGS WILL
BE GENERAL, FOR CONFORMANCE WITH THE DESIGN CONCEPT OF THE
PROJECT AND COMPLIANCE WITH THE INFORMATION GIVEN IN THE
CONTRACT DOCUMENTS, AND WILL NOT INCLUDE QUANTITIES, DETAIL
DIMENSIONS, NOR ADJUSTMENTS OF DIMENSIONS TO ACTUAL FIELD
CONDITIONS. APPROVAL SHALL NOT BE CONSTRUED AS PERMITTING ANY
DEPARTURE FROM CONTRACT REQUIREMENTS, AUTHORIZATION OF ANY
INCREASE IN PRICE NOR AS RELIEVING THE CONTRACTOR OF THE
RESPONSIBILITY FOR ANY ERROR IN DETAILS, DIMENSIONS OR
OTHERWISE THAT MAY EXIST.
ARTICLE 7. DISCREPANCIES.
ANY DISCREPANCIES FOUND BETWEEN THE PLANS AND
SPECIFICATIONS AND SITE CONDITIONS OR ANY INCONSISTENCIES OR AMBIGUITIES IN
THE PLANS OR SPECIFICATIONS SHALL BE IMMEDIATELY REPORTED TO THE ENGINEER,
IN WRITING, WHO SHALL PROMPTLY CORRECT SUCH INCONSISTENCIES OR
AMBIGUITIES IN WRITING. WORK DONE BY THE CONTRACTOR AFTER HIS DISCOVERY
OF SUCH DISCREPANCIES, INCONSISTENCIES OR AMBIGUITIES SHALL BE DONE AT THE
CONTRACTOR'S RISK.
49
IF THE CONTRACTOR, IN THE COURSE OF THE WORK, FINDS ANY DISCREPANCY
BETWEEN THE DRAWINGS AND THE PHYSICAL CONDITIONS OF THE LOCALITY, OR ANY
ERRORS, OR OMISSIONS IN DRAWINGS OR IN THE LAYOUT AS GIVEN BY POINTS AND
INSTRUCTIONS, IT SHALL BE HIS DUTY TO IMMEDIATELY INFORM THE ENGINEER AND
THE OWNER IN WRITING, AND THE ENGINEER AND OWNER SHALL PROMPTLY VERIFY
THE SAME. ANY WORK DONE AFTER SUCH DISCOVERY, UNTIL AUTHORIZED, WILL BE
DONE AT THE CONTRACTOR'S RISK AND EXPENSE.
ARTICLE 8.COPIES OF DRAWINGS
: SETS OF DRAWINGS MAY BE PURCHASED BY THE
CONTRACTOR UPON PAYMENT OF $30.00/SET FROM KIMLEY-HORN AND ASSOCIATES,
INC. ATTN: ANDREW FARTHING, 4500 MAIN STREET, SUITE 500, VIRGINIA BEACH, VA
23462. TELEPHONE NUMBER (757) 213-8600.
ARTICLE 9. OWNERSHIP OF DRAWINGS.
ALL DRAWINGS AND SPECIFICATIONS
FURNISHED BY THE ENGINEER ARE PROPERTY OF THE OWNER. THEY ARE NOT TO BE
USED ON OTHER WORK AND, WITH THE EXCEPTION OF THE SIGNED CONTRACT SET, ARE
TO BE RETURNED TO THE OWNER ON REQUEST, AT THE COMPLETION OF THE WORK.
ALL MODELS ARE THE PROPERTY OF THE OWNER.
ARTICLE 10. DRAWINGS AND SPECIFICATIONS ON THE WORK
. THE CONTRACTOR
SHALL KEEP ONE (1) COPY OF ALL DRAWINGS AND THE SPECIFICATIONS AT THE JOB
SITE, IN GOOD ORDER, AVAILABLE TO THE OWNER.
ARTICLE 11. PROGRESS OF THE WORK.
IT IS UNDERSTOOD AND AGREED THAT THE
CONTRACTOR WILL EXECUTE THE AGREEMENT WITHIN TEN (10) DAYS AFTER WRITTEN
NOTICE OF AWARD. THE CONTRACTOR SHALL PROVIDE AN ADEQUATE FORCE OF
LABOR AND EQUIPMENT TO PROSECUTE THE WORK AT AS MANY DIFFERENT POINTS AS
MAY BE NECESSARY TO INSURE THE COMPLETION OF SAME WITHIN THE TIME LIMIT
FOR THE COMPLETION AS SET FORTH IN THIS AGREEMENT.
THE CONTRACTOR SHALL FURNISH A PROGRESS SCHEDULE FOR APPROVAL BY THE
OWNER AND THE ENGINEER. IT SHALL BE INCUMBENT UPON THE CONTRACTOR TO
PROVIDE THE MANPOWER AND EQUIPMENT TO MAINTAIN THIS SCHEDULE. IN THE
EVENT PERIODIC ESTIMATES INDICATE THE SCHEDULE IS NOT BEING MET, THE
CONTRACTOR MAY BE REQUIRED TO FURNISH IN WRITING TO THE ENGINEER THE
METHOD HE PROPOSES TO EMPLOY TO RETURN THE PROJECT TO THE ORIGINAL
50
SCHEDULE. THE OWNER MAY WITHHOLD PAYMENTS IF THE WORK IS NOT PROCEEDING
IN ACCORDANCE WITH TERMS OF THIS AGREEMENT. ALL WORK SHALL BE FAITHFULLY
UNDERTAKEN, PERFORMED AND COMPLETED WITHIN THE TIME DESIGNATED IN THE
CONTRACT, AS TIME IS UNDERSTOOD TO BE THE ESSENCE OF THE CONTRACT.
ARTICLE 12. ORDER OF COMPLETION.
THE CONTRACTOR SHALL SUBMIT AT SUCH
TIME AS MAY BE REQUESTED BY THE OWNER, SCHEDULES WHICH SHALL SHOW THE
ORDER IN WHICH THE CONTRACTOR WILL START THE SEVERAL PARTS OF THE WORK
AND ESTIMATED DATES OF COMPLETION OF THE SEVERAL PARTS. WHEN APPROVED,
SUCH SCHEDULE SHALL GOVERN THE WORK. THE OWNER RESERVES THE RIGHT TO
ESTABLISH AN ORDER OF PRECEDENCE FOR THE COMPLETION OF THE WORK.
ARTICLE 13. SUPERINTENDENCE, SUPERVISION.
THE CONTRACTOR SHALL KEEP ON
HIS WORK DURING ITS PROGRESS A COMPETENT SUPERINTENDENT AND ANY
NECESSARY ASSISTANTS, ALL SATISFACTORY TO THE OWNER. THE SUPERINTENDENT
SHALL NOT BE CHANGED EXCEPT WITH THE CONSENT OF THE OWNER, UNLESS THE
SUPERINTENDENT PROVES TO BE UNSATISFACTORY TO THE CONTRACTOR AND CEASES
TO BE IN HIS EMPLOY. THE SUPERINTENDENT SHALL REPRESENT THE CONTRACTOR IN
HIS ABSENCE AND ALL DIRECTIONS GIVEN TO HIM SHALL BE AS BINDING AS IF GIVEN
TO THE CONTRACTOR. IMPORTANT DIRECTIONS SHALL BE CONFIRMED UPON WRITTEN
REQUEST IN EACH CASE. THE CONTRACTOR SHALL GIVE EFFICIENT SUPERVISION TO
THE WORK, USING HIS BEST SKILL AND ATTENTION.
ARTICLE 14. MATERIALS, APPLIANCES, EMPLOYEES
. UNLESS OTHERWISE
STIPULATED, THE CONTRACTOR SHALL PROVIDE AND PAY FOR ALL MATERIALS,
LABOR, WATER, TOOLS, EQUIPMENT, LIGHT, POWER, TRANSPORTATION, SANITARY
FACILITIES, AND OTHER FACILITIES NECESSARY FOR THE EXECUTION AND
COMPLETION OF THE WORK.
UNLESS OTHERWISE SPECIFIED, ALL MATERIALS SHALL BE NEW AND BOTH
WORKMANSHIP AND MATERIALS SHALL BE OF GOOD QUALITY. THE CONTRACTOR
SHALL, IF REQUIRED, FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND
QUALITY OF MATERIALS.
THE CHARACTER, CONDITIONS, ADAPTABILITY, AND QUANTITY OF EQUIPMENT USED
BY THE CONTRACTOR SHALL BE SUCH AS MAY BE NECESSARY FOR THE PROPER
51
EXECUTION OF THE WORK WITHIN THE SPECIFIED WORKING TIME. THE EQUIPMENT
USED SHALL BE MAINTAINED IN GOOD CONDITION AND SHALL BE SUBJECT TO
APPROVAL OF THE OWNER PRIOR TO AND DURING ITS USE IN CONNECTION WITH THE
WORK TO BE PERFORMED UNDER THIS CONTRACT.
THE CONTRACTOR SHALL AT ALL TIMES ENFORCE STRICT DISCIPLINE AND GOOD
ORDER AMONG HIS EMPLOYEES. NO PERSON UNDER THE AGE OF SIXTEEN (16) YEARS,
NO PERSON WHO, AT THE TIME, IS SERVING A SENTENCE IN A PENAL OR
CORRECTIONAL INSTITUTION, AND NO PERSON WHO HAS BEEN CONVICTED OF
COMMISSION OF FRAUD OR A CRIMINAL OFFENSE IN CONNECTION WITH OBTAINING,
ATTEMPTING TO OBTAIN, OR PERFORMING A PUBLIC CONTRACT OR SUBCONTRACT,
SHALL BE EMPLOYED ON THE WORK COVERED BY THIS CONTRACT.
NEITHER PARTY SHALL EMPLOY OR HIRE ANY EMPLOYEES OF THE OTHER PARTY
WITHOUT HIS CONSENT. THE CONTRACTOR SHALL AT ALL TIMES ENFORCE STRICT
DISCIPLINE AND GOOD ORDER AMONG HIS EMPLOYEES. IF THE CONTRACTOR OR ANY
OF HIS EMPLOYEES AT ANY TIME IN ANY WAY ABUSES PHYSICALLY OR VERBALLY ANY
COUNTY EMPLOYEE ENGAGED IN PERFORMANCE OF HIS DUTIES WITH REFERENCE TO
SUPERVISION OR INSPECTION OF THE PROJECT OR PERFORMANCE OF ANY OTHER
DUTIES RELATED TO THE COUNTY, THE CONTRACTOR MAY BE ORDERED BY THE
COUNTY TO REMOVE HIS PERSON AND/OR ANY OF HIS EMPLOYEES ENGAGING IN SUCH
CONDUCT FROM THE JOB SITE FOR THE DURATION OF THE CONTRACT. SHOULD THE
CONTRACTOR REFUSE TO DO SO, THE CONTRACT MAY IMMEDIATELY AND WITHOUT
ADVANCE NOTICE TO SURETIES BE TERMINATED BY THE COUNTY.
ARTICLE 15. ROYALTIES AND PATENTS.
THE CONTRACTOR SHALL PAY ROYALTIES
AND LICENSE FEES. HE SHALL DEFEND ALL SUITS OR CLAIMS FOR THE INFRINGEMENT
OF ANY PATENT RIGHTS AND SHALL SAVE THE OWNER HARMLESS FROM LOSS ON
ACCOUNT THEREOF, EXCEPT THAT THE OWNER SHALL BE RESPONSIBLE FOR ALL SUCH
LOSS WHEN A PARTICULAR PROCESS OR THE PRODUCT OF A PARTICULAR
MANUFACTURER OR MANUFACTURERS IS SPECIFIED, BUT IF THE CONTRACTOR HAS
INFORMATION THAT THE PROCESS OR ARTICLE SPECIFIED IS INFRINGEMENT OF A
PATENT, HE SHALL BE RESPONSIBLE FOR SUCH LOSS UNLESS HE PROMPTLY GIVES
SUCH INFORMATION IN WRITING TO THE ENGINEER AND OWNER.
52
ARTICLE 16. SURVEYS, PERMITS, AND REGULATIONS.
PERMITS AND LICENSES
NECESSARY FOR THE PROSECUTION OF THE WORK SHALL BE SECURED AND PAID FOR
BY THE CONTRACTOR. EASEMENTS AND RIGHT-OF-WAY FOR PERMANENT STRUCTURES
OR PERMANENT CHANGES IN EXISTING FACILITIES SHALL BE SECURED AND PAID FOR
BY THE OWNER, UNLESS OTHERWISE SPECIFIED.
THE CONTRACTOR WILL HAVE IN HAND, ON SITE, AN APPROVED TRAFFIC CONTROL
PLAN AND AN APPROVED HIGHWAY PERMIT PRIOR TO COMMENCEMENT OF
CONSTRUCTION. NO CONSTRUCTION WILL BE PERFORMED UNTIL THESE
REQUIREMENTS ARE MET.
THE CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS,
ORDINANCES, RULES, AND REGULATIONS BEARING ON THE CONDUCT OF THE WORK AS
DRAWN AND SPECIFIED. IF THE CONTRACTOR OBSERVES THAT THE DRAWINGS AND
SPECIFICATIONS ARE AT VARIANCE THEREWITH, HE SHALL PROMPTLY NOTIFY THE
ENGINEER AND OWNER IN WRITING, AND ANY NECESSARY CHANGES SHALL BE
ADJUSTED AS PROVIDED IN THE CONTRACT FOR CHANGES IN THE WORK. IF THE
CONTRACTOR PERFORMS ANY WORK KNOWING IT TO BE CONTRARY TO SUCH LAWS,
ORDINANCES, RULES AND REGULATIONS AND WITHOUT SUCH NOTICE TO THE
ENGINEER AND OWNER, HE AGREES TO BEAR ALL COSTS AND PENALTIES ARISING
THEREFROM.
UNLESS OTHERWISE SPECIFIED, THE OWNER SHALL FURNISH ALL LAND SURVEYS AND
ESTABLISH ALL BASE LINES FOR LOCATING THE PRINCIPAL COMPONENT PARTS OF THE
WORK TOGETHER WITH A SUITABLE NUMBER OF BENCH MARKS ADJACENT TO THE
WORK. FROM THE INFORMATION PROVIDED BY THE OWNER, THE CONTRACTOR SHALL
DEVELOP AND MAKE ALL DETAIL SURVEYS NEEDED FOR CONSTRUCTION.
ARTICLE 17. POINTS AND INSTRUCTIONS.
THE CONTRACTOR SHALL PROVIDE
REASONABLE AND NECESSARY OPPORTUNITIES AND FACILITIES FOR SETTING POINTS
AND MAKING MEASUREMENTS. HE SHALL NOT PROCEED UNTIL HE HAS MADE TIMELY
DEMAND UPON THE OWNER FOR, AND HAS RECEIVED FROM HIM, SUCH POINTS AND
INSTRUCTIONS AS MAY BE NECESSARY AS THE WORK PROGRESSES. THE WORK SHALL
BE DONE IN STRICT CONFORMITY WITH SUCH POINTS AND INSTRUCTIONS.
53
ARTICLE 18. EXISTING STRUCTURES.
THE LOCATION OF EXISTING SEWERS, WATER
AND GAS PIPES, CONDUITS AND OTHER STRUCTURES ACROSS OR ALONG THE LINE OF
THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS, AND IF SHOWN,
THE LOCATION, DEPTH AND DIMENSION OF SUCH STRUCTURE ARE ONLY
APPROXIMATELY CORRECT. THE CONTRACTOR SHALL HAVE A WORKING PIPE
LOCATOR ON THE JOB AT ALL TIMES.
THE CONTRACTOR SHALL DIG THE NECESSARY TEST HOLES FOR THE PURPOSE OF
LOCATING EXISTING UNDERGROUND STRUCTURES. SUCH EXCAVATION SHALL NOT BE
UNDERTAKEN WITHOUT FORTY-EIGHT (48) HOURS PRIOR NOTICE TO THE OWNER.
NO CLAIMS FOR DAMAGES OR EXTRA COMPENSATION SHALL ACCRUE TO THE
CONTRACTOR FROM THE PRESENCE OF SUCH PIPE OR OTHER OBSTRUCTION OR FROM
ANY DELAY DUE TO REMOVAL OR REARRANGEMENT OF SAME.
ARTICLE 19. CARE OF EXISTING STRUCTURES.
THE CONTRACTOR SHALL BE LIABLE
FOR ALL DAMAGE DONE TO ANY STRUCTURES OR PROPERTY ARISING THROUGH HIS
NEGLIGENCE OR CARELESSNESS. HE SHALL TAKE CARE OF AND MAINTAIN ALL
UNDERGROUND, OVERHEAD OR SURFACE UTILITIES ENCOUNTERED IN THE
PERFORMANCE OF THE WORK. PRIOR TO COMMENCING WORK, CONTRACTOR SHALL
CONTACT THE UTILITY INFORMATION CENTER ("MISS UTILITY"), TELEPHONE 1-800-552-
7001 FOR ASSISTANCE IN LOCATING EXISTING UNDERGROUND UTILITIES.
THE CONTRACTOR SHALL OBSERVE ALL PRECAUTIONS WITH RESPECT TO FIRE AND
AVOID THE INDISCRIMINATE MUTILATION, OR CUTTING DOWN OF TREES, WITHIN AND
OUTSIDE OF PROJECT WORK AREAS OR EASEMENTS. ANY DAMAGE TO PROPERTY OR
EASEMENTS NOT IN THE WORK AREA ARISING FROM THE CONTRACTOR'S NEGLIGENCE
OR CARELESSNESS IN PERFORMANCE OF THE WORK WILL BE THE CONTRACTOR'S
RESPONSIBILITY.
THE CONTRACTOR SHALL NOT USE PRIVATE PROPERTY IN CONNECTION WITH THE
WORK UNLESS PRIOR WRITTEN PERMISSION IS OBTAINED FROM THE PROPERTY OWNER.
A COPY OF THE WRITTEN PERMISSION SHALL BE FURNISHED TO THE COUNTY
ENGINEERING DIVISION. THE WRITTEN STATEMENT OF PERMISSION SHALL ALSO
INDICATE THE NAME, ADDRESS, AND PHONE NUMBER OF THE PROPERTY OWNER. IT
WILL BE THE RESPONSIBILITY OF THE CONTRACTOR TO TAKE PHOTOGRAPHS OF THE
54
PROPERTY PRIOR TO ITS USE IN CASE OF DISPUTES ARISING FROM THE USE OF THE
PROPERTY. VERIFICATION OF OWNERSHIP SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR.
ARTICLE 20. PROTECTION OF WORK AND PROPERTY.
THE CONTRACTOR SHALL
PROVIDE AND MAINTAIN ALL NECESSARY WATCHMEN, BARRICADES, LIGHTS AND
WARNING SIGNS, AND TAKE ALL NECESSARY PRECAUTIONS FOR THE PROTECTION AND
SAFETY OF THE PUBLIC. HE SHALL CONTINUOUSLY MAINTAIN ADEQUATE PROTECTION
OF ALL WORK FROM DAMAGE AND SHALL TAKE ALL REASONABLE PRECAUTIONS TO
PROTECT THE OWNER'S PROPERTY FROM INJURY OR LOSS ARISING IN CONNECTION
WITH THIS CONTRACT. HE SHALL MAKE GOOD ANY DAMAGE, INJURY OR LOSS TO HIS
WORK AND TO THE PROPERTY OF THE OWNER RESULTING FROM LACK OF REASONABLE
PROTECTIVE PRECAUTIONS, EXCEPT SUCH AS MAY BE DUE TO ERRORS IN THE
CONTRACT DOCUMENTS, OR CAUSED BY AGENT OR EMPLOYEES OF THE OWNER. HE
SHALL ADEQUATELY PROTECT ADJACENT PRIVATE AND PUBLIC PROPERTY, AS
PROVIDED BY LAW AND THE CONTRACT DOCUMENTS.
IN AN EMERGENCY AFFECTING THE SAFETY OF LIFE OR LOSS OR DAMAGE TO THE
WORK OR TO THE ADJOINING PROPERTY, THE CONTRACTOR WITHOUT SPECIAL
INSTRUCTION OR AUTHORIZATION FROM THE ENGINEER OR OWNER, IS HEREBY
PERMITTED TO ACT, AT HIS DISCRETION, TO PREVENT SUCH THREATENED LOSS OR
INJURY, AND HE SHALL SO ACT, WITHOUT APPEAL AS IF INSTRUCTED OR AUTHORIZED.
THE CONTRACTOR SHALL PROVIDE WRITTEN DOCUMENTATION CONCERNING THE
CIRCUMSTANCES OF THE EMERGENCY TO THE OWNER AS SOON AS PRACTICAL. ANY
COMPENSATION, CLAIMED BY THE CONTRACTOR ON ACCOUNT OF EMERGENCY WORK,
SHALL BE DETERMINED BY AGREEMENT OR LITIGATION AS PROVIDED FOR IN ARTICLE
59 HEREIN.
THE CONTRACTOR SHALL CAREFULLY PRESERVE BENCH MARKS, REFERENCE POINTS
AND STAKES, AND IN CASE OF WILLFUL OR CARELESS DESTRUCTION, HE SHALL BE
CHARGED WITH THE RESULTING EXPENSE AND SHALL BE RESPONSIBLE FOR ANY
MISTAKES THAT MAY BE CAUSED BY THEIR UNNECESSARY LOSS OR DISTURBANCE.
ARTICLE 21. PROJECT COORDINATION
. WHERE REQUIRED BY STATE, FEDERAL, OR
LOCAL REGULATIONS, THE CONTRACTOR SHALL COORDINATE HIS CONSTRUCTION
PLAN WITH THE VIRGINIA DEPARTMENT OF TRANSPORTATION AND WILL OBTAIN
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THEIR APPROVALS TO DATE OF WORK, PERMITS, TYPE OF TEMPORARY PATCHING,
TRAFFIC CONTROL, TYPE AND PLACEMENT OF TRAFFIC CONTROLS, SAFETY DEVICES,
AND FLAGMEN. EXISTING COUNTY WATER AND SEWER VALVES MAY ONLY BE OPENED
AND CLOSED BY OR UNDER THE DIRECT SUPERVISION OF DEPARTMENT OF GENERAL
SERVICES PERSONNEL. THE ONLY EXCEPTION IS AN EMERGENCY SITUATION
AFFECTING PUBLIC HEALTH OR SAFETY IN WHICH CASE THE CONTRACTOR WOULD ACT
IN ACCORDANCE WITH ARTICLE 20.
ANY CONTRACTOR FOUND VIOLATING THIS PROVISION MAY BE SUBJECT TO
PROSECUTION FOR TAMPERING WITH COUNTY PROPERTY.
WHEN THE CONTRACTOR REQUIRES VALVE OPERATING SERVICES, HE SHALL
VERBALLY INFORM THE DEPARTMENT OF GENERAL SERVICES AND GIVE WRITTEN
NOTICE OF THE REQUIREMENT TO THE PROJECT ENGINEER. THE WRITTEN AND DATED
REQUEST SHALL BE DELIVERED TO THE OFFICE OF THE PROJECT ENGINEER AT LEAST
FORTY-EIGHT (48) HOURS IN ADVANCE OF THE SERVICE.
ARTICLE 22. INSPECTION OF SITE AND WORK.
THE OWNER AND HIS
REPRESENTATIVES SHALL AT ALL TIMES HAVE ACCESS TO THE WORK WHEREVER AND
WHENEVER IT IS, IN PREPARATION OR PROGRESS, AND THE CONTRACTOR SHALL
PROVIDE FOR SUCH ACCESS AND FOR INSPECTION.
THE OWNER WILL APPOINT SUCH PERSON OR PERSONS AS HE MAY DEEM NECESSARY
TO PROPERLY INSPECT THE MATERIALS FURNISHED AND WORK DONE UNDER THE
CONTRACT, AND TO SEE THAT THE SAME STRICTLY CORRESPONDS WITH THE
DRAWINGS AND SPECIFICATIONS. WORK AND MATERIALS WILL BE INSPECTED
PROMPTLY, BUT IF, FOR ANY REASON DELAY SHOULD OCCUR, THE CONTRACTOR
SHALL HAVE NO CLAIM FOR DAMAGES OR EXTRA COMPENSATION.
THE FAILURE OF THE INSPECTOR TO REJECT OR CONDEMN IMPROPER MATERIALS AND
WORKMANSHIP SHALL NOT PREVENT THE OWNER FROM REJECTING MATERIALS AND
WORKMANSHIP FOUND DEFECTIVE AT ANY TIME PRIOR TO THE FINAL ACCEPTANCE OF
THE COMPLETED WORK, NOR SHALL IT BE CONSIDERED AS A WAIVER OF ANY DEFECTS
WHICH MAY BE DISCOVERED LATER, OR AS PREVENTING THE COUNTY AT ANY TIME
PRIOR TO THE EXPIRATION OF THE GUARANTEE PERIOD FROM RECOVERING DAMAGES
FOR WORK ACTUALLY DEFECTIVE.
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IF THE SPECIFICATIONS, OWNER'S INSTRUCTIONS, LAWS, ORDINANCES, OR ANY PUBLIC
AUTHORITY REQUIRE ANY WORK TO BE SPECIFICALLY TESTED OR APPROVED, THE
CONTRACTOR SHALL GIVE THE OWNER TIMELY NOTICE OF ITS READINESS FOR
INSPECTION AND, IF THE INSPECTION IS BY ANOTHER AUTHORITY THAN THE OWNER,
OF THE DATE FIXED FOR SUCH INSPECTION. INSPECTIONS BY THE OWNER SHALL BE
PROMPTLY MADE, AND WHERE PRACTICABLE AT THE SOURCE OF SUPPLY. IF ANY
WORK SHOULD BE COVERED UP WITHOUT APPROVAL OR CONSENT OF THE OWNER, IT
MUST, IF REQUIRED BY THE OWNER, BE UNCOVERED FOR EXAMINATION.
REEXAMINATION OF QUESTIONED WORK MAY BE ORDERED BY THE OWNER AND IF SO
ORDERED, THE WORK MUST BE UNCOVERED BY THE CONTRACTOR. IF SUCH WORK BE
FOUND IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, THE OWNER SHALL PAY
THE COST OF REEXAMINATION AND REPLACEMENT. IF SUCH WORK BE FOUND NOT IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL PAY SUCH
COST, UNLESS HE SHALL SHOW THAT THE DEFECT IN THE WORK WAS CAUSED BY
ANOTHER CONTRACTOR, AND IN THAT EVENT THE OWNER SHALL SEEK CORRECTIVE
ACTION FROM THE OTHER CONTRACTOR.
ARTICLE 23. ENGINEER'S/OWNER'S STATUS.
THE ENGINEER AND/OR OWNER SHALL
MAKE PERIODIC VISITS TO THE JOB TO FAMILIARIZE HIMSELF GENERALLY WITH THE
PROGRESS AND QUALITY OF THE WORK BEING CONSTRUCTED. HE WILL CARRY OUT
REASONABLE INSPECTIONS OF THE WORK TO DETERMINE IF, IN GENERAL, THE
CONTRACTOR IS PROCEEDING IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
THE OWNER MAY STOP THE PROCEEDING IN ACCORDANCE WITH THE CONTRACT
DOCUMENTS. THE OWNER MAY STOP THE WORK WHENEVER SUCH STOPPAGE MAY BE
NECESSARY TO INSURE THE PROPER EXECUTION OF THE CONTRACT. HE SHALL ALSO
HAVE AUTHORITY TO REJECT ALL WORK AND MATERIALS WHICH DO NOT CONFORM
TO THE CONTRACT, TO REQUIRE THE APPLICATION OF FORCES TO ANY PORTION OF THE
WORK AS IN HIS JUDGEMENT IS NECESSARY, AND TO DECIDE QUESTIONS WHICH ARISE
IN THE EXECUTION OF THE WORK.
ARTICLE 24. CORRECTION OF WORK BEFORE FINAL PAYMENT
. THE CONTRACTOR
SHALL PROMPTLY REMOVE FROM THE PREMISES ALL MATERIALS CONDEMNED BY THE
OWNER AS FAILING TO CONFORM TO THE CONTRACT, WHETHER INCORPORATED IN THE
WORK OR NOT, AND THE CONTRACTOR SHALL PROMPTLY REPLACE AND RE-EXECUTE
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HIS OWN WORK IN ACCORDANCE WITH THE CONTRACT AND WITHOUT EXPENSE TO THE
OWNER AND SHALL BEAR THE EXPENSE OF MAKING GOOD ALL WORK OF OTHERS
DESTROYED OR DAMAGED BY SUCH REMOVAL OR REPLACEMENT.
IF THE CONTRACTOR DOES NOT REMOVE SUCH CONDEMNED WORK AND MATERIALS
WITHIN A REASONABLE TIME, FIXED BY WRITTEN NOTICE, THE OWNER MAY REMOVE
AND THEN MAY STORE THE MATERIALS AT THE EXPENSE OF THE CONTRACTOR. IF THE
CONTRACTOR DOES NOT PAY THE EXPENSE OF SUCH REMOVAL AND STORAGE WITHIN
TEN (10) DAYS TIME THEREAFTER, THE OWNER MAY UPON TEN (10) DAYS WRITTEN
NOTICE, SELL SUCH MATERIALS AT AUCTION OR AT PRIVATE SALE AND SHALL
ACCOUNT FOR THE NET PROCEEDS THEREOF AFTER DEDUCTING ALL THE COSTS AND
EXPENSES THAT SHOULD HAVE BEEN BORNE BY THE CONTRACTOR.
ARTICLE 25. SUSPENSION OF WORK.
THE OWNER MAY AT ANY TIME SUSPEND THE
WORK, OR ANY PART THEREOF BY GIVING TEN (10) DAYS NOTICE TO THE CONTRACTOR
IN WRITING. THE WORK SHALL BE RESUMED BY THE CONTRACTOR WITHIN TEN (10)
DAYS AFTER THE DATE FIXED IN THE WRITTEN NOTICE FROM THE OWNER TO THE
CONTRACTOR TO DO SO. THE OWNER SHALL REIMBURSE THE CONTRACTOR FOR
EXPENSES INCURRED BY THE CONTRACTOR IN CONNECTION WITH THE WORK UNDER
HIS CONTRACT AS A RESULT OF SUCH SUSPENSION.
BUT IF THE WORK OR ANY PART THEREOF SHALL BE STOPPED BY THE NOTICE IN
WRITING AFORESAID, AND IF THE OWNER DOES NOT GIVE NOTICE IN WRITING TO THE
CONTRACTOR TO RESUME WORK AT A DATE WITHIN NINETY (90) DAYS OF THE DATE
FIXED IN THE WRITTEN NOTICE TO SUSPEND, THE CONTRACTOR MAY ABANDON THAT
PORTION OF THE WORK SO SUSPENDED AND HE WILL BE ENTITLED TO PAYMENT FOR
ALL WORK COMPLETED UP TO THE DATE OF NOTICE TO SUSPEND IN ACCORDANCE
WITH THE CONTRACT DOCUMENTS.
ARTICLE 26. CHANGED CONDITIONS.
NOTWITHSTANDING ANY OTHER PROVISION OR
CONDITION SET FORTH IN THE CONTRACT DOCUMENTS AS HEREIN DEFINED, IT IS
UNDERSTOOD AND AGREED THAT SHOULD THE CONTRACTOR ENCOUNTER OR THE
OWNER DISCOVER, DURING THE PROGRESS OF THE WORK, SUBSURFACE AND/OR
LATENT CONDITIONS AT THE SITE MATERIALLY DIFFERING FROM THOSE SHOWN ON
THE DRAWINGS OR INDICATED IN THE SPECIFICATIONS, OR UNKNOWN CONDITIONS OF
AN UNUSUAL NATURE DIFFERING MATERIALLY FROM THOSE ORDINARILY
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ENCOUNTERED AND GENERALLY RECOGNIZED AS INHERENT IN WORK OF THE
CHARACTER PROVIDED FOR IN THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL
IMMEDIATELY INFORM THE PROJECT ENGINEER VERBALLY AND SHALL THEN FOLLOW
UP IN WRITING WITHIN TEN (10) DAYS OF THE FIRST OBSERVATION OF ANY SUCH
CONDITION. IF THE CONTRACTOR SHOULD FAIL TO NOTIFY THE PROJECT ENGINEER AS
REQUIRED ABOVE, THEN ANY WORK PERFORMED SHALL BE DONE AT THE
CONTRACTOR'S RISK AND EXPENSE. IF IT IS FOUND CONDITIONS DO MATERIALLY
DIFFER, THE CONTRACT SHALL BE MODIFIED VIA WRITTEN CHANGE ORDER TO
PROVIDE ANY INCREASE OR DECREASE OF COST AND/OR DIFFERENCE IN TIME
RESULTING FROM SUCH CONDITION; THE OWNER MAY TERMINATE THE CONTRACT DUE
TO CHANGED CONDITIONS BY DELIVERY OF WRITTEN NOTICE TO THE CONTRACTOR
AND THE CONTRACTOR WILL BE ENTITLED ONLY TO PAYMENT FOR WORK COMPLETED
IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AS OF THE RECEIPT OF SUCH
NOTICE.
ARTICLE 27. CHANGE OF PLANS.
IT IS AGREED THAT THE ENGINEER, WITH THE
APPROVAL OF THE OWNER, MAY MAKE ALTERATIONS FOR LINE, GRADE, PLAN
POSITIONS, DIMENSIONS OR MATERIALS OF WORK HEREIN CONTEMPLATED OR ANY
PART THEREOF, EITHER BEFORE OR AFTER COMMENCEMENT OF THE CONSTRUCTION
UNDER THIS AGREEMENT SO LONG AS SUCH CHANGES DO NOT RENDER THE TERMS OF
THE AGREEMENT INAPPLICABLE.
ARTICLE 28. ENGINEER'S/OWNER DECISIONS
. THE OWNER SHALL WITHIN FIFTEEN
(15) DAYS TIME AFTER PRESENTATION TO HIM IN WRITING, RENDER DECISIONS, IN
WRITING, ON ALL CLAIMS OF THE CONTRACTOR, OR OTHER MATTERS RELATING TO
THE EXECUTION AND PROGRESS OF THE WORK.
QUESTIONS WHICH ARISE AND PERTAIN TO THE INTERPRETATION OF THE CONTRACT
DOCUMENTS SHALL BE SUBMITTED IN WRITING TO THE ENGINEER. THE ENGINEER
SHALL WITHIN FIFTEEN (15) DAYS TIME RENDER A DECISION AS TO THE
INTERPRETATION OF THE CONTRACT DOCUMENTS.
ARTICLE 29. CLEANING UP AND RESTORATION OF SITE.
THE CONTRACTOR SHALL,
DURING THE PROGRESS OF THE WORK AND AS DIRECTED BY THE OWNER, REMOVE
FROM THE OWNER'S PROPERTY AND FROM ALL PUBLIC AND PRIVATE PROPERTY AND
RIGHTS-OF-WAY, AT HIS OWN EXPENSE, ALL TEMPORARY STRUCTURES, RUBBISH,
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DEBRIS, PILES OF EARTH, FOREIGN MATTER, AND WASTE MATERIALS RESULTING FROM
HIS OPERATIONS. THE SITE OF THE WORK SHALL BE RESTORED TO THE CONDITIONS
EXISTING BEFORE THE WORK WAS STARTED, TO THE SATISFACTION OF THE OWNER.
LAWNS, PAVEMENTS, SIDEWALKS, AND OTHER SURFACES SHALL BE PRESERVED
WHERE PRACTICABLE BUT IF DAMAGED SHALL BE FULLY RESTORED.
IF THE CONTRACTOR FAILS TO PERFORM CLEANUP AND RESTORATION IN AN ORDERLY,
CONTINUOUS, AND EXPEDITIOUS MANNER, THE OWNER MAY TAKE CORRECTIVE
ACTION THREE (3) DAYS AFTER DELIVERY OF NOTICE TO DO SO TO THE CONTRACTOR;
ANY EXPENSE RESULTING FROM CORRECTIVE ACTION TAKEN BY THE OWNER FOR
CLEANUP OR RESTORATION SHALL BE DEDUCTED FROM PAYMENTS DUE TO THE
CONTRACTOR.
ARTICLE 30. FINAL INSPECTION
. THE OWNER SHALL SCHEDULE A FINAL INSPECTION
OF THE WORK INCLUDED IN THE CONTRACT WITHIN TEN (10) DAYS AFTER RECEIPT OF
WRITTEN NOTIFICATION FROM THE CONTRACTOR THAT THE WORK IS COMPLETED. IF
THE WORK IS NOT ACCEPTABLE TO THE ENGINEER OR OWNER, THE CONTRACTOR
SHALL BE ADVISED AS TO THE PARTICULAR DEFECTS TO BE REMEDIED BEFORE FINAL
ACCEPTANCE CAN BE MADE.
FAILURE OF THE OWNER TO MAKE THIS INSPECTION WITHIN THE TIME SPECIFIED IN NO
WAY RELIEVES THE CONTRACTOR OF ANY OF HIS OBLIGATIONS UNDER THE
CONTRACT.
ONLY WRITTEN NOTIFICATION FROM THE OWNER WILL CONSTITUTE FINAL
ACCEPTANCE OF ANY PART OF THE WORK UNDER THIS CONTRACT.
ARTICLE 31. GUARANTEE OF WORK.
CONTRACTOR WARRANTS AND GUARANTEES TO
THE OWNER AND TO THE ENGINEER THAT ALL WORK WILL BE IN ACCORDANCE WITH
THE CONTRACT DOCUMENTS AND WILL BE WITHOUT DEFECT. THE GUARANTEE
PERIOD SHALL BE NOT LESS THAN ONE YEAR AFTER THE DATE OF SUBSTANTIAL
COMPLETION. SHOULD ANY MANUFACTURER'S WARRANTY BE GREATER THAN ONE
YEAR OR SHOULD ANY PERMIT, SPECIFICATION, OR REGULATORY WARRANTY
REQUIREMENT BE GREATER THAN ONE YEAR, THE CONTRACTOR SHALL GUARANTEE
THE WORK FOR THE LONGER PERIOD. IF DURING THE GUARANTEE PERIOD ANY WORK
IS FOUND TO BE DEFECTIVE, CONTRACTOR SHALL PROMPTLY, WITHOUT COST TO
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OWNER, AND IN ACCORDANCE WITH OWNER'S WRITTEN INSTRUCTION, EITHER
CORRECT SUCH DEFECTIVE WORK OR REMOVE IT FROM THE SITE AND REPLACE IT
WITH NON-DEFECTIVE WORK. IF CONTRACTOR DOES NOT PROMPTLY COMPLY WITH
THE TERM OF SUCH INSTRUCTION, OR IN AN EMERGENCY WHERE DELAY WOULD
CAUSE SERIOUS RISK OF LOSS OR DAMAGE, OWNER MAY HAVE THE DEFECTIVE WORK
CORRECTED OR THE REJECTED WORK REMOVED AND REPLACED, AND ALL DIRECT AND
INDIRECT COSTS OF SUCH REMOVAL AND REPLACEMENT, INCLUDING COMPENSATION
FOR ADDITIONAL PROFESSIONAL SERVICES, SHALL BE PAID BY CONTRACTOR.
ARTICLE 32. STATUTE OF LIMITATIONS; WARRANTIES;
AS BETWEEN THE OWNER
AND THE CONTRACTOR:
(A) ANY APPLICABLE STATUE OF LIMITATIONS SHALL COMMENCE TO RUN
AND ANY ALLEGED CAUSE OF ACTION SHALL BE DEEMED TO HAVE
ACCRUED IN ANY AND ALL EVENTS NO EARLIER THAN THE DATE OF
FINAL PAYMENT.
(B) AS TO ACTS OR FAILURES TO ACT OCCURRING AFTER THE DATE OF FINAL
PAYMENT, ANY APPLICABLE STATUE OF LIMITATIONS SHALL COMMENCE
TO RUN AND ANY ALLEGED CAUSE OF ACTION SHALL BE DEEMED TO
HAVE ACCRUED IN ANY AND ALL EVENTS NO EARLIER THAN THE DATE
OF ANY ACT OR FAILURE TO ACT BY THE CONTRACTOR PURSUANT TO
ANY REQUIRED OR OTHERWISE PROVIDED WARRANTY, THE DATE OF ANY
CORRECTION OF THE WORK OR FAILURE TO CORRECT THE WORK BY THE
CONTRACTOR, OR THE DATE OF ACTUAL COMMISSION OF ANY OTHER
ACT OR FAILURE TO PERFORM ANY DUTY OR OBLIGATION BY THE
CONTRACTOR OR OWNER, WHICHEVER OCCURS LAST.
ARTICLE 33. USE OF COMPLETED PORTIONS.
THE OWNER SHALL HAVE THE RIGHT TO
TAKE POSSESSION OF AND USE ANY COMPLETED OR PARTIALLY COMPLETED PORTIONS
OF THE WORK, NOTWITHSTANDING THAT THE TIME FOR COMPLETING THE ENTIRE
WORK OR SUCH PORTIONS MAY NOT HAVE EXPIRED, BUT SUCH TAKING POSSESSION
AND USE SHALL NOT BE DEEMED AN ACCEPTANCE OF ANY WORK NOT COMPLETED IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS. IF SUCH PRIOR USE INCREASES THE
COST OF OR DELAYS THE WORK, THE CONTRACTOR SHALL BE ENTITLED TO SUCH
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EXTRA COMPENSATION OR EXTENSION OF TIME OR BOTH AS THE OWNER MAY
DETERMINE.
ARTICLE 34. SUBMISSION OF DAILY PERFORMANCE RECORDS
. THE CONTRACTOR
SHALL AT THE START OF EACH WORK DAY PROVIDE THE PROJECT INSPECTOR A COPY
OF HIS DAILY PERFORMANCE RECORD FOR WORK PERFORMED ON THE PRECEDING
WORK DAY. THE PERFORMANCE RECORD SHALL BE SUBMITTED IN FORMAT AS
PRESCRIBED BY THE COUNTY ENGINEERING DIVISION.
A COPY OF THE PRESCRIBED FORMAT WILL BE PROVIDED TO THE CONTRACTOR BY THE
OWNER.
THE SUBMISSION OF THE DAILY RECORD DOES NOT PRECLUDE THE SUBMISSION OF
ADDITIONAL DOCUMENTATION, REPORTS, INFORMATION WHEN REQUESTED BY THE
OWNER; OR AS SPECIFICALLY PROVIDED FOR OR REQUIRED BY THE CONTRACT
DOCUMENTS.
ARTICLE 35. RECORD DOCUMENTS
. THE CONTRACTOR SHALL AT THE END OF
CONSTRUCTION PROVIDE THE OWNER WITH ONE COMPLETE SET OF DRAWINGS
RECORDING THE INSTALLATION OF THE PROJECT. DURING THE COURSE OF THE
CONSTRUCTION THE AS-BUILTS SHALL BE UPDATED DAILY BY THE END OF EACH
WORKING DAY. UNDER ARTICLE 47, PARTIAL PAYMENTS MAY BE WITHHELD FOR
FAILURE TO KEEP NEAT, ACCURATE AND COMPLETE AS-BUILTS. UNDER ARTICLE 43,
THE OWNER MAY ELECT TO PREPARE THE AS-BUILTS AT THE EXPENSE OF THE
CONTRACTOR SHOULD THE CONTRACTOR FAIL TO PERFORM UNDER THIS PROVISION
OF THE CONTRACT.
AS-BUILT INFORMATION SHALL INCLUDE THE FOLLOWING AS A MINIMUM, WHERE
APPLICABLE:
(A) SIZE, HORIZONTAL AND VERTICAL LOCATION OF ANY EXISTING UTILITIES
UNCOVERED DURING THE COURSE OF THE WORK. THIS SHALL INCLUDE
TELEPHONE CABLE AND CONDUITS, TV CABLES, ELECTRICAL CABLES
AND CONDUITS, GAS LINES, WATER LINES, SEWER FORCE MAINS,
SANITARY SEWERS, STORM SEWERS, AND THE LIKE.
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(B) HORIZONTAL AND VERTICAL LOCATION OF ALL WATER MAINS AND
FORCE MAINS INSTALLED AT EVERY 100 FOOT STATION.
(C) LOCATION AND SIZE OF ALL WATER MAIN TAPS MADE, INCLUDING
CORPORATION USED FOR TESTING AND CHLORINATING PURPOSES,
PLUSES, AND OFFSETS TO ALL METER BOXES NEW AND EXISTING, SIZE OF
SERVICE LINES INSTALLED, AND THE LIKE.
(D) LOCATION OF LINES PLUGGED OR CAPPED.
(E) SWING TIES TO ALL STRUCTURES INSTALLED SUCH AS MANHOLES, AIR
VENTS, HYDRANTS, VALVE BOXES, BLOWOFFS, AND THE LIKE.
(F)DEPTH FROM RIM OF VALVE BOX TO TOP OF OPERATING NUT ON ALL
VALVES, AND LENGTH OF VALVE EXTENSIONS INSTALLED.
(G) SIZES AND TYPES OF MATERIALS USED AND CHANGES IN SIZES AND
TYPES OF MATERIALS.
(H) LOCATION OF ALL SLEEVES, BENDS, AND OTHER FITTINGS INCLUDING
METHOD OF RESTRAINMENT USED; FOR EXAMPLE, THRUST BLOCK,
RETAINER GLANDS, TIE RODS, AND THE LIKE.
THESE RECORDS ARE A SPECIFIC CONTRACT REQUIREMENT OF THE CONTRACTOR.
FINAL PAYMENT WILL NOT BE ISSUED UNTIL SAID DOCUMENTS HAVE BEEN SUBMITTED
IN AN ACCEPTABLE FORM.
ARTICLE 36. PARTIAL PAYMENTS
. PARTIAL PAYMENTS WILL BE MADE EACH MONTH
FOR THE QUANTITY OF WORK PERFORMED IN THE PRECEDING MONTH LESS FIVE
PERCENT (5%) TO BE RETAINED UNTIL FINAL COMPLETION OF THE WORK.
REQUESTS FOR PAYMENTS SHALL BE SUBMITTED TO THE OWNER BY THE 1ST OF THE
MONTH FOR PAYMENT BY MID-MONTH. REQUESTS FOR PAYMENTS SHALL BE
SUBMITTED USING THE COUNTY ENGINEERING DIVISION’S FORMAT AS FOLLOWS:
(A) FOR GRAVITY SEWERS AND WATER MAINS:
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(1)CONTRACTOR'S ESTIMATE AND INVOICE TRANSMITTAL SHEET
(2)STANDARD CONTRACTOR'S ESTIMATE VOUCHER WHERE WATER
AND SEWER ARE INCLUDED IN A SINGLE PROJECT, INVOICING FOR
EACH SHALL BE SEPARATE.
(B) FOR PUMPING STATIONS:
(1)CONTRACTOR'S ESTIMATE AND INVOICE TRANSMITTAL SHEET
(2)AIA DOCUMENTS G-702 AND G-703
ARTICLE 37. ESCROW ACCOUNT PROCEDURE
. IN ACCORDANCE WITH SECTION 2.2-
4334 OF THE CODE OF VIRGINIA (1950) AS AMENDED, ON PUBLIC CONTRACTS OF $200,000
OR MORE, THE CONTRACTOR WILL HAVE THE OPTION TO USE AN ESCROW ACCOUNT
PROCEDURE FOR UTILIZATION OF RETAINAGE FUNDS. IN THE EVENT THE CONTRACTOR
ELECTS TO USE THE ESCROW ACCOUNT PROCEDURE, THE "ESCROW AGREEMENT" FORM
SHALL BE EXECUTED AND SUBMITTED TO THE OWNER WITHIN FIFTEEN CALENDAR
DAYS AFTER NOTIFICATION OF INTENT TO AWARD. IF THE "ESCROW AGREEMENT'
FORM IS NOT SUBMITTED WITHIN THE FIFTEEN-DAY PERIOD, THE CONTRACTOR SHALL
FORFEIT HIS RIGHTS TO USE OF THE ESCROW ACCOUNT PROCEDURE. THE "ESCROW
AGREEMENT" AND ALL REGULATIONS PERTAINING THERETO SHALL BE IN
SUBSTANTIAL ACCORDANCE WITH THE AGREEMENT USED BY COMMONWEALTH OF
VIRGINIA, DEPARTMENT OF TRANSPORTATION. THE CONTRACTOR'S ESCROW AGENT
SHALL BE A TRUST COMPANY, BANK OR A SAVINGS INSTITUTION WITH ITS PRINCIPAL
OFFICE LOCATED IN THE COMMONWEALTH.
ARTICLE 38. METHOD OF MEASUREMENT
. EXCEPT WHEN STIPULATED OTHERWISE,
ALL QUANTITIES OF WORK PERFORMED AND TO BE PAID FOR UNDER THIS CONTRACT
SHALL BE CONSTRUED AS THOSE MEASURED IN PLACE BY THE OWNER.
ARTICLE 39. BASIS OF PAYMENT.
THE PRICES TO BE PAID FOR THE WORK PERFORMED
UNDER THIS CONTRACT SHALL BE THE PRICES STIPULATED IN THE CONTRACTOR'S BID.
ARTICLE 40. INCREASED OR DECREASED QUANTITIES AND METHOD OF PAYMENT -
UNIT PRICES.
THE OWNER RESERVES THE RIGHT TO INCREASE OR DECREASE THE
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ESTIMATED VALUE OF THE CONTRACT IN AN AMOUNT NOT TO EXCEED TWENTY-FIVE
PERCENT (25%). SUCH INCREASE OR DECREASE MAY BE BROUGHT ABOUT EITHER BY
VARYING QUANTITIES WITHIN THE ORIGINAL UNITS OF THE CONTRACT OR BY AN
EXTENSION OR REDUCTION IN THE ORIGINAL LIMITS OF THE PROJECT.
NO CLAIM FOR EXTRA COMPENSATION WILL BE ALLOWED FOR SUCH INCREASE OR
DECREASE IN THE VALUE OF THE CONTRACT NOT EXCEEDING TWENTY-FIVE PERCENT
(25%).
CHANGES IN THE ESTIMATED VALUE OF ANY MAJOR OR MINOR ITEM OF MORE THAN
TWENTY-FIVE PERCENT (25%) NOT CONSISTENT WITH THE ABOVE, OR CHANGES IN
EITHER TOTAL COST OR THE AMOUNT OF ANY ITEM MAJOR OR MINOR WHICH ARE THE
RESULTS OF MORE ACCURATE MEASUREMENTS AND ARE NOT DUE TO ANY CHANGE IN
PLAN OR IN CHARACTER OF THE WORK SHALL NOT BE CONSIDERED A BASIS OF
DEMAND FOR REVISION IN CONTRACT PRICE BY EITHER PARTY TO THE CONTRACT.
FOR ANY INCREASED OR DECREASED QUANTITIES, SETTLEMENT SHALL BE MADE FOR
THE ACTUAL AMOUNT OF WORK PERFORMED AT THE UNIT PRICES SHOWN IN THE
PROPOSAL FOR THE WORK UNDER CONSIDERATION.
ARTICLE 41. EXTRA WORK AND METHOD OF PAYMENT.
THE OWNER MAY AT ANY
TIME BY A WRITTEN ORDER, AND WITHOUT NOTICE TO SURETIES, MAKE CHANGES IN
DRAWINGS OR SPECIFICATIONS, WITHIN THE GENERAL SCOPE THEREOF. ANY EXTRA
WORK DONE PRIOR TO THE EXECUTION OF THE COUNTY'S STANDARD CHANGE ORDER
FORM BY THE CHAIRMAN OF THE BOARD OF SUPERVISORS IS DONE AT THE
CONTRACTOR'S TOTAL RISK AND WITH NO OBLIGATION ON THE PART OF THE COUNTY
TO PAY FOR THE WORK.
THE CONTRACTOR SHALL PERFORM UNFORESEEN WORK OR WORK WHICH MAY
EXCEED THE TWENTY-FIVE PERCENT (25%) STATED IN ARTICLE 40 OR WORK FOR WHICH
THERE IS NO PRICE INCLUDED IN THE CONTRACT, WHENEVER IT IS DEEMED
NECESSARY OR DESIRABLE IN ORDER TO COMPLETE FULLY THE WORK AS
CONTEMPLATED. SUCH WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE
SPECIFICATIONS AND AS DIRECTED BY THE OWNER, AND WILL BE PAID FOR AS
STIPULATED HEREINAFTER.
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EXTRA WORK SHALL BE PAID FOR AT THE UNIT PRICES OR LUMP SUM AS AGREED TO
BY THE CONTRACTOR AND THE OWNER, OR IN LIEU OF SUCH AGREEMENT, THE OWNER
MAY REQUIRE THE CONTRACTOR TO DO SUCH WORK ON A FORCE ACCOUNT BASIS TO
BE COMPENSATED FOR IN THE FOLLOWING MANNER.
(A) LABOR. FOR ALL LABOR AND FOREMEN IN DIRECT CHARGE OF THE
SPECIFIC OPERATIONS, THE CONTRACTOR SHALL RECEIVE THE RATE OF
WAGE (OR SCALE) AS SET FORTH IN HIS MOST RECENT PAYROLL ON
WHICH THE APPLICABLE CLASS OF LABOR AND FOREMEN WERE USED
FOR EACH HOUR OF REGULAR TIMES AND 1-1/2 TIMES SUCH RATES FOR
OVERTIME WHEN SUCH OVERTIME WORK IS AUTHORIZED, THAT SAID
LABOR AND FOREMEN ARE ACTUALLY ENGAGED IN SUCH WORK. IN THE
EVENT THE CLASS OF LABOR NEEDED HAS NOT BEEN EMPLOYED ON THE
PROJECT, MUTUALLY AGREED UPON RATES WILL BE ESTABLISHED,
PROVIDED, HOWEVER, THAT THE RATES SHALL CONFORM TO
PREDETERMINED RATES AUTHORIZED FOR THE PROJECT. AN AMOUNT
EQUAL TO TEN PERCENT (10%) OF THE SUM THEREFORE SHALL BE ADDED
TO THESE RATES.
(B) BOND, INSURANCE, AND TAX, FOR PROPERTY DAMAGE, LIABILITY, AND
WORKMEN'S COMPENSATION INSURANCE PREMIUMS, UNEMPLOYMENT
INSURANCE CONTRIBUTIONS AND SOCIAL SECURITY TAXES ON FORCE
ACCOUNT WORK, THE CONTRACTOR SHALL RECEIVE AN AMOUNT EQUAL
TO TWENTY PERCENT (20%) THE BASE COST FOR LABOR.
(C) MATERIALS. FOR MATERIALS ACCEPTED BY THE OWNER AND USED, THE
CONTRACTOR SHALL RECEIVE THE ACTUAL COST OF SUCH MATERIALS
DELIVERED ON THE WORK, INCLUDING TRANSPORTATION, AND
HANDLING CHARGES PAID BY HIM (EXCLUSIVE OF EQUIPMENT RENTALS
AS HEREINAFTER SET FORTH), TO WHICH COST TEN PERCENT (10%) WILL
BE ADDED.
(D) EQUIPMENT. FOR ANY MACHINERY OR SPECIAL EQUIPMENT (OTHER
THAN SMALL TOOLS AND OPERATOR) INCLUDING FUEL, LUBRICANTS AND
REPAIRS, THE CONTRACTOR SHALL RECEIVE HOURLY RENTAL RATES
WHICH SHALL NOT EXCEED THE RENTAL RATES BASED ON 1/40TH OF THE
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WEEKLY RATE OF THE CURRENT SCHEDULE PUBLISHED BY THE
ASSOCIATED EQUIPMENT DISTRIBUTORS (AED) PLUS TRANSPORTATION
COST FOR EQUIPMENT NOT ALREADY ON THE PROJECT. SUCH RATE WILL
BE PAID FOR THE ACTUAL TIME THE EQUIPMENT IS IN OPERATION ON THE
FORCE ACCOUNT WORK.
THE RATES FOR LICENSED TRUCKS AND SPECIAL EQUIPMENT NOT LISTED
IN THE AED SCHEDULE USED ON THE FORCE ACCOUNT WORK SHALL NOT
EXCEED THE HOURLY RATE BEING PAID FOR SUCH TRUCKS AND
EQUIPMENT BY THE CONTRACTOR AT THE TIME OF THE FORCE ACCOUNT
AUTHORIZATION. IN THE ABSENCE OF SUCH RATES, THE PREVAILING
RATES BEING PAID IN THE AREA WHERE THE WORK IS CONTEMPLATED
SHALL BE USED.
(E) MISCELLANEOUS. NO ADDITIONAL ALLOWANCE WILL BE MADE FOR
GENERAL SUPERINTENDENCE, THE USE OF SMALL TOOLS, OR OTHER
COSTS FOR WHICH NO SPECIFIC ALLOWANCE IS HEREIN PROVIDED.
(F)COMPENSATION. THE COMPENSATION AS SET FORTH IN THIS SECTION
SHALL BE ACCEPTED BY THE CONTRACTOR AS PAYMENT IN FULL
INCLUDING PROFIT FOR EXTRA WORK DONE ON A FORCE ACCOUNT BASIS.
AT THE END OF EACH DAY THE CONTRACTOR'S REPRESENTATIVE AND
THE INSPECTOR SHALL COMPARE RECORDS OF THE COST OF WORK DONE
AS ORDERED ON A FORCE ACCOUNT BASIS.
(G) STATEMENTS. NO PAYMENT WILL BE MADE FOR WORK PERFORMED ON A
FORCE ACCOUNT BASIS UNTIL THE CONTRACTOR HAS FURNISHED THE
ENGINEER OR OWNER WITH DUPLICATE ITEMIZED STATEMENTS OF THE
COST OF SUCH FORCE ACCOUNT WORK DETAILED AS FOLLOWS:
1.NAME, CLASSIFICATION, DATE, DAILY HOURS, TOTAL HOURS, RATE
AND EXTENSION FOR EACH LABORER, AND FOREMAN
2.DESIGNATION, DATES, DAILY HOURS, TOTAL HOURS, RENTAL RATE,
AND EXTENSION FOR EACH UNIT OF EQUIPMENT
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3.QUANTITIES OF MATERIALS, PRICES AND EXTENSIONS
4TRANSPORTATION OF MATERIAL
5.COST OF PROPERTY DAMAGE, LIABILITY AND WORKERS'
COMPENSATION INSURANCE PREMIUMS, UNEMPLOYMENT
INSURANCE CONTRIBUTIONS, AND SOCIAL SECURITY TAX
STATEMENTS SHALL BE ACCOMPANIED AND SUPPORTED BY RECEIPTED INVOICES FOR
ALL MATERIALS USED AND TRANSPORTATION CHARGES. HOWEVER, IF MATERIALS
USED ON THE FORCE ACCOUNT WORK ARE NOT SPECIFICALLY PURCHASED FOR SUCH
WORK BUT ARE TAKEN FROM THE CONTRACTOR'S STOCK THEN, IN LIEU OF THE
INVOICES, THE CONTRACTOR SHALL FURNISH AN AFFIDAVIT CERTIFYING THAT SUCH
MATERIALS WERE TAKEN FROM HIS STOCK, THAT THE QUANTITY CLAIMED WAS
ACTUALLY USED AND THAT THE PRICE AND TRANSPORTATION AND HANDLING
CLAIMED REPRESENT THE ACTUAL COST TO THE CONTRACTOR.
ARTICLE 42. WORK OUTSIDE REGULAR HOURS.
IF THE CONTRACTOR DESIRES TO
PERFORM WORK OUTSIDE THE REGULAR HOURS OR ON SATURDAY, HE SHALL REQUEST
PERMISSION TO WORK FORTY-EIGHT (48) HOURS IN ADVANCE TO ALLOW ARRANGE-
MENTS TO BE MADE FOR PROPER INSPECTION. THE OWNER MAY REFUSE THE
CONTRACTOR PERMISSION TO WORK IF THE 48-HOUR NOTICE IS NOT GIVEN OR FOR
OTHER JUST CAUSE. REASONABLE EFFORTS SHALL BE MADE BY THE CONTRACTOR TO
AVOID UNDUE NOISE DURING THE NIGHT AND ON SUNDAYS, IF IT IS NECESSARY TO
WORK AT SUCH TIMES. UNDER NORMAL CIRCUMSTANCES THE CONTRACTOR WILL NOT
BE PERMITTED TO WORK ON SUNDAYS OR COUNTY HOLIDAYS.
UNLESS SPECIFICALLY SCHEDULED TO WORK OUTSIDE NORMAL HOURS BY THE
OWNER IN THE INTEREST OF PUBLIC SAFETY OR CONVENIENCE, THE CONTRACTOR
WILL BE LIABLE FOR THE EXPENSE OF OVERTIME WORK REQUIRED BY COUNTY
EMPLOYEES. THIS EXPENSE INCLUDES BUT IS NOT LIMITED TO COUNTY EMPLOYEES'
PERFORMING INSPECTIONS OUTSIDE NORMAL WORKING HOURS AS WELL AS
EMPLOYEES BEING CALLED TO THE JOB SITE OUTSIDE NORMAL WORKING HOURS TO
RESOLVE PROBLEMS DIRECTLY RELATED TO THIS CONTRACT. NORMAL WORKING
HOURS ARE DEFINED AS 8:30 A.M. TO 5:00 P.M. MONDAY THROUGH FRIDAY, EXCLUDING
COUNTY HOLIDAYS.
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THE OWNER RESERVES THE RIGHT TO SCHEDULE THE CONTRACTOR TO WORK OUTSIDE
NORMAL WORKING HOURS IN THE INTEREST OF PUBLIC SAFETY OR CONVENIENCE. NO
CLAIM FOR ADDITIONAL COMPENSATION SHALL BE MADE BY THE CONTRACTOR WHEN
SUCH OCCASIONS OCCUR.
ARTICLE 43. DEDUCTIONS FOR UNCORRECTED WORK
. IF THE OWNER DEEMS IT
INEXPEDIENT TO CORRECT WORK DAMAGED OR NOT DONE IN ACCORDANCE WITH THE
CONTRACT, AN EQUITABLE DEDUCTION FROM THE CONTRACT PRICE SHALL BE MADE
THEREFOR.
ARTICLE 44. LIQUIDATED DAMAGES FOR DELAY AND EXTENSION OF THE TIME.
FOR EACH CONSECUTIVE CALENDAR DAY THAT ANY WORK REMAINS INCOMPLETE
AFTER THE CONTRACT TIME LIMIT SPECIFIED FOR THE COMPLETION OF THE WORK (OR
SUCH LATER DATE AS MAY RESULT FROM EXTENSION OF TIME GRANTED BY THE
COUNTY), ISLE OF WIGHT COUNTY WILL ASSESS LIQUIDATED DAMAGES AGAINST THE
CONTRACTOR. LIQUIDATED DAMAGES WILL BE ASSESSED AT THE RATE APPLICABLE TO
THE CONTRACT IN ACCORDANCE WITH THE SCHEDULE OF LIQUIDATED DAMAGES,
TABLE I-1, OR AS OTHERWISE SPECIFIED IN THE CONTRACT PROVISIONS. LIQUIDATED
DAMAGES WILL BE DEDUCTED FROM ANY MONIES DUE THE CONTRACTOR FOR EACH
CONSECUTIVE CALENDAR DAY OF ADDITIONAL TIME CONSUMED UNTIL FINAL
COMPLETION AND ACCEPTANCE OF THE WORK, SUBJECT TO SUCH ADJUSTMENTS AS
PROVIDED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 108.04 OF THE VDOT
ROAD AND BRIDGE SPECIFICATIONS, NOT AS A PENALTY, BUT AS LIQUIDATED
DAMAGES. THE CONTRACTOR WAIVES ANY DEFENSE AS TO THE VALIDITY OF ANY
LIQUIDATED DAMAGES STATED IN THE CONTRACT, THE CONTRACT DOCUMENTS, OR
THESE SPECIFICATIONS AND ASSESSED BY ISLE OF WIGHT COUNTY AGAINST THE
CONTRACTOR ON THE GROUNDS THAT SUCH LIQUIDATED DAMAGES ARE VOID AS
PENALTIES OR ARE NOT REASONABLY RELATED TO ACTUAL DAMAGES.
THE FOLLOWING SCHEDULE OF LIQUIDATED DAMAGES, REPRESENTING THE COST OF
ADMINISTRATION, ENGINEERING, SUPERVISION, INSPECTION AND OTHER EXPENSES,
WILL BE CHARGED AGAINST THE CONTRACTOR FOR EACH CONSECUTIVE CALENDAR
DAY BEYOND THE FIXED CONTRACT TIME THAT THE CONTRACT REMAINS IN AN
INCOMPLETE STATE:
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TABLE I-1
Schedule of Liquidated Damages
Original Contract Amount in DollarsDaily Charge in Dollars
0 – 500,000.00350
500,000.01 – 2,000,000.00600
2,000,000.01-8,000,000.001,350
8,000,000.01- 15,000,000.002,500
15,000,000.01- Plus3,100
ARTICLE 45. DAMAGES.
ANY CLAIM FOR DAMAGE ARISING UNDER THIS CONTRACT
SHALL BE MADE IN WRITING TO THE PARTY LIABLE WITHIN FIFTEEN (15) DAYS TIME OF
THE FIRST OBSERVANCE OF SUCH DAMAGE AND NOT LATER THAN THE TIME OF FINAL
PAYMENT EXCEPT AS EXPRESSLY STIPULATED OTHERWISE IN GUARANTEE OF WORK
AS IN THE CASE OF THE DEFECTIVE WORK OR MATERIALS, AND SHALL BE ADJUSTED BY
AGREEMENT OR LITIGATION AS PROVIDED BY ARTICLE 59.
ARTICLE 46. LIENS.
NEITHER THE FINAL PAYMENT NOR ANY PART OF THE RETAINED
PERCENTAGE SHALL BECOME DUE UNTIL THE CONTRACTOR, IF REQUIRED, SHALL
DELIVER TO THE OWNER A COMPLETE RELEASE OF ALL LIENS ARISING OUT OF THIS
CONTRACT, OR RECEIPTS IN FULL IN LIEU THEREOF, AND IF REQUIRED IN EITHER CASE
AN AFFIDAVIT THAT SO FAR AS HE HAS KNOWLEDGE OR INFORMATION THE RELEASES
AND RECEIPTS INCLUDE ALL THE LABOR AND MATERIAL FOR WHICH A LIEN COULD BE
FILED; BUT THE CONTRACTOR MAY IF ANY SUBCONTRACTOR REFUSES TO FURNISH A
RELEASE OR RECEIPT IN FULL, FURNISH A BOND SATISFACTORY TO THE OWNER TO
INDEMNIFY THE OWNER AGAINST ANY LIEN. IF ANY LIEN REMAINS UNSATISFIED
AFTER ALL PAYMENTS ARE MADE, THE CONTRACTOR SHALL REFUND TO THE OWNER
ALL MONIES THAT THE LATTER MAY BE COMPELLED TO PAY IN DISCHARGING SUCH A
LIEN, INCLUDING ALL COST AND A REASONABLE ATTORNEY'S FEE.
ARTICLE 47. PAYMENTS WITHHELD.
THE OWNER MAY WITHHOLD OR, ON ACCOUNT
OF SUBSEQUENTLY DISCOVERED EVIDENCE, NULLIFY THE WHOLE OR PART OF ANY
PAYMENT TO SUCH EXTENT AS MAY BE NECESSARY TO PROTECT HIMSELF FROM LOSS
ON ACCOUNT OF:
(A) DEFECTIVE WORK NOT REMEDIED
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(B) CLAIMS OR LIENS THAT HAVE BEEN FILED OR EVIDENCE INDICATING
THAT THERE IS REASONABLE CAUSE TO BELIEVE SUCH MAY BE FILED
(C) FAILURE OF THE CONTRACTOR TO PAY FOR LABOR OR MATERIALS, OR TO
MAKE PAYMENTS PROPERLY TO SUBCONTRACTORS
(D) A REASONABLE DOUBT THAT THE CONTRACT CAN BE COMPLETED FOR
THE BALANCE THEN UNPAID
(E) DAMAGE TO ANOTHER CONTRACTOR
(F)THE OWNER HAVING BEEN REQUIRED TO CORRECT DEFECTIVE WORK,
COMPLETE ANY WORK, PERFORM EMERGENCY WORK, OR PERFORM
OTHER WORK
(G) UNSATISFACTORY PROSECUTION OF THE WORK, INCLUDING FAILURE TO
FURNISH ACCEPTABLE SUBMITTALS, FAILURE TO MAKE ADEQUATE
PROGRESS TOWARDS COMPLETING THE WORK WITHIN THE CONTRACT
TIME OR FAILURE TO MAINTAIN THE WORK SITE AT ALL TIMES IN A NEAT,
ORDERLY, AND WORKMAN-LIKE APPEARANCE.
(H) FAILURE TO KEEP NEAT, ACCURATE, AND COMPLETE SET OF "AS-BUILTS"
UPDATED ON A DAILY BASIS.
(I)FAILURE TO SUBMIT A DAILY PERFORMANCE RECORD IN SUITABLE
FORMAT.
WHEN THE ABOVE GROUNDS ARE REMOVED, PAYMENT SHALL BE MADE FOR AMOUNTS
WITHHELD BECAUSE OF THEM.
ARTICLE 48. THE OWNER'S RIGHT TO DO WORK
. IF THE CONTRACTOR SHOULD FAIL
TO PROSECUTE THE WORK OR FAITHFULLY PERFORM ANY PROVISIONS OF THIS
CONTRACT, IT SHALL BE CONSTRUED AS GROUNDS FOR THE OWNER'S RIGHT TO
PERFORM WORK. THE OWNER, HAVING DULY SERVED WRITTEN NOTICE TO THE
CONTRACTOR OF HIS INTENT TO PERFORM WORK, MAY REMEDY SUCH DEFICIENCIES
AFTER THREE (3) DAYS FROM DELIVERY OF SAID NOTICE TO THE CONTRACTOR. THE
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COSTS INCURRED BY THE OWNER IN CORRECTING THE DEFICIENCY SHALL BE PAID FOR
BY THE CONTRACTOR.
ARTICLE 49. THE OWNER'S RIGHT TO TERMINATE CONTRACT
. IF THE CONTRACTOR
SHOULD BE ADJUDGED BANKRUPT, OR IF HE SHOULD MAKE A GENERAL ASSIGNMENT
FOR THE BENEFIT OF HIS CREDITORS, OR A RECEIVER SHOULD BE APPOINTED ON
ACCOUNT OF HIS INSOLVENCY, OR IF HE SHOULD PERSISTENTLY OR REPEATEDLY
REFUSE OR SHOULD FAIL, EXCEPT IN CASES FOR WHICH EXTENSION OF TIME IS
PROVIDED, TO SUPPLY ENOUGH PROPERLY SKILLED WORKMEN OR PROPER MATERIALS,
OR IF HE SHOULD FAIL TO MAKE PROMPT PAYMENT TO SUBCONTRACTORS OR FOR
MATERIALS OR LABOR OR PERSISTENTLY DISREGARD LAWS, ORDINANCES, OR THE
INSTRUCTIONS OF THE OWNER, OR OTHERWISE BE GUILTY OF A VIOLATION OF ANY
PROVISION OF THE CONTRACT, THEN THE OWNER, UPON THE CERTIFICATE OF THE
ENGINEER THAT CAUSE EXISTS TO JUSTIFY SUCH ACTIONS, MAY, WITHOUT PREJUDICE
TO ANY OTHER RIGHT OF REMEDY AND AFTER GIVING THE CONTRACTOR SEVEN (7)
DAYS WRITTEN NOTICE, TERMINATE THE EMPLOYMENT OF THE CONTRACTOR AND
TAKE POSSESSION OF THE PREMISES AND ALL OF THE MATERIALS, TOOLS, AND
EQUIPMENT THEREON AND FINISH THE WORK BY WHATEVER METHOD HE MAY DEEM
EXPEDIENT. IN SUCH CASE THE CONTRACTOR SHALL NOT BE ENTITLED TO RECEIVE
ANY FURTHER PAYMENT UNTIL THE WORK IS FINISHED. IF THE UNPAID BALANCE OF
THE CONTRACT PRICE SHALL EXCEED THE EXPENSE OF FINISHING THE WORK
INCLUDING COMPENSATION FOR ADDITIONAL MANAGERIAL AND ADMINISTRATIVE
SERVICES, SUCH EXCESS SHALL BE PAID TO THE CONTRACTOR. IF SUCH EXPENSE
SHALL EXCEED SUCH UNPAID BALANCE THE CONTRACTOR SHALL PAY THE DIFFER-
ENCE TO THE OWNER. THE EXPENSE INCURRED BY THE OWNER AS HEREIN PROVIDED,
AND THE DAMAGE INCURRED THROUGH THE CONTRACTOR'S DEFAULT, SHALL BE
CERTIFIED BY THE ENGINEER.
ARTICLE 50. CONTRACTOR'S RIGHT TO STOP WORK OR TERMINATE CONTRACT.
IF
THE WORK SHOULD BE STOPPED UNDER AN ORDER OF ANY COURT, OR OTHER PUBLIC
AUTHORITY, FOR A PERIOD OF NINETY (90) DAYS, THROUGH NO ACT OR FAULT OF THE
CONTRACTOR OR OF ANYONE EMPLOYED BY HIM, OR IF THE ENGINEER SHOULD FAIL
TO ISSUE ANY ESTIMATE FOR PAYMENT WITHIN THIRTY (30) DAYS AFTER IT IS DUE, OR
IF THE OWNER SHOULD FAIL TO PAY THE CONTRACTOR WITHIN THIRTY (30) DAYS OF
ITS MATURITY AND PRESENTATION, ANY SUM CERTIFIED BY THE ENGINEER OR
AWARDED BY ARBITRATORS; THEN THE CONTRACTOR MAY, UPON SEVEN (7) DAYS
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WRITTEN NOTICE TO THE OWNER AND THE ENGINEER, STOP WORK OR TERMINATE THIS
CONTRACT AND RECOVER FROM THE OWNER PAYMENT OF ALL WORK EXECUTED AND
ANY LOSS SUSTAINED UPON ANY PLANT OR MATERIAL AND REASONABLE PROFIT AND
DAMAGES.
ARTICLE 51. REMOVAL OF MATERIALS AND EQUIPMENT.
IN THE CASE OF
ANNULMENT OF THIS CONTRACT BEFORE COMPLETION FROM ANY CAUSE WHATEVER
OR IN THE CASE OF ACCEPTANCE OF THE WORK AFTER COMPLETION, THE
CONTRACTOR WHEN NOTIFIED BY THE OWNER IN WRITING, SHALL WITHIN FIVE (5)
DAYS AFTER RECEIPT OF NOTIFICATION REMOVE ALL OR ANY PORTION AS DIRECTED
OF HIS EQUIPMENT AND MATERIALS FROM THE PROPERTY OF THE OWNER. SHOULD
THE CONTRACTOR BE UNABLE OR UNWILLING TO COMPLY WITH THE OWNER'S
REQUEST, THEN THE OWNER RESERVES THE RIGHT TO REMOVE AND/OR STORE SUCH
EQUIPMENT AND MATERIALS AT THE CONTRACTOR'S EXPENSE.
ARTICLE 52. ASSIGNMENT.
NEITHER PARTY TO THE CONTRACT SHALL ASSIGN THE
CONTRACT OR SUBLET IT AS A WHOLE WITHOUT THE WRITTEN CONSENT OF THE
OTHER, NOR SHALL THE CONTRACTOR ASSIGN ANY MONIES DUE OR TO BECOME DUE
TO HIM HEREUNDER, WITHOUT THE PREVIOUS WRITTEN CONSENT OF THE OWNER.
SUCH CONSENT SHALL NOT BE UNREASONABLY WITHHELD.
ARTICLE 53. RIGHTS OF VARIOUS INTEREST.
WHEREVER WORK BEING DONE BY THE
OWNER'S FORCES OR OTHER CONTRACTORS IS CONTIGUOUS TO WORK COVERED BY
THIS CONTRACT, THE RESPECTIVE RIGHTS OF THE VARIOUS INTERESTS INVOLVED
SHALL BE ESTABLISHED BY THE OWNER, TO SECURE THE COMPLETION OF THE
VARIOUS PORTIONS OF THE WORK IN GENERAL HARMONY.
ARTICLE 54. SEPARATE CONTRACT.
THE OWNER RESERVES THE RIGHT TO LET OTHER
CONTRACTS IN CONNECTION WITH THIS WORK. THE CONTRACTOR SHALL AFFORD
OTHER CONTRACTORS REASONABLE OPPORTUNITY FOR THE INTRODUCTION AND
STORAGE OF THEIR MATERIALS AND THE EXECUTION OF THEIR WORK, AND SHALL
PROPERLY CONNECT AND COORDINATE HIS WORK WITH THEIRS.
IF ANY PART OF THE CONTRACTOR'S WORK DEPENDS FOR PROPER EXECUTION OR
RESULTS UPON THE WORK OF ANY OTHER CONTRACTOR, THE CONTRACTOR SHALL
INSPECT AND PROMPTLY REPORT TO THE OWNER ANY DEFECTS IN SUCH WORK THAT
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RENDER IT UNSUITABLE FOR SUCH PROPER EXECUTION AND RESULTS. HIS FAILURE SO
TO INSPECT AND REPORT SHALL CONSTITUTE AN ACCEPTANCE OF THE OTHER
CONTRACTOR'S WORK, AS FIT AND PROPER FOR THE RECEPTION OF HIS WORK, EXCEPT
AS TO DEFECTS WHICH MAY DEVELOP IN THE OTHER CONTRACTOR'S WORK AFTER THE
EXECUTION OF HIS WORK.
TO INSURE THE PROPER EXECUTION OF HIS SUBSEQUENT WORK, THE CONTRACTOR
SHALL MEASURE WORK ALREADY IN PLACE AND SHALL AT ONCE REPORT IN WRITING
TO THE OWNER ANY DISCREPANCY BETWEEN THE EXECUTED WORK AND THE
DRAWINGS.
ARTICLE 55. SUBCONTRACTS.
THE CONTRACTOR SHALL, WITHIN TEN (10) DAYS
AFTER THE SIGNATURE OF THE CONTRACT, NOTIFY THE OWNER IN WRITING OF THE
NAMES OF SUBCONTRACTORS PROPOSED FOR THE WORK AND SHALL NOT EMPLOY
ANY THAT THE OWNER MAY WITHIN TEN (10) DAYS AFTER RECEIPT OF NOTIFICATION
OBJECT TO AS INCOMPETENT OR UNFIT OR ANY THAT APPEAR ON THE HUD AREA
OFFICE CONSOLIDATED LIST OF DEBARRED, SUSPENDED, AND INELIGIBLE
CONTRACTORS.
THE CONTRACTOR AGREES THAT HE IS AS FULLY RESPONSIBLE TO THE OWNER FOR
THE ACTS AND OMISSIONS OF HIS SUBCONTRACTORS AND PERSONS EITHER DIRECTLY
OR INDIRECTLY EMPLOYED BY THEM AS HE IS FOR THE ACTS OR OMISSIONS OF
PERSONS DIRECTLY EMPLOYED BY HIM.
WITH THE EXCEPTION OF SUBCONTRACTS FOR LESS THAN $10,000 EACH, AND
SUBCONTRACTS WITH A MANUFACTURER OR A FABRICATOR, ANY AGREEMENT
BETWEEN THE CONTRACTOR AND ANY SUBCONTRACTOR SHALL REQUIRE OF THE
SUBCONTRACTOR A PAYMENT BOND WITH SURETY THEREON IN THE AMOUNT OF ONE
HUNDRED PERCENT (100%) OF THE WORK SUBLET TO THE SUBCONTRACTOR, WHICH
SHALL BE CONDITIONED UPON THE PAYMENT TO ALL PERSONS WHO HAVE AND
FULFILL, CONTRACTS WHICH ARE DIRECTLY WITH THE SUBCONTRACTOR FOR
PERFORMING LABOR AND/OR FURNISHING MATERIALS IN THE PROSECUTION OF THE
WORK PROVIDED FOR IN THE SUBCONTRACT, AND TO PAY THOSE PERSONS WHO
FURNISH LABOR AND/OR MATERIALS AS AFORESAID. IN THE EVENT THE CONTRACTOR
FAILS TO REQUIRE SAID BOND, ANY PERSON WHO HAS AND FULFILLS A CONTRACT
DIRECTLY WITH SUCH SUBCONTRACTOR IN PERFORMING LABOR AND/OR FURNISHING
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MATERIALS IN THE PROSECUTION OF THE WORK PROVIDED FOR IN THE SUBCONTRACT
SHALL HAVE A DIRECT RIGHT OF ACTION AGAINST THE OBLIGORS AND SURETIES ON
THE PAYMENT BOND REQUIRED OF THE CONTRACTOR.
PAYMENTS TO SUBCONTRACTORS SHALL BE MADE IN ACCORDANCE WITH THE TERMS
OF VIRGINIA CODE SECTION 2.2-4354, WHICH ARE INCORPORATED HEREIN BY
REFERENCE.
NOTHING CONTAINED IN THE CONTRACT DOCUMENTS SHALL CREATE ANY
CONTRACTUAL RELATION BETWEEN ANY SUBCONTRACTOR AND THE OWNER.
ARTICLE 56. EMPLOYMENT DISCRIMINATION PROHIBITED
. IN ACCORDANCE WITH
SECTION 2.2-4311 OF THE CODE OF VIRGINIA, EVERY CONTRACT FOR GOODS OR
SERVICES OVER $10,000 SHALL INCLUDE THE FOLLOWING PROVISIONS DURING THE
PERFORMANCE OF THIS CONTRACT.
THE CONTRACTOR WILL NOT DISCRIMINATE AGAINST ANY EMPLOYEE OR
A.
APPLICANT FOR EMPLOYMENT BECAUSE OF RACE, RELIGION, COLOR, SEX OR
NATIONAL ORIGIN EXCEPT WHERE RELIGION, SEX OR NATIONAL ORIGIN IS A
BONA FIDE OCCUPATIONAL QUALIFICATION REASONABLY NECESSARY TO THE
NORMAL OPERATION OF THE CONTRACTOR. THE CONTRACTOR AGREES TO POST
IN CONSPICUOUS PLACES, AVAILABLE TO EMPLOYEES AND APPLICANTS FOR
EMPLOYMENT, NOTICES SETTING FORTH THE PROVISIONS OF THIS NON-
DISCRIMINATION CLAUSE.
B.THE CONTRACTOR, IN ALL SOLICITATION OR ADVERTISEMENTS FOR EMPLOYEES
PLACED BY OR ON BEHALF OF THE CONTRACTOR, WILL STATE THAT SUCH
CONTRACTOR IS AN EQUAL OPPORTUNITY EMPLOYER.
C.NOTICES, ADVERTISEMENTS AND SOLICITATIONS PLACED IN ACCORDANCE
WITH FEDERAL LAW, RULE OR REGULATION SHALL BE DEEMED SUFFICIENT FOR
THE PURPOSE OF MEETING THE REQUIREMENTS OF THIS SECTION.
THE CONTRACTOR WILL INCLUDE THE PROVISIONS OF THE FOREGOING PARAGRAPHS A,
B, AND C IN EVERY SUBCONTRACT OR PURCHASE ORDER OF OVER $10,000 SO THAT THE
PROVISIONS WILL BE BINDING UPON EACH SUBCONTRACTOR OR VENDOR.
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FURTHER, ALL INDIVIDUALS OR FIRMS CONTRACTING WITH ISLE OF WIGHT COUNTY
ARE ENCOURAGED TO USE MINORITY BUSINESS ENTERPRISES AS SUBCONTRACTORS
AND SUPPLIERS TO THE FULLEST EXTENT POSSIBLE IN PROVIDING SERVICES OR
PRODUCTS TO ISLE OF WIGHT COUNTY.
ARTICLE 57. DRUG FREE WORKPLACE.
DURING THE PERFORMANCE OF THIS
CONTRACT, THE CONTRACTOR AGREES TO (I) PROVIDE A DRUG-FREE WORKPLACE FOR
THE CONTRACTOR’S EMPLOYEES; (II) POST IN CONSPICUOUS PLACES, AVAILABLE TO
EMPLOYEES AND APPLICANTS FOR EMPLOYMENT, A STATEMENT NOTIFYING
EMPLOYEES THAT THE UNLAWFUL MANUFACTURE, SALE DISTRIBUTION,
DISPENSATION, POSSESSION, OR USE OF CONTROLLED SUBSTANCE OR MARIJUANA IS
PROHIBITED IN THE CONTRACTOR’S WORKPLACE AND SPECIFYING THE ACTIONS THAT
WILL BE TAKEN AGAINST EMPLOYEES FOR VIOLATIONS OF SUCH PROHIBITION; (III)
STATE IN ALL SOLICITATIONS OR ADVERTISEMENTS FOR EMPLOYEES PLACED BY OR
ON BEHALF OF THE CONTRACTOR THAT THE CONTRACTOR MAINTAINS A DRUG-FREE
WORKPLACE; AND (IV) INCLUDE THE PROVISIONS OF THE FOREGOING CLAUSES IN
EVERY SUBCONTRACT OR PURCHASE ORDER OF OVER TEN THOUSAND DOLLARS
($10,000), SO THAT THE PROVISIONS WILL BE BINDING UPON EACH SUBCONTRACTOR OR
VENDOR.
FOR THE PURPOSES OF THIS SECTION, “DRUG-FREE WORKPLACE” MEANS A SITE FOR
THE PERFORMANCE OF WORK DONE IN CONNECTION WITH A SPECIFIC CONTRACT
AWARDED TO A CONTRACTOR IN ACCORDANCE WITH THIS CHAPTER, THE EMPLOYEES
OF WHOM ARE PROHIBITED FROM ENGAGING IN THE UNLAWFUL MANUFACTURE, SALE,
DISTRIBUTION, DISPENSATION, POSSESSION OR USE OF ANY CONTROLLED SUBSTANCE
OR MARIJUANA DURING THE PERFORMANCE OF THE CONTRACT.
ARTICLE 58. INSURANCE.
CONTRACTOR SHALL PURCHASE AND MAINTAIN
INSURANCE WITH THE LIMITS OF LIABILITY NOT LESS THAN THE FOLLOWING
AMOUNTS OR GREATER WHERE REQUIRED BY LAW:
(A) WORKMAN'S COMPENSATION INCLUDING EMPLOYER'S LIABILITY
INSURANCE COMPLYING WITH STATE REQUIREMENTS. EMPLOYER'S
LIABILITY INSURANCE SHALL BE PROVIDED WITH A LIMIT OF NOT LESS
THAN $500,000 PER OCCURRENCE.
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(B) COMMERCIAL GENERAL LIABILITY INSURANCE INCLUDING: PREMISES
AND OPERATIONS; INDEPENDENT CONTRACTORS' PROTECTION;
PRODUCTS AND COMPLETED OPERATIONS; BROAD FORM PROPERTY
DAMAGE; AND ENDORSEMENTS TO THE AGGREGATE LIMIT OF INSURANCE
SPECIFYING AGGREGATE APPLIES SEPARATELY TO EACH PROJECT AND
EACH LOCATION. THE GENERAL LIABILITY COVERAGE SHALL NAME THE
OWNER AND ENGINEER AS ADDITIONAL INSURED.
(1)LIMITS OF LIABILITY
AGGREGATE LIMITS:$2,000,000 PRODUCTS/COMPLETED
OPERATIONS
$2,000,000 GENERAL AGGREGATE
COVERAGE A:BODILY INJURY AND PROPERTY
DAMAGE $1,000,0000 ANY ONE
OCCURRENCE
FIRE DAMAGE LIMIT$50,000 ANY ONE FIRE
COVERAGE B:PERSONAL & ADVERTISING
INJURY
$1,000,000 ANY ONE PERSON OR
ORGANIZATION
COVERAGE C:MEDICAL EXPENSE LIMIT
$5,000 ANY ONE PERSON
(C) COMPREHENSIVE AUTOMOBILE LIABILITY INSURANCE:
(1)COMBINED SINGLE LIMIT
(BODILY INJURY & PROPERTY DAMAGE) $1,000,000 EACH
OCCURRENCE
(D) CONTRACTUAL LIABILITY:
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(1)BODILY INJURY$1,000,000 EACH OCCURRENCE
(2)PROPERTY DAMAGE$1,000,000 EACH OCCURRENCE
$ 2,000,000 ANNUAL AGGREGATE
(E) CONTRACTOR SHALL INDEMNIFY AND HOLD HARMLESS ISLE OF WIGHT
COUNTY, THE ENGINEER, CONSULTANTS OF THE ENGINEER, AND
EMPLOYEES OR AGENTS OF ANY OF THEM FROM ANY AND ALL LOSSES,
DAMAGES, CLAIMS, FINES, PENALTIES, SUITS AND COSTS, INCLUDING
INJURY OR DEATH OF ANY PERSONS, OR DAMAGE TO OR LOSS OF
PROPERTY, AS WELL AS FINES, ASSESSMENTS AND PENALTIES IMPOSED
BY ANY AUTHORITY WHICH ARISE OUT OF ANY VIOLATION OF LAW BY,
AND ALL ACTS AND OMISSION OF THE CONTRACTOR, THE CONTRACTOR'S
AGENTS, EMPLOYEES, OR CUSTOMERS, OCCURRING IN CONNECTION WITH
THE PRODUCTS AND SERVICES COVERED HEREIN.
(F)COMMERCIAL UMBRELLA (EXCESS) LIABILITY
(1)LIMIT OF LIABILITY
AGGREGATE LIMIT:$3,000,000 PRODUCTS AND COMPLETED
OPERATIONS
COVERAGE A:BODILY INJURY AND PROPERTY
DAMAGE
$3,000,000 ANY ONE OCCURRENCE
COVERAGE B:PERSONAL & ADVERTISING INJURY
$3,000,000 ANY ONE PERSON OR
ORGANIZATION
RETAINED LIMIT:$10,000 ANY ONE OCCURRENCE OR OFFENSE
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A CERTIFICATE EVIDENCING INSURANCE COVERAGE AS ABOVE SHALL BE PROVIDED
BY THE CONTRACTOR TO ISLE OF WIGHT COUNTY. THE COUNTY AND ITS CONSULTING
ENGINEERS SHALL BE NAMED AS ADDITIONAL INSURES UNDER GENERAL LIABILITY
COVERAGE; ENDORSEMENT OF SAME SHALL BE SUBMITTED WITH THE CERTIFICATE. IT
SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO KEEP SAID INSURANCE COVERAGE
IN FULL FORCE AND EFFECT UNTIL FINAL PAYMENT AND AT ALL TIMES THEREAFTER
WHEN CONTRACTOR MAY BE CORRECTING, REMOVING OR REPLACING DEFECTIVE
WORK IN ACCORDANCE WITH TERMS OF THIS AGREEMENT. SUCH CERTIFICATE SHALL
PROVIDE THAT THIRTY (30) DAYS ADVANCE WRITTEN NOTICE SHALL BE GIVEN TO THE
COUNTY IN THE EVENT OF ANY CHANGE IN, OR CANCELLATION OF SUCH INSURANCE.
ALL INSURANCE SHALL BE WRITTEN BY INSURANCE COMPANIES LICENSED TO DO
BUSINESS IN THE COMMONWEALTH OF VIRGINIA.
ARTICLE 59. PERFORMANCE BOND AND LABOR AND MATERIALS BOND
. THE
SUCCESSFUL BIDDER WILL BE REQUIRED TO FURNISH A PERFORMANCE BOND AND
LABOR AND MATERIALS BOND PAYABLE TO THE TREASURER OF ISLE OF WIGHT
COUNTY, EACH IN THE AMOUNT OF ONE HUNDRED PERCENT (100%) OF THE TOTAL
AMOUNT OF THE CONTRACT, AS A GUARANTEE FOR THE FAITHFUL PERFORMANCE
THEREOF. SUCH BONDS MUST BE FURNISHED TO THE COUNTY WITHIN TWENTY (20)
DAYS AFTER REQUESTED BY THE COUNTY. THE SUCCESSFUL BIDDER UPON FAILURE
OR REFUSAL TO FURNISH THE REQUIRED BONDS OR DEPOSIT WITHIN THE TIME
SPECIFIED SHALL PAY TO ISLE OF WIGHT COUNTY AS LIQUIDATED DAMAGES FOR SUCH
FAILURE OR REFUSAL AN AMOUNT EQUAL TO THE BID SECURITY DEPOSITED WITH BID.
ALL BONDS MUST BE FURNISHED BY SUCH SURETY COMPANY OR COMPANIES AS ARE
AUTHORIZED AND LICENSED TO TRANSACT BUSINESS IN THE COMMONWEALTH OF
VIRGINIA.
ARTICLE 60. CONTRACTUAL CLAIMS.
CONTRACTUAL CLAIMS, WHETHER FOR MONEY
OR OTHER RELIEF, SHALL BE SUBMITTED IN WRITING NO LATER THAN SIXTY (60) DAYS
AFTER FINAL PAYMENT; HOWEVER, WRITTEN NOTICE OF THE CONTRACTOR’S
INTENTION TO FILE SUCH CLAIM SHALL HAVE BEEN GIVEN AT THE TIME OF THE
OCCURRENCE OR BEGINNING OF THE WORK UPON WHICH THE CLAIM IS BASED. ANY
NOTICE OR CLAIM SHALL BE DELIVERED TO MR. EDWIN WRIGHTSON, DIRECTOR OF
GENERAL SERVICES, COUNTY OF ISLE OF WIGHT, P.O. BOX 80, ISLE OF WIGHT, VIRGINIA
23397 AND SHALL INCLUDE A DESCRIPTION OF THE FACTUAL BASIS FOR THE CLAIM
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AND A STATEMENT OF THE ACCOUNTS CLAIMED OR OTHER RELIEF REQUESTED. THE
DIRECTOR OF GENERAL SERVICES SHALL RENDER A DECISION ON THE CLAIM AND
SHALL NOTIFY THE CONTRACTOR WITHIN THIRTY (30) DAYS OF RECEIPT OF THE CLAIM.
THE CONTRACTOR MAY APPEAL THE DECISION OF THE DIRECTOR OF GENERAL
SERVICES TO THE COUNTY ADMINISTRATOR BY PROVIDING WRITTEN NOTICE TO THE
DIRECTOR OF GENERAL SERVICES WITHIN FIFTEEN (15) DAYS OF THE DATE OF THE
DECISION. THE COUNTY ADMINISTRATOR SHALL RENDER A DECISION ON THE CLAIM
WITHIN SIXTY (60) DAYS OF THE DATE OF RECEIPT OF THE APPEAL NOTICE AND SUCH
DECISION SHALL BE FINAL UNLESS THE CONTRACTOR APPEALS THE DECISION IN
ACCORDANCE WITH THE VIRGINIA PUBLIC PROCUREMENT ACT (vppa). INVOICES FOR
ALL SERVICES OR GOOD PROVIDED BY THE CONTRACTOR SHALL BE DELIVERED TO THE
COUNTY NO LATER THAN THIRTY (30) DAYS FOLLOWING THE CONCLUSION OF THE
WORK OR DELIVERY OF THE GOODS.
ARTICLE 61. LITIGATION.
IN ANY CLAIM OR DISPUTE BETWEEN THE PARTIES TO THIS
AGREEMENT, ARISING OUT OF OR RELATING TO THIS AGREEMENT OR THE BREACH
THEREOF, THE PARTIES CONSENT TO THE JURISDICTION AND SOLE VENUE OF THE
CIRCUIT COURT OF ISLE OF WIGHT COUNTY, VIRGINIA.
ACCEPTANCE OF FINAL PAYMENT SHALL BE DEEMED A WAIVER OF CONTRACTOR'S
RIGHT TO FILE CLAIM FOR DISPUTE OR BREACH RELATING TO THIS AGREEMENT.
THE CONTRACTOR SHALL NOT CAUSE A DELAY OF WORK BECAUSE OF THE PENDING
LITIGATION PROCEEDINGS, EXCEPT WITH THE EXPRESS, WRITTEN CONSENT OF THE
OWNER OR WRITTEN INSTRUCTION FROM THE COURT.
ARTICLE 62. NON-APPROPRIATION.
NOTWITHSTANDING ANYTHING CONTAINED
HEREIN TO THE CONTRARY, THIS CONTRACT SHALL BE TERMINATED IF ALL OF THE
FOLLOWING EVENT SHALL HAVE OCCURRED:
(A) FUNDS ARE NOT APPROPRIATED FOR A SUBSEQUENT FISCAL PERIOD
DURING THE TERM OF THIS CONTRACT FOR THE ACQUISITION OF
SUBSTANTIALLY THE SAME FUNCTIONS AS PROVIDE FOR HEREIN, AND
WRITTEN NOTICE THEREOF IS GIVEN TO THE CONTRACTOR AT LEAST
THIRTY (30) DAYS PRIOR TO THE FIRST DAY OF SUCH SUBSEQUENT FISCAL
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PERIOD OR WITHIN FIVE (5) DAYS OF THE APPROVAL OF THE FINAL
BUDGET FOR SUCH FISCAL YEAR, WHICHEVER OCCURS LATER.
(B) COUNTY HAS EXHAUSTED ALL FUNDS LEGALLY AVAILABLE FOR
PAYMENT UNDER THIS CONTRACT.
UPON SUCH TERMINATION, CONTRACTOR'S ONLY REMEDY SHALL BE TO TERMINATE
THE CONTRACT AT THE END OF THE FISCAL PERIOD DURING WHICH NOTICE IS GIVEN;
AND PAYMENT IN COMPLIANCE WITH THE CONTRACT FOR MATERIALS, GOODS, AND
SERVICES RENDERED THEREUNDER DURING THE FISCAL YEAR AT THE END OF WHICH
TERMINATION OCCURS, WITHOUT PENALTY, TERMINATION, PROFIT OR OVERHEAD
EXPENSES OF ANY KIND, SHALL CONSTITUTE FULL PERFORMANCE ON THE PART OF
THE OWNER.
ARTICLE 63. SEVERABILITY.
IN THE EVENT THAT ANY PROVISION OR PORTION
THEREOF OF ANY CONTRACT DOCUMENT SHALL BE FOUND TO BE LEGALLY INVALID
OR UNENFORCEABLE, THEN SUCH PROVISION OR PORTION THEREOF, SHALL BE
REFORMED IN ACCORDANCE WITH APPLICABLE LAW. THE INVALIDITY OR
UNENFORCEABILITY OF ANY PROVISION OR PORTION OF ANY CONTRACT DOCUMENT
SHALL NOT AFFECT THE VALIDITY OR ENFORCEABILITY OF ANY OTHER PROVISION OR
PORTION OF THE CONTRACT DOCUMENTS.
ARTICLE 64. AGREEMENT CONSTRUED UNDER VIRGINIA LAWS
. THE AGREEMENT
AND BOND GIVEN TO SECURE IT ARE TO BE EXECUTED AND PERFORMED IN THE
COMMONWEALTH OF VIRGINIA AND SHALL BE CONSTRUED IN ACCORDANCE WITH THE
LAWS OF THE COMMONWEALTH OF VIRGINIA.
END OF SECTION
81
..EJWJTJPO!JôHFOFSBM!QSPWJTJPOTô
2.2
c100ai04GENERAL PROJECT REQUIREMENTS, SUPPLEMENTAL SPECIFICATIONS
(-0114)
(SSs), SPECIAL PROVISIONS (SPs) AND SPECIAL PROVISION COPIED
NOTES (SPCNs)
This project shall be constructed in accordance with: the plans; the Virginia
Department of Transportation Road and Bridge Specifications, dated 2007;
the Virginia Department of Transportation Road and Bridge Standards, dated
2008; the 2011 edition of theVirginia Work Area Protection Manual; the 2009
edition of theMUTCD with Revision Numbers 1 and 2incorporated, dated
May 2012 and the 2011 edition of theVirginia Supplement to the MUTCD
with Revision Number 1dated September 30, 2013; and the Supplemental
Specifications, Special Provisions and Special Provision Copied Notes in this
contract. The status in the Contract of each of these documents will be in
accordance with Section 105.12 of the Specifications.
Special Provision Copied Notes in this contract are designated with “(SPCN)”
after the date.
The information enclosed in parenthesis “()” at the left of each Special
Provision Copied Note in this contract is file reference information for
Department use only. The information in the upper left corner above the title
of each Supplemental Specification and Special Provision in this contract is
file reference information for Department use only.
The Department has identified the system of measurement to be used on this
particular project as imperial. Any imperial unit of measure in this contract
with an accompanying expression in a metric unit will be referred to
hereinafter as a “dual unit” measurement. Such a “dual unit” measurement is
typically expressed first in the imperial unit followed immediately to the right
by the metric unit in parenthesis “()” or brackets “\[\]” where parenthesis is
used in the sentence to convey other information. Where a “dual unit” of
measure appears in this project, only the imperial unit will apply. The
accompanying metric unit shown is not to be considered interchangeable and
mathematically convertible to the imperial unit and shall not be used as an
alternate or conflicting measurement.
9-5-13 (SPCN)
).1223*
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23.2.22!)TQDO*
c103i00SECTION 103—AWARD AND EXECUTION OF CONTRACTS
(-1213) of the
Specifications is amended as follows:
Section 103.09—Execution of Contract
is amended to include the
following:
According to Section 2.2-4308.2 of theCode of Virginia, any employer
with more than an average of 50 employees for the previous 12 months
entering into a contract in excess of $50,000 with the Department to
provide work or provide services pursuant to such contract shall register
and participate in the U.S. Department of Homeland Security’s “E-Verify”
system to verify information and work authorization of its newly hired
employees performing work pursuant to such contract.
Contractors are not required to be enrolled with “E-Verify” at the time
bids are submitted, however, prior to award, the lowest responsive and
responsible bidder must be enrolled with “E-Verify”. Contractors may
use the following website to enroll in “E-Verify”,http://www.uscis.gov/e-
verify.
Contractors shall expressly require any subcontractors performing work
or providing services pursuant to the Contract to likewise utilize the U.S.
Department of Homeland Security’s “E-Verify” system to verify the
employment eligibility of all new employees hired by the subcontractor
during the Contract term.
Bidders or Contractors who fail to comply with the provisions of this
section shall be debarred from contracting with any agency of the
Commonwealth for a period up to one year. Such debarment shall
cease upon registration and participation in the “E-Verify” program.
11-20-13 (SPCN)
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S107E03
-0214
VIRGINIA DEPARTMENT OF TRANSPORTATION
SPECIAL PROVISION FOR
VOLATILE ORGANIC COMPOUND (VOC) EMISSIONS CONTROL AREAS
December 18, 2013
VOC Emission Control Area
- The Contractor is advised that this project may be located in a volatile
organic compound (VOC) emissions control area identified in the State Air Control Board Regulations (9
VAC 5-20-206) and in Table 1 below. Therefore, the following limitations may apply:
Open burning is prohibited during the months of May, June, July, August, and September in VOC
Emissions Control areas
Cutback asphalt is prohibited April through October except when use or application as a
penetrating prime coat or tack is necessary in VOC Emissions Control areas
Table 1. Virginia Department of Environmental Quality Volatile Organic Compound (VOC) Emissions
Control Areas*
VOC Emissions Control AreaVDOT DistrictJurisdiction
Alexandria City
Northern VirginiaNOVA
Arlington County
Fairfax County
Fairfax City
Falls Church City
Loudoun County
Manassas City
Manassas Park City
Prince William County
Northern VirginiaFredericksburgStafford County
Spotsylvania County
FredericksburgFredericksburg
Fredericksburg City
Hampton RoadsFredericksburgGloucester County
Hampton RoadsHampton Roads
Chesapeake City
Hampton City
Isle of Wight County
James City County
Newport News City
Norfolk City
Poquoson City
Portsmouth City
Suffolk City
Virginia Beach City
Williamsburg City
York County
Charles City County
RichmondRichmond
Chesterfield County
Colonial Heights City
Hanover County
Henrico County
Hopewell City
Petersburg City
Prince George County
Richmond City
Frederick County
Western VirginiaStaunton
Winchester City
Roanoke County
Western VirginiaSalem
Botetourt County
Roanoke City
Salem City
* Regulations for the Control and Abatement of Air Pollution (9 VAC 5-20-206)
See the Virginia Code 9 VAC 5-45, Article 7 (Emission Standards for Asphalt Paving Operations) and 9
VAC 5-130 (Regulation for Open Burning) for further clarification. In addition to the above requirements,
the Contractor’s attention is directed to the requirements of Section 107.16 of the Specifications, because
other air pollution requirements may also apply.
.141:
T218H12
D.56
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SS1D016
-0913 October 8, 2013
VIRGINIA DEPARTMENT OF TRANSPORTATION
2007 ROAD AND BRIDGE SUPPLEMENTAL SPECIFICATIONS
SUPPLEMENTAL DIVISION I—GENERAL PROVISIONS
SECTION 101—DEFINITIONS OF ABBREVIATIONS, ACRONYMS, AND TERMS
Section 101.02—TermsNotice to Proceed
of the Specifications is amended to replace the definition for
with the following:
Notice to Proceed.
A date selected by the Contractor that is no earlier than 15 nor later than 30
calendar days after the date of contract execution on which the Contractor intends to begin the work,
or a contract specific date on which the Contractor may begin the work identified as the Notice to
Proceed date in the Contract Documents.
Section 101.02—Terms
of the Specifications is amended to add the following:
Storm Sewer System -
A drainage system consisting of a series of at least two interconnecting pipes
and structures (minimum of two drop inlets, manholes, junction boxes, etc.) designed to intercept and
convey stormwater runoff from a specific storm event without surcharge.
SECTION 102—BIDDING REQUIREMENTS AND CONDITIONS
Section 102.01—Prequalification of Bidders
of the Specifications is amended to replace the first
paragraph of (a) with the following:
All prospective Bidders, including all members of a joint venture, must prequalify with the Department
and shall have received a certification of qualification in accordance with the Rules Governing
Prequalification Privileges prior to bidding. These rules and regulations can be found within the
Department’s Rules Governing Prequalification Privileges via the Prequalification Application. This
requirement may be waived by a project-specific provision in the bid proposal.
All subcontractors must be prequalified prior to performing any work on the contract, except that
prequalification will not be required for subcontractors only performing a service as defined by the
Code of Virginia, or only performing work items noted in the proposal as "Specialty Items".
In order to be eligible for DBE credit under Special Provision for Section 107.15, DBE federal-aid
contract subcontractors must be VDOT prequalified and DMBE certified at the time of bid submission.
The prequalification and certification status of a DBE may affect the award of the contract to the prime
contractor and the award of the subcontract to the DBE at any point during the contract.
Section 102.04Notice of Alleged Ambiguities
(c) of the Specifications is amended to replace the first
paragraph with the following:
If a word, phrase, clause, or any other portion of the proposal is alleged to be ambiguous, the Bidder
shall submit to the State Contract Engineer a written notice of the alleged ambiguity not later than 10
days prior to the date of receipt of bids and request an interpretation thereof. This written notice shall be
submitted via the CABB (Contractor Advertisement Bulletin Board) system located on the
Construction website atwww.VDOT.Virginia.gov. Authorized interpretations will be issued by the
State Contract Engineer to each person who received a proposal and will be posted on the CABB
system.
Section 102.11— eVA Business-To-Government Vendor Registration
of the Specifications is replaced
with the following:
Bidders are not required to be registered with "eVA Internet e-procurement solution" at the time bids
are submitted, however, prior to award, the lowest responsive and responsible bidder must be
registered with “eVA Internet e-procurement solution” or the bid will be rejected. Registration shall be
performed by accessing the eVA website portal www.eva.state.va.us, following the instructions and
complying with the requirements therein.
When registering with eVa it is the bidder’s responsibility to enter or have entered their correct PA
type address or addresses in eVa in order to receive payments on any contracts that the Department
(VDOT) may award to them as the lowest responsive and responsible bidder. The Bidder shall also
ensure their prequalification address(es) match those registered with eVa. Failure on the part of the
bidder or Contractor to meet either of these requirements may result in late payment of monthly
estimates.
SECTION 105—CONTROL OF WORK
Section 105.01—Notice to Proceed
of the Specifications is replaced with the following:
Unless otherwise indicated in the Contract, the Notice to Proceed date will be the date selected by
the Contractor on which the Contractor intends to begin the work. That date shall be no earlier than
15 nor later than 30 calendar days after the date of contract execution. The State Contract Engineer
will contact the Contractor on the date of contract execution to inform him that the contract has been
executed. The State Contract Engineer will also confirm this date in the Letter of Contract Execution.
Copies of the Letter of Contract Execution will be distributed to Department personnel involved in the
administration of the Contract and to the Contractor. Within 10 calendar days after the date of
contract execution the Contractor shall submit to the Engineer written notice of the date he has
selected as his Notice to Proceed date. If the Contractor fails to provide written notice of his selected
Notice to Proceed Date within 10 calendar days of contract execution, the selected Notice to Proceed
Date will become the date 15 calendar days after the date of contract execution. The Contractor
shall begin work no later than 10 calendar days after the date he has selected as his Notice to
Proceed date, unless the Notice to Proceed date is otherwise indicated in the Contract, in which case
the Contractor shall begin work within 10 calendar days after the specific Notice to Proceed date
indicated in the Contract.
Contract Time will commence on the date of the Notice to Proceed. The Letter of Contract Execution
will identify the Chief Engineer’s authorized representative, hereafter referred to as the Engineer, who
is responsible for written directives and changes to the Contract. The Engineer will contact the
Contractor after notice of award to arrange a pre-construction conference.
In the event the Contractor, for matters of his convenience, wishes to begin work earlier than 15
calendar days or later than 30 calendar days after the date of contract execution, he shall make such
a request in writing to the Engineer within 10 calendar days of the date of contract execution or once
a Notice to Proceed Date has been established, if he wishes to begin work more than 10 calendar
days after his selected Notice to Proceed date or the Notice to Proceed Date indicated in the
Contract, he shall make such a request to the Engineer in writing no later than 5 calendar days after
the Notice to Proceed date. If this requested start date is acceptable to the Department, the
Contractor will be notified in writing; however, the Contract fixed completion date will not be adjusted
but will remain binding. The Contractor’s request to adjust the start date for the work on the Contract
will not be considered as a basis for claim that the time resulting from the Contractor’s adjusted start
date, if accepted by the Engineer, is insufficient to accomplish the work nor shall it relieve the
Contractor of his responsibility to perform the work in accordance with the scope of work and
requirements of the Contract. In no case shall work begin before the Department executes the
Contract or prior to the Notice to Proceed date unless otherwise permitted by the Contract or
authorized by the Engineer. The Contractor shall notify the Engineer at least 24 hours prior to the
date on which he will begin the work.
Section 105.02—Pre-Construction Conference
of the Specifications is amended to replace the first
paragraph with the following:
After notification of award and prior to the Notice to Proceed date the Contractor shall attend a pre-
construction conference scheduled by the Engineer to discuss the Contractor's planned operations for
prosecuting and completing the work within the time limit of the Contract. At the pre-construction
conference the Engineer and the Contractor will identify in writing the authorities and responsibilities
of project personnel for each party. The pre-construction conference may be held simultaneously
with the scheduling conference when the Engineer so indicates this in advance to the Contractor.
When these are simultaneously held, the Contractor shall come prepared to discuss preparation and
submittal details of the progress schedule in accordance with the requirements of the Contract.
Section 105.10—Steel Structures
(c)(1) of the Specifications is replaced with the following:
Working drawings for steel structures, including metal handrails, shall consist of shop detail, erection,
and other working drawings showing details, dimensions, sizes of units, and other information
necessary for the fabrication and erection of metal work.
Section 105.14—Maintenance During Construction
of the Specifications is amended to add the
following:
The Contractor shall provide at least one person on the project site during all work operations who is
currently verified either by the Department in Intermediate Work Zone Traffic Control, or by the
American Traffic Safety Services Association (ATSSA) as a Traffic Control Supervisor (TCS). This
person must have the verification card with them while on the project site. This person shall be
responsible for the oversight of work zone traffic control within the project limits in compliance with the
contract requirements involving the plans, specifications, the VWAPM, and the MUTCD. This
person’s duties shall include the supervision of the installation, adjustment (if necessary), inspection,
maintenance and removal when no longer required of all traffic control devices on the project.
If none of the Contractor’s on-site personnel responsible for the supervision of such work has the
required verification with them or if they have an outdated verification card showing they arenot
currently verified either by the Department in Intermediate Work Zone Traffic Control, or by the
American Traffic Safety Services Association (ATSSA) as a Traffic Control Supervisor (TCS) all work
on the project will be suspended by the Engineer.
The Contractor shall provide at least one person on site who is, at a minimum, verified by the
Department in Basic Work Zone Traffic Control for each construction and\\or maintenance operation
that involves installing, maintaining, or removing work zone traffic control devices. This person shall
be responsible for the placement, maintenance and removal of work zone traffic control devices.
In the event none of the Contractor’s on-site personnel of any construction/maintenance operation
has, at a minimum, the required verification by the Department in Basic Work Zone Traffic Control,
that construction/maintenance operation will be suspended by the Engineer until that operation is
appropriately staffed in accordance with the requirements herein.
Section 105.15Mailboxes and Newspaper Boxes
(b) of the Specifications is replaced with the following:
Mailboxes and Newspaper Boxes:
(b) When removal of existing mailboxes and newspaper boxes
is made necessary by construction operations, the Contractor shall place them in temporary
locations so that access to them will not be impaired. Prior to final acceptance, boxes shall be
placed in their permanent locations as designated by the Engineer and left in as good condition
as when found. Boxes or their supports that are damaged through negligence on the part of the
Contractor shall be replaced at his expense. The cost of removing and resetting existing boxes
shall be included in other pay items of the Contract. New mailboxes designated in the plans shall
be paid for in accordance with the provisions of Section 521 of the Specifications.
SECTION 107—LEGAL RESPONSIBILITIES
Section 107.02—Permits, Certificates, and Licenses
of the Specifications is amended to replace (f)
with the following:
Virginia Department of Conservation and Recreation – Virginia Stormwater Management
(f)
Program General Permit For Discharge of Stormwater From Construction Activities (VSMP
Construction Permit
): All construction activities undertaken by or for VDOT must be covered by
the VSMP Construction Permit. According toIIM-LD-242 and Section 107.16 of the
Specifications, VDOT is responsible for securing VSMP Construction Permit coverage for all
applicable land disturbing activities performed on VDOT rights of way or easements, including off-
site support facilities that are located on VDOT rights of way or easements that directly relate to
the construction site. The Contractor shall be responsible for securing VSMP Construction Permit
coverage for support facilities that are not located on VDOT rights of way or easements.
The Contractor shall be responsible for all costs to obtain VSMP Construction Permit coverage
for all support facilities not included in the construction plans for the project. The Department will
not be responsible for any inconvenience, delay, or loss experienced by the Contractor as a result
of his failure to gain access to any support facility areas at the time contemplated.
Section 107.13—Labor and Wages
of the Specifications is amended to add the following:
Job Service Offices:
(c) In advance of the Contract starting date, the Contactor may contact the
Job Service Office of the Virginia Employment Commission at the nearest location to secure
referral of available qualified workers in all occupational categories. The closest office may be
obtained by accessing the VEC website athttp://www.vec.virginia.gov/vec-local-offices.
Section 107.14 Training
(f) of the Specifications is amended to replace 5 and 6 with the following:
5. If the Contract provides a pay item for trainees, training shall be in accordance with the
requirements of Section 518 of the Specifications.
Section 107.16 Erosion and Siltation
(a) of the Specifications is amended to replace the fourth
paragraph with the following:
For projects that disturb 10,000 square feet or greater of land or 2,500 square feet or greater in
Tidewater, Virginia, the Contractor shall have within the limits of the project during land
disturbance activities, an employee certified by the Department in Erosion and Sediment control
who shall inspect erosion and siltation control devices and measures for proper installation and
operation and promptly report their findings to the Inspector. Inspections shall include all areas of
the site disturbed by construction activity and all off site support facilities covered by the project’s
Stormwater Pollution Prevention Plan. Inspections shall be conducted at least once every 14
calendar days and within 48 hours following any runoff producing storm event (Note: If an
inspection is conducted as a result of a storm event, another inspection is not required for 14
calendar days following provided there are no more runoff producing storm events during the that
period). For those areas that have been temporarily stabilized or runoff is unlikely to occur due to
winter conditions (e.g., the site is covered with snow or ice or frozen ground exists), inspections
shall be conducted at least once a month. Those definable areas where final stabilization has
been achieved will not require further inspections provided such areas have been identified in the
project’s Stormwater Pollution Prevention Plan. Failure of the Contractor to maintain a certified
employee within the limits of the project will result in the Engineer suspending work related to any
land disturbing activity until such time as a certified employee is present on the project. Failure
on the part of the Contractor to maintain appropriate erosion and siltation control devices in a
functioning condition may result in the Engineer notifying the Contractor in writing of specific
deficiencies. Deficiencies shall be corrected immediately. If the Contractor fails to correct or take
appropriate actions to correct the specified deficiencies within 24 hours after receipt of such
notification, the Department may do one or more of the following: require the Contractor to
suspend work in other areas and concentrate efforts towards correcting the specified deficiencies,
withhold payment of monthly progress estimates, or proceed to correct the specified deficiencies
and deduct the entire cost of such work from monies due the Contractor. Failure on the part of
the Contractor to maintain a Department certified erosion and sediment control employee within
the project limits when land disturbance activities are being performed will result in the Engineer
suspending work related to any land disturbance activity until such time as the Contractor is in
compliance with this requirement.
Section 107.16 Storm Water Pollution Prevention Plan
(e) of the Specifications is replaced with the
following:
Storm Water Pollution Prevention Plan and Virginia Stormwater Management Program
(e)
General Permit for the Discharge of Stormwater from Construction Activities
A Stormwater Pollution Prevention Plan (SWPP) identifies potential sources of pollutants which
may reasonably be expected to affect the stormwater discharges from the construction site and
any on-site or off-site support facilities located on VDOT rights of way and easements. The
SWPPP also describes and ensures implementation of practices which will be used to reduce
pollutants in such discharges.
The SWPPP shall include, but not be limited to, the approved Erosion and Sediment Control
(ESC) Plan, the approved Stormwater Management (SWM) Plan and related Specifications and
Standards contained within all contract documents and shall be required for all land-disturbing
activities that disturb 10,000 square feet or greater, or 2,500 square feet or greater in Tidewater,
Virginia.
Land-disturbing activities that disturb one acre or greater, or 2,500 square feet or greater in an
area designated as a Chesapeake Bay Preservation Area, require coverage under the
Department of Conservation and Recreation’s Virginia Stormwater Management Program
(VSMP) General Permit for the Discharge of Stormwater from Construction Activities (hereafter
referred to as the VSMP Construction Permit). According toIIM-LD-242, VDOT will apply for and
secure VSMP Construction Permit coverage for all applicable land disturbing activities on VDOT
rights of way or easements for which it has contractual control, including off-site (outside the
project limits) support facilities on VDOT rights of way or easements that directly relate to the
construction site.
The Contractor shall be responsible for securing VSMP Construction Permit coverage for all
support facilities that are not located on VDOT rights of way or easements.
The required contents of a SWPPP for those land disturbance activities requiring coverage under
the VSMP Construction Permit are found in Section II D of the General Permit section of the
VSMP Regulations (4VAC50-60-1170). While a SWPPP is an important component of the VSMP
Construction Permit, it is only one of the many requirements that must be addressed in order to
be in full compliance with the conditions of the permit.
The Contractor and all other persons that oversee or perform activities covered by the VSMP
Construction Permit shall be responsible for reading, understanding, and complying with all of the
terms, conditions and requirements of the permit and the project’s SWPPP including, but not
limited to, the following:
1. Project Implementation Responsibilities
The Contractor shall be responsible for the installation, maintenance, inspection, and, on a
daily basis, ensuring the functionality of all erosion and sediment control measures and all
other stormwater and pollutant runoff control measures identified within or referenced within
the SWPPP, plans, Specifications, permits, and other contract documents.
The Contractor shall be responsible for the temporary erosion and sediment control
protection and permanent stabilization of all offsite borrow areas and soil disposal
areas located outside of VDOT right of way or easement.
The Contractor shall take all reasonable steps to prevent or minimize any stormwater or non-
stormwater discharge that will have a reasonable likelihood of adversely affecting human
health or public and/or private properties.
2. Certification Requirements
In addition to satisfying the personnel certification requirements contained herein, the
Contractor shall certify his activities by completing, signing, and submitting Form C-45 VDOT
SWPPP Contractor and Subcontractor Certification Statement to the Engineer at least 7 days
prior to commencing any project related land-disturbing activities, both within the project limits
and any support facilities located on VDOT rights of way or easements.
3. SWPPP Requirements for Support Facilities
VDOT will secure VSMP Construction Permit coverage for support facilities located on VDOT
rights of way or easements according toIIM-LD-242. The Contractor shall be responsible for
securing separate VSMP Construction Permit coverage for support facilities that are not
located on VDOT rights of way or easements.
Support facilities shall include, but not be limited to, borrow and disposal areas, construction
and waste material storage areas, equipment and vehicle storage and fueling areas, storage
areas for fertilizers or chemicals, sanitary waste facilities and any other areas that may
generate a stormwater or non-stormwater discharge directly related to the construction site.
Support Facilities located on VDOT rights of way or easements:
a. For those support facilities located within the project limits but not included in the
construction plans for the project, the Contractor shall develop the erosion and sediment
control plan(s) according toIIM-LD-11, the stormwater management plan(s) (where
applicable) according toIIM-LD-195 and the stormwater pollution prevention plan(s)
according toIIM-LD-246, and submit the plans to the Engineer for review and approval.
Once approved, the Engineer will notify the Contractor in writing that the plans are
accepted as a component of the Project’s SWPPP and VSMP Construction Permit
coverage (where applicable) and shall be subject to all conditions and requirements of
the VSMP Construction Permit and all other contract documents. No land disturbing
activities can occur in the support area(s) until written notice to proceed is provided by
the Engineer.
b. For support facilities located outside the project limits and not included in the construction
plans for the project, the Contractor shall develop the erosion and sediment control
plan(s) according toIIM-LD-11, the stormwater management plan(s) (where applicable)
according toIIM-LD-195, the stormwater pollution prevention plan(s) according toIIM-LD-
246 and all necessary documents for obtaining VSMP Construction permit coverage
according toIIM-LD-242, and submit the plans and documents to the Engineer for review
and approval. Once approved by the Engineer, VDOT will secure VSMP Construction
Permit coverage according toIIM-LD-242. After VDOT secures VSMP Construction
Permit coverage for the support facility, the Engineer will notify the Contractor in writing.
The support facility shall be subject to all conditions and requirements of the VSMP
Construction Permit and all other contract documents. . No land disturbing activities can
occur in the support area(s) until written notice to proceed is provided by the Engineer.
4. Reporting Procedures
a. Inspection Requirements
The Contractor shall be responsible for conducting inspections in accordance with the
requirements herein. The Contractor shall document such inspections by completion of
Form C-107, Construction Runoff Control Inspection Form, in strict accordance with the
directions contained within the form.
b. Unauthorized Discharge Requirements
The Contractor shall not discharge into state waters sewage, industrial wastes, other
wastes or any noxious or deleterious substances nor shall otherwise alter the physical,
chemical, or biological properties of such waters that render such waters detrimental for
or to domestic use, industrial consumption, recreational or other public uses.
(1) Notification of non-compliant discharges
The Contractor shall immediately notify the Engineer upon the discovery of or
potential of any unauthorized, unusual, extraordinary, or non-compliant discharge
from the land disturbing activity. Where immediate notification is not possible, such
notification shall be not later than 24 hours after said discovery.
(2) Detailed report requirements for non-compliant discharges
The Contractor shall submit to the Engineer within 5 days of the discovery of any
actual or potential non-compliant discharge a written report describing details of the
discharge to include its volume, location, cause, and any apparent or potential effects
on private and/or public properties and state waters or endangerment to public
health, as well as steps being taken to eliminate the discharge. A completed Form C-
107 (a) and (b) shall be included in such reports.
5. Changes, Deficiencies and Revisions
a. Changes and Deficiencies
The Contractor shall report to the Engineer when any planned physical alterations or
additions are made to the land disturbing activity or deficiencies in the project plans or
contract documents are discovered that could significantly change the nature or increase
the quantity of the pollutants discharged from the land disturbing activity to surface
waters.
b. Revisions to the SWPPP
Where site conditions, construction sequencing or scheduling necessitates revisions or
modifications to the erosion and sediment control plan or any other component of the
SWPPP for the land disturbing activity, such revisions or modifications shall be approved
by the Engineer and shall be documented by the Contractor on a designated plan set
(Record Set) according toIIM-LD-246.
Such plans shall be maintained on the project site or at a location convenient to the
project site where no on site facilities are available and shall be available for review upon
request during normal business working hours.
Section 107.21—Size and Weight Limitations
of the Specificationsis amended to add the following:
Construction Loadingof Structures
(d)- In the construction, reconstruction, widening, or repair of
bridge, culvert, retaining wall and other similar type structures including approaches, the
Contractor shall consider construction loads during the planning and prosecution of the work. If
the loading capacity of these type structure(s) is not shown in the contract documents, the
Contractor is responsible for contacting the office of the appropriate district bridge engineer to
obtain the loading capacity information. Construction loads include but are not limited to the
weight of cranes, trucks, other heavy construction or material delivery equipment, as well as the
delivery or storage of materials placed on or adjacent to the structure or parts thereof during the
various stages (phases) of the work in accordance with the Contractor’s proposed work plan.
The Contractor shall consider the effect(s) of construction loads on the loading capacity of these
type structure(s) in his sequencing of the work and operations, including phase construction. At
the Engineer’s request the Contractor shall be prepared to discuss or review his proposed
operations with the Engineer with regard to construction loads to demonstrate he has taken such
into consideration in the planning and execution of the work.
SECTION 108—PROSECUTION AND PROGRESS OF WORK
Section 108.01—Prosecution of Work
of the Specifications is amended to replace the first paragraph
with the following:
The Contractor shall begin work on the Contract within 10 calendar days after the date selected by
the Contractor as his Notice to Proceed date or within 10 calendar days after the specific Notice to
Proceed date indicated in the Contract, unless otherwise altered or amended by specific language in
the Contract or as permitted by the provisions of Section 105.01 or Section 108.02 of the
Specifications.
Section 108.02 Holidays
(b) of the Specifications is amended to include the following:
In addition to the Sunday or Holiday work limitations, mobile, short duration, short-term stationary, or
intermediate-term stationary temporary traffic control zone (as defined in theVirginia Work Area
Protection Manual) lane closures on mainline lanes, shoulders, or ramps shall not be performed
during the following Holiday time periods without the written permission of the Engineer. Additionally,
a long-term stationary temporary traffic control zone (as defined in theVirginia Work Area Protection
Manual) shall not be initially put in place, adjusted, or removed during the following Holiday time
periods without the written permission of the Engineer:
January 1
: From Noon on the preceding day until Noon on the following day, except as indicated
below.
Easter
: As indicated below.
Memorial Day
: As indicated below.
July 4:
From Noon on the preceding day until Noon on the following day, except as indicated
below.
Labor Day
: As indicated below.
Thanksgiving Day
: From Noon on the Wednesday preceding Thanksgiving Day until Noon on
the Monday following Thanksgiving Day.
Christmas Day
: From Noon on the preceding day until Noon on the following day, except as
indicated below.
If the Holiday occurs on a Friday or Saturday
: From Noon on the preceding Thursday to Noon on
the following Monday.
If the Holiday occurs on a Sunday or Monday
: From Noon on the preceding Friday to Noon on the
following Tuesday.
Section 108.04—Determination and Extension of Contract Time Limit
of the Specifications is
amended to replace the second paragraph with the following:
With a fixed date contract when contract execution is not within 60 calendar days after the opening of
bids, or when the Contractor is unable to commence work because of any failure of the Department,
or when the Contractor is delayed because of the fault of the Department, the Contractor will be given
an extension of time based on the number of days delayed beyond the 60 calendar days. No time
extension will be allowed for a delay in the date of contract execution when the delay is the fault of
the Contractor.
Section 108.04 Fixed Date
(a) of the Specifications is amended to add the following after the first
paragraph as currently written:
If the Contract identifies a contract-specific Notice to Proceed date and the Contract is not executed
by that date, the Contractor will receive an extension of time equal to the number of days between the
contract-specific Notice to Proceed date and the eventual date of contract execution. If the Notice to
Proceed date is selected by the Contractor and after prior approval the Engineer directs the
Contractor not to begin work on that date, the Contractor will receive an extension of time equal to the
number of days between the Contractor’s selected Notice to Proceed date and the eventual date the
Engineer informs the Contractor that he may commence the work.
Section 108.07—Default of Contract
of the Specifications is amended to replace condition (a) with the
following:
(a) fails to begin the work under the Contract within 10 calendar days after the Contractor’s selected
Notice to Proceed date, or within 10 calendar days after a contract specific Notice to Proceed
date indicated in the Contract, except as otherwise permitted by specific contract language or the
provisions of Section 105.01 or Section 108.02 of the Specifications.
SECTION 109—MEASUREMENT AND PAYMENT
Section 109.01—Measurement by Weight
(a)is amended to replace the first paragraph and second
paragraph including subparagraphs 1-4 with the following
:
Measurement by Weight:
(a)Materials that are measured or proportioned by weight shall be
weighted on accurate scales as specified in this Section. When material is paid for on a tonnage
basis, personnel performing the weighing shall be certified by the Department and shall be
bonded to the Commonwealth of Virginia in the amount of $10,000 for the faithful observance and
performance of the duties of the weighperson required herein. The bond shall be executed on a
form having the exact wording as the Weighpersons Surety Bond Form furnished by the
Department and shall be submitted to the Department prior to the furnishing of the tonnage
material.
The Contractor shall have the weighperson perform the following:
1. Furnish a signed weigh ticket for each load that shows the date, load number, plant
name, size and type of material, project number, schedule or purchase order number,
and the weights specified herein.
2. Maintain sufficient documentation so that the accumulative tonnage and distribution of
each lot of material, by contract, can be readily identified.
3. Submit by the end of the next working day a summary of the number of loads and total
weights for each type of material by contract.
Section 109.01—Measurement by Weight
(a) is also amended to delete the third paragraph.
Section 109.01 Asphalt
(d)4 is amended to replace the “formula…used in computing the volume of
asphalt at temperatures other than 60 degrees F” with the following:
1
V= V x \[1 – K(T – 60)\]
Section 109.08—Payment to Sub-Contractors
(b) of the Specifications is amended to replace the
second paragraph with the following:
Payment to Sub-Contractors shall be in accordance with the provisions of §2.2-4354 of theHighway
Laws of Virginia:
The Contractor shall take one of the following two actions within 7 days after receipt of payment
from the Department for the subcontractor’s portion of the work as shown on the monthly
progress estimate:
1. Pay the subcontractor for the proportionate share of the total payment received from the
agency attributable to the work performed by the subcontractor under that contract; or
2. Notify the Department and subcontractor, in writing, of his intention to withhold all or a part
of the subcontractor's payment with the reason for nonpayment.
The Contractor shall be obligated to pay interest in the amount 1 (one) percent per month on all
amounts owed by the Contractor to the subcontractor that remain unpaid after 7 days following
receipt by the contractor of payment from the Department for work performed by the
subcontractor, except amounts withheld as allowed in section 2. The Contractor shall include in
each of its subcontracts a provision requiring each subcontractor to include or otherwise be
subject to the same payment and interest requirements with respect to each lower tier
subcontractor.
Section 109.09—Payment For Material On Hand
of the Specifications is replaced with the following:
When requested in writing by the Contractor, payment allowances may be made for material secured
for use on the project. Such material payments will be for only those actual quantities identified in the
authorized andby the Engineer
contract, approved work orders, or otherwise documented as
required to complete the project and shall be in accordance with the following terms and conditions:
Structural Steel or Reinforcing Steel:
(a) An allowance of 100 percent of the cost to the
or reinforcing steel
Contractor for structural steel materials secured for fabrication not to
exceed 60 percent of the contract price may be made when such material is delivered to the
The
fabricator and has been adequately identified for exclusive use on the project.
provisions of this section for steel reinforcement will only apply where the quantity of
steel reinforcement is identified as a separate and distinct bid item for payment.
An
allowance of 100 percent of the cost to the Contractor for superstructure units and reinforcing
steel, not to exceed 90 percent of the contract price, may be made when fabrication is
complete. Prior to the granting of such allowances, the materials and fabricated units shall
have been tested or certified and found acceptable to the Department and shall have been
stored in accordance with the requirements specified herein. Allowances will be based on
invoices, bills, or the estimated value as approved by the Engineer and will be subject to the
For the purposes of this
retainage requirements of Section 109.08 of the Specifications.
section fabrication is defined as any manufacturing process such as bending, forming,
welding, cutting or coating with paint or anti-corrosive materials which alters,
converts, or changes raw material for its use in the permanent finished work.
Other Materials
(b): For aggregate, pipe, guardrail, signs and sign assemblies, and other
nonperishable material, an allowance of 100 percent of the cost to the Contractor for
materials, not to exceed 90 percent of the contract price, may be made when such material is
to the project
delivered and stockpiled or stored in accordance with the requirements
specified herein. Prior to the granting of such allowances, the material shall have been tested
and found acceptable to the Department. Allowances will be based on invoices, bills, or the
estimated value of the material as approved by the Engineer and will be subject to the
retainage provisions of Section 109.08 of the Specifications.
Excluded Items:
(c) No allowance will be made for fuels, form lumber, falsework, temporary
structures, or other work that will not become an integral part of the finished construction.
Additionally, no allowance will be made for perishable material such as cement, seed,
plants, or fertilizer.
Storage:
(d) Material for which payment allowance is requested shall be stored in an approved
manner in areas where damage is not likely to occur. If any of the stored materials are lost or
at no additional cost to the
become damaged, the Contractor shall repair or replace them
DepartmentRepair or replacement of such material will not be considered the basis
.
for any extension of contract time.
If payment allowance has been made prior to such
damage or loss, the amount so allowed or a proportionate part thereof will be deducted from
the next progress estimate payment and withheld until satisfactory repairs or replacement
has been made.
When it is determined to be impractical to store materials within the limits of the project, the
Engineer may approve storage on private property or, for structural units and reinforcing
steel, on the manufacturer’s or fabricator’s yard. Requests for payment allowance for such
stored
material shall be accompanied by a release from the owner or tenant of such property
or yard agreeing to permit the removal of the materials from the property without cost to the
Commonwealth.
Materials Inventory
(e): If the Contractor requests a payment allowance for properly stored
material, he shall submit a certified and itemized inventory statement to the Engineer no
earlier than five days and no later than two days prior to the progress estimate date. The
statement shall be submitted on forms furnished by the Department and shall be
supplier’s or manufacturer’s
accompanied by invoices or other documents that will verify
the material’s cost. Following the initial submission, the Contractor shall submit to the
Engineer a monthly-certified update of the itemized inventory statement within the same time
frame. The updated inventory statement shall show additional materials received and stored
with invoices or other documents and shall list materials removed from storage since the last
certified inventory statement, with appropriate cost data reflecting the change in the
inventory. If the Contractor fails to submit the monthly-certified update within the specified
time frame, the Engineer will deduct the full amount of the previous statement from the
progress estimate.
At the conclusion of the project, the cost of material remaining in storage for which payment
allowance has been made will be deducted from the progress estimate.
..EJWJTJPO!JJôNBUFSJBMT..
3.2
SS20802
-0714 February 19, 2014
VIRGINIA DEPARTMENT OF TRANSPORTATION
2007 ROAD AND BRIDGE SUPPLEMENTAL SPECIFICATIONS
SUPPLEMENTAL SECTION 208—SUBBASE AND AGGREGATE BASE MATERIAL
SECTION 208—SUBBASE AND AGGREGATE BASE MATERIAL
of the Specifications is amended as
follows:
Section 208.04—Job Mix Formula
is amended to replace the first paragraph with the following:
The Contractor shall submit, or shall have the source of supply submit a job-mix formula for each
mixture for the Engineer’s approval through the “Producer Lab Analysis and Information Detail”
(PLAID) websitehttps://plaid.vdot.virginia.gov prior to starting work. The formula shall be within
the design range specified in Table II-9. If unsatisfactory results or other conditions make it
necessary, the Contractor shall prepare and submit a new job-mix formula for approval.
Section 208.06—Acceptance
is amended to replace the second and third paragraphs with the
following:
Sampling and testing for determination of grading, moisture, and Atterberg limits shall be
performed by the Contractor. The Contractor shall provide such test results within 48 hours of
sampling to the Department through “the Producer Lab Analysis and Information Details” (PLAID)
websitehttps://plaid.vdot.virginia.gov. The Contractor shall maintain appropriate current quality
control charts. The Department will perform independent monitor tests at a laboratory of its
choice. If there is a statistically significant difference between the two sets of results, an
investigation will be made to determine the reason for the difference. If it is determined that the
material does not conform to the requirements of the Contract, the material will be rejected or a
payment adjustment will be made in accordance with the requirements of Section 208.08.
Determination of gradation and Atterberg limits will be based on a mean of the results of tests
performed on four samples taken in a stratified random manner from each lot. Lots of 2000 tons or
4000 tons may be used at the discretion of the Engineer when warranted by annual plant shipping
quantity and past performance. Samples shall be obtained by methods approved by the Engineer.
Any statistically acceptable method of randomization may be used to determine the time and location
of the stratified random sample to be taken. The Department shall be advised of the method to be
used prior to the beginning of production.
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SS21706
-0214 July 29, 2013
VIRGINIA DEPARTMENT OF TRANSPORTATION
2007 ROAD AND BRIDGE SUPPLEMENTAL SPECIFICATIONS
SUPPLEMENTAL SECTION 217—HYDRAULIC CEMENT CONCRETE
SECTION 217—HYDRAULIC CEMENT CONCRETE
of the Specifications is amended as follows:
Section 217.02Cementitious Materials
(a) is replaced with the following:
Cementitious materials
shall be a blend of mineral admixtures and Portland cement or a
blended cement. In overlay concretes, expansive hydraulic cement is permitted in lieu of
Portland cement. Portland cement (Types I, II, III) blended cements (Type IP, Type IS) or
expansive cement (Type K) shall comply with Section 214 of the Specifications. Flyash, ground
granulated iron blast-furnace slag (GGBFS), silica fume or metakaolin shall conform to Section
215 of the Specifications. As a portion of the cementitious material, Table 1 lists the minimum
percents of specific pozzolans required by mass of the cementitious material depending on the
alkali content of the cement. Any other mineral admixture or any other amount or combination of
mineral admixtures may be used if approved by the Engineer. As a portion of the cementitious
material, the fly ash content shall not exceed 30 percent for Class F, the ground granulated blast-
furnace slag content shall not exceed 50 percent and the silica fume content shall not exceed 10
percent unless approved by the Engineer. Class C Flyash or other pozzolans may be used
provided the contractor demonstrates that the percent usage of Class C Flyash or other
pozzolans have a maximum expansion of 0.15% according to ASTM C227 at 56 days using
borosilicate glass as aggregate. Blended cements require no further pozzolan additions to meet
minimum pozzolan content to compensate for the alkali-silica reaction.
Up to 7 percent silica fume may be added to all combinations of cementitious materials to reduce
early permeability without approval by the Engineer. Other silica fume additions must be
approved by the Engineer.
Table 1 – Minimum percent pozzolan required by mass of cementitious material as a portion of
the total cementious materials and are based upon the alkali content of the cement.
Total Alkalies of Cement is lessTotal Alkalies of Cement is greater
than or equal to 0.75%than 0.75% and less than or equal
to 1.0%
Class F Flyash20%25%
GGBF Slag40%50%
Silica Fume7%10%
Metakaolin7%10%
TABLE II–17 Requirements for Hydraulic Cement Concrete
is replaced with the following:
Air Content
1
(percent)
Consistency
(in of slump)
Max. Water /Cementitious
Mat.
(lb. Water/lb. Cement)
Min. Cementitious Content
(lb./cu yd)
Min. Grade
Aggregate
Nominal Max. Aggregate
Size (in)
Design Max. Laboratory
Permeability at 28 days -
Over tidal water
5
(Coulombs)
Design Max. Laboratory
Permeability at 28 Days
5
(Coulombs)
6
Aggregate Size No.
Design Min.
Laboratory Compressive
Strength at 28 Days
(f'c) (psi)
Class of Concrete
(See next page for notes on TABLE II-17).
---------------------------------------------------------------------------------
(TABLE II-17 Notes) -------------------------------------
1
When a high-range water reducer is used, the upper limit for entrained air may be increased by
1% and the slump shall not exceed 7 inches.
2
When Class A5 concrete is used as the finishing bridge deck riding surface, or when it is to be
covered with asphalt concrete with or without waterproofing, the air content shall be 5 1/2 1 1/2
percent.
3
The latex modifier content shall be 3.5 gallons per bag of cement. Slump shall be measured
approximately 4.5 minutes after discharge from the mixer.
4
Silica fume with a minimum of 7% by weight of cementitious material; silica fume with a range of
2.5-5 % shall be combined with Class F Fly Ash in range of 15-20% and minimum cement of
77.5% by weight of cementitious material; silica fume with a range of 2.5-5% shall be combined
with Ground Granulated Blast Furnace Slag in the range of 30-35% and a minimum cement of
67.5% by weight of cementitious material.
5
The permeability testing does not apply to small bridges identified on the bridge plans and to
concrete structures and incidental concrete as described in Sections 219, 232, 302, 415, 502,
504, 506 and 519. Curing and testing of test cylinders for permeability will be in accordance with
VTM 112.
6
The contractor may use different aggregate sizes or a combination of sizes to increase the coarse
aggregate content of the concrete as approved by the Engineer. The maximum size of the
coarse aggregate shall not exceed 2.5 inches.
Note:
With the approval of the Engineer, the Contractor may substitute a higher class of concrete
for that specified at the Contractor’s expense.
Section 217.02Formulated latex modifier
(b) is amended by adding the following:
For latex-modified concrete, Type I, Type II, Type III or Type K, cement shall be used without
mineral admixtures.
Section 217.04Admixtures
(a)4. is replacedwith the following:
Admixtures
4. shall be dispensed and used according to the manufacturer’s
recommendations. They shall be added within a limit of accuracy of 3 percent, by means
of an approved, graduated, transparent, measuring device before they are introduced into
the mixer. If more than one admixture is to be used, they shall be released in sequence
rather than in the same instant. Once established, the sequence of dispensing
admixtures shall not be altered. However, when the amount of admixture required to give
the specified results deviates appreciably from the manufacturer’s recommended dosage,
use of the material shall be discontinued.
Section 217.05—Equipment
is amended to replace the first paragraph with the following:
Equipment and tools necessary for handling materials and performing all parts of the work will be
approved by the Engineer and must be in accordance with one of the following procedures:
1. having a current National Ready Mix Concrete Association Plant and Truck Certification,
or
2. having a Department approved self-certification program in-place prior to the production
of concrete for the Department.
Failure to comply with one or the other of these procedures will result in the concrete production
being unapproved and work will not be allowed to proceed.
Section 217.05Batching Equipment
(a) is amended to replace the second paragraph with the following:
Scales used for weighing aggregates and cement shall be approved and sealed in accordance
with the requirements of Section 109 of the Specifications.
Section 217.05—Equipment
is amended to add the following:
High Performance Volumetric Mixers (HPVMs):
(d) The Contractor may produce the
specified class of hydraulic cement concrete in Table II-17 in accordance with Section
217.02(a) of the Specifications provided that the manufacturer’s equipment meets the
tolerance requirements of Section 217.04(a) of the Specifications and has a stamped plate
from the Volumetric Mixers Manufacturers Bureau stating that the equipment conforms to the
requirements in ASTM C685.
The hydraulic cement concrete shall be mixed at the point of delivery by a combination of
materials transport and mixer unit conforming to the following:
1.The unit shall be equipped with calibrated proportioning devices for each
ingredient added to the concrete mix. The unit shall be equipped with a working
recording meter that is visible at all times and furnishes a ticket printout with the
calibrated measurement of the mix being produced. If at anytime the mixer fails
to discharge a uniform mix, production of concrete shall halt until any problems
are corrected.
2.Each unit shall have a metal plate(s) attached in a prominent place by the
manufacturer on which the following are plainly marked: the gross volume of the
transportation unit in terms of mixed concrete, the discharge speed and the mass
calibrated constant of the machine in terms of volume.
3.HPVMs shall be calibrated by a Department approved testing agency in
accordance with the manufacturer’s recommendations at an interval of every 6
months or a maximum production of 2500 cubic yards, whichever occurs first
prior to use on the project. The yield shall be maintained within a tolerance of ±1
percent and verified using a minimum 2 cubic feet container every 500 cubic
yards or a minimum once per week.
4.The three cubic feet initially discharged from the truck shall be discarded and not
used for concrete placement. Acceptance of the specified class of concrete shall
comply with Section 217.08 of the Specifications except that the sample secured
for acceptance testing will be taken after four cubic feet is discharged from the
delivery vehicle. During discharge, the consistency as determined by ASTM
C143 on representative samples taken from the mixer discharge at random
intervals shall not vary more than 1 inch. Acceptance tests shall be performed
on each load. If test data demonstrates that consistency of concrete properties
are being achieved, the Engineer may reduce testing requirements.
5.The HPVM shall be operated by a person who is a certified operator by the
HPVM manufacturer. Any equipment adjustments made during the on-site
production of concrete shall be done under the direct on-site supervision of the
producer’s VDOT Concrete Plant and Field Certified Technician.
Each load of HPVM produced concrete shall be accompanied by a Form TL-28 signed by the
producer’s VDOT Certified Concrete Plant Technician or a designated company
representative working under the direct on-site supervision of the producer’s VDOT Concrete
Plant and Field Certified Technician. The form shall be delivered to the Inspector at the site
of the work. Loads that do not carry such information or do not arrive in satisfactory condition
shall not be used.
Section 217.07—Proportioning Concrete Mixtures
is amended to replace the first paragraph with
the following:
The Contractor is responsible for having a Certified Concrete Plant Technician available during
batching operations, and a Certified Concrete Field Technician shall be present during placing
operations.
Section 217.07—Proportioning Concrete Mixtures
is amended to delete the third paragraph
A Certified Concrete Batcher
beginning with “”.
Section 217.07—Proportioning Concrete Mixtures
of the Specifications is amended to replace the
eleventh paragraph with the following:
Except for latex hydraulic cement concrete, concrete mixtures shall be developed and/or verified by
any one of the following three options listed below.
The mix design(s) as determined by the respective option shall be valid provided there is no change
in sources of aggregate, chemical admixtures, mineral admixtures or hydraulic cement. All concrete
mixtures shall contain the minimum amount of mineral admixtures or combination thereof
expressed as a percent of the total cementitious materials in accordance with Section 217.02(a). All
quantities of materials shall be weighed in accordance with tolerances specified in Section 217.04.
Neither the quantities of coarse or fine aggregates used in concrete production shall deviate by
more than ±5% by weight from the batch weights of the approved mix design.
When low permeability concrete is specified, two 4 X 8 inch specimens shall be molded from
concrete representing the proposed mix design and tested in accordance with VTM 112 to validate
conformance. For trial batches, the tested permeability value shall be considered satisfactory
provided it is 500 coulombs less than the specified maximum value for the class of concrete
specified.
Option 1 - Prescriptive Method:
Mix proportions for normal, heavy weight, and lightweight concrete shall be established by
the methods described in ACI 211, on an absolute volume basis, for the respective aggregate
size and meeting all the requirements of Table II-17 for the class of concrete indicated.
Aggregate properties obtained from the aggregate producer shall be used for design
purposes.
Once the proposed mix design has been established, the contractor or their concrete supplier
shall produce one 3-cubic yard production verification batch using the same type of
equipment intended for use in supplying concrete to the Department. The proposed mix
design will be considered acceptable provided that the plastic properties of the concrete are
within the Department’s specification limits for the given class of concrete. Strength tests of
the verification batch must equal or exceed f’c for the intended class of concrete.
Option 2Trial Batch Mix Design Method
-:
The minimum cementitious content requirement in Table II-17 shall be waived provided that
the maximum water-cementitious ratio requirement of Table II-17 is met for the respective
class of concrete. The required grading for fine and coarse aggregate shall be waived
provided the coarse aggregate meets the nominal maximum size as required in Table II-17
for the respective class of concrete.
The Contractor or their concrete supplier shall prepare a minimum of 3 trial concrete batches
with differing cementitious materials contents over a range anticipated to encompass the
design strength, f’c, plus overdesign, and water-cementitious ratios encompassing the range
permitted for the classes of concrete being evaluated. Trial batches may be produced in
either;
Option 2A: Small scale laboratory batches, or
Option 2B: Truck batches with a minimum batch volume of 3 cubic yards each.
The plastic properties of the trial concrete batches shall meet the requirements for
consistency and air content in Table II-17 and meet the additional requirements listed below:
The concrete temperature of the trial batches, as batched and sampled, shall be a
minimum of 68 degrees F.
Air content of the trial batches shall within a range of -1.0 to + 1.5 percentage points
of the median design air content for the classes of concrete being evaluated.
Slump of the trial batches shall be within ± 1 inch of the maximum slump permitted
for the class of concrete.
Three 4 X 8 inch test specimens shall be molded from each batch, cured in accordance with
ASTM C 31 for acceptance specimens, and then compression tested at an age of 28 days.
The strength results of these tests shall be plotted on a graph to establish the relationship
between the water-cementitious ratio and the compressive strength. Alternately, the
relationship can be established between the cementitious content and the compressive
strength. The design water-cementitious ratio, or design cementitious content, can then be
derived from the graph to satisfy the required design strength plus an appropriate overdesign
to be designated as f’cr. The required cementitious materials content determined from these
tests can be interpolated from the established graph. If desired, the design water-
cementitious ratio or cementitious content can be determined from a polynomial regression
analysis of the plotted strength data.
Test results from prior trial concrete batches are acceptable for use provided that they
represent the same material sources proposed for the Department work, meet the
requirements for trial concrete batches as stated above and are less than 18 months old.
The required cementitious content to satisfy the strength requirement for the respective class
of concrete shall be determined in accordance with either of the two following procedures:
1. When the concrete production facility has sufficient data to establish a production
Documentation of Previous Field
standard deviation (s), as described in
Experience or Production Standard Deviation (s).
The cementitious content
required to meet the design strength requirement, f’cr, then the f’cr shall be based
upon the following equation:
f’cr = f’c + 3s
2. When the concrete production facility does not have a production standard deviation
established the cementitious content required to meet the design strength
requirement, f’cr, then the f’cr shall be based upon the following equation :
f’cr = f’c + 1700 psi.
Once the proposed mix design has been established, the contractor or their concrete supplier
shall produce one 3-cubic yard production verification batch using the same type of
equipment intended for use in supplying concrete to the Department. The proposed mix
design will be considered acceptable provided that the plastic properties of the concrete are
within the Department’s specification limits for the given class of concrete. Strength tests of
the verification batch must equal or exceed f’c for the intended class of concrete. The
requirement for a production verification batch shall be waived when the trial batching is
performed by Option 2B -Truck batches.
Option 3 - Documented Field Experience Method
:
The minimum cementitious content requirement in Table II-17 shall be waived provided that
the maximum water-cementitious ratio requirement of Table II-17 is met for the respective
class of concrete. The required grading for fine and coarse aggregate shall be waived
provided the coarse aggregate meets the nominal maximum size as required in Table II-17
for the respective class of concrete.
An existing concrete mixture shall be considered acceptable for use provided that the
contractor or their concrete supplier has a satisfactory test record of pervious field experience
as described in:
Documentation of Previous Field Experience or Production Standard Deviation (s),
and that the proposed concrete mixture meets the following requirements:
1. The water cementitious ratio of the proposed concrete mixture is less than or
equal to the maximum water cementitious ratio specified for the respective class
of concrete.
2. The documented average strength, f’cr, equals or exceeds the design
compressive strength f’c for the respective class of concrete in accordance with
the following equation: f’cr = f’c + 3s
3. The proposed concrete mixture contains the same aggregate sources,
supplementary cementitious materials type, and admixture type as those used to
establish the previous field experience test record.
4. The consistency (slump) and air content are within the specification limits for the
respective class of concrete.
Documentation of Previous Field Experience or Production Standard Deviation (s)
An acceptable test record to document previous field experience and/or to establish a
production facility standard deviation shall represent a minimum of 30 consecutive
compressive strength tests results, encompass a production period of at least 45 days
and test data not more than 18 months old. A test record of less than 30 tests, but not
less than 15 tests, shall be permitted provided a modification factor is applied to the
production facility sample standard deviation as shown below:
Multiply Standard Deviation by Modification Factor
Number of TestModification Factor
151.16
201.08
251.03
301.00
The test record does not necessarily have to be based on Department projects provided
that documentation of the source(s) of concrete strength test results accompanies the
submittal.
Section 217.08—Acceptance
is replaced with the following:
Air Consistency Tests:
(a) Air and consistency tests will be performed by the Department
prior to discharge of concrete into the forms to ensure that specification requirements are
consistently being complied with for each class of concrete. The sample secured for the
tests shall be taken after at least two cubic feet of concrete has been discharged from the
delivery vehicle. The two cubic feet discharged is not to be used as part of the test
sample. Any deviation from sampling and testing procedures must be approved by the
Engineer. The Contractor shall provide a receptacle conforming to the requirements of
ASTM C31, Section 5.9, for the Department’s use in obtaining the sample. If either
determination yields a result that is outside of the allowable range for air content or
consistence, the following procedure will be used:
1. The Engineer will immediately perform a recheck determination. If the results
confirm the original test results, the load will be rejected.
2. The Contractor’s representative will be immediately informed of the test results.
3. The Contractor’s representative shall notify the producer of the test results through a
pre-established means of communication.
The Engineer may perform any additional tests deemed necessary and reject all remaining
material that fails the tests.
Entrained air content will be determined in accordance with the requirements of ASTM
C231 or ASTM C173. Acceptance or rejection will be based on the results obtained from
these tests.
In general, a mixture that contains the minimum amount of water consistent with the required
workability shall be used. Consistency will be determined in accordance with the
requirements of ASTM C143. Adding cement to loads previously rejected for excessive
water content or consistency will not be permitted.
Strength Tests:
(b)The 28-day compressive strengths (f’) specified in Table II-17 are the
c
strengths used in the design calculations. The Engineer will verify design strengths by
tests made during the progress of the work in accordance with the requirements of ASTM
C31 (Standard Practice for Making and Curing Concrete Test Specimens in the Field)
and ASTM C39 (Standard Test Method for Compressive Strength of Cylindrical Concrete
Specimens) with the exception that the fresh concrete sample used for testing is to be
secured after at least two cubic feet has been discharged from the delivery vehicle. The
two cubic feet discharged is not to be used as part of the test sample. Any deviation from
sampling and testing procedures must be pre-approved by the Engineer. The use of
ASTM C42 (Standard Test Method for Obtaining and Testing Drilled Cores and Sawed
Beams of Concrete) will be at the Engineer’s discretion. If the 28-day design
compressive strength (f’c) test results do not conform to the strength requirements
specified in Table II-17, immediate steps shall be taken to adjust the mixture design. In
addition, the Engineer may require removal of or corrective measures be applied to any
concrete that does not meet the requirements of Table II-17. If the concrete cylinder
strength, f’is less than the specified compressive strength found in Table II-17, the
cyl,
criteria in Table II-17A shall apply:
Table II – 17A Price Reduction or Action Taken due to f’ not meeting the
cyl
specification value f’ listed in Table II-17
c
ConditionConcrete is a Pay ItemConcrete isNota Pay Item
f’ is greater than or equal toAA
cyl
98% f'
c
f' is greater than or equal toBC
cyl
90% f' and less than 98% f'
cc
f' is less than 90% f'DD
cylc
f' is not available due to theDD
cyl
Contractor’s inappropriate
handling and storage of
specimens in accordance with
ASTM C31
f’
is the 28-day design compressive strength found in Table II-17.
c
f’
is the actual average tested strength of the standard-cured concrete cylinder
cyl
made and tested in accordance with ASTM C31 and ASTM C39.
A = full payment
3
B = pay reduction = \[((f' - f')/f’) x contract unit price for concrete per yd x
ccylc
3
number of yds the concrete represents\] or $500, whichever is greater.
C = pay reduction = \[((f' - f')/f’) x 5 x Contractor's invoice price for concrete per
ccylc
33
yd x number of yds the concrete represents\] or $500, whichever is greater.
D = The Contractor shall submit an investigative plan stamped by a Virginia-
licensed Professional Engineer outlining how the Contractor shall
demonstrate that the in-place concrete meets the structural strength
requirements of the design. For barriers, parapets, railings, etc., no reduction
in concrete strength below 0.9f’ shall be allowed. For all other applications,
c
the investigative plan must be approved by the Department’s Engineer prior
to the execution of the investigation. All costs associated with this
investigation shall be borne by the Contractor. After the investigation is
completed, a report shall be submitted to the Engineer showing the results of
the analysis, testing and conclusions of the Virginia-licensed Professional
Engineer and recommendations for action proposed by the Contractor to be
taken with the concrete that did not meet the strength requirements. The
Department retains all rights to determine if the action proposed with regard
to the concrete in question is acceptable. If the Department concurs with the
proposed action and the concrete meets the structural strength requirements
of the design and remains in place, any price reduction will be taken by
Method B if the concrete is a pay item or Method C if the concrete is not a
pay item. If the concrete does not meet the structural requirements of the
design, the concrete shall be removed and replaced at no cost to the
Department. The maximum penalty assessed forlow strengthconcrete left
in place will be 10% as specified in Table II-17A not including the cost of the
investigation and any corrective measures taken by the Contractor.
No calculated penalty less than $500 will be assessed. The Contractor shall
have the right to remove and replace concrete failing to meet specifications at the
Contractor’s cost.
Before concrete is placed, the Contractor shall provide a storage chamber at his expense
for temporary storage of the Department’s concrete cylinders. The contractor shall be
responsible for maintaining the chamber such that the concrete test cylinders are kept in
a continuously moist condition and within a temperature range of 60 degrees F to 80
degrees F. The chamber shall be equipped with a continuously recording thermometer
accurate to ± 2 degrees F for the duration of concrete cylinder curing. The chamber shall
be located in an area where the test cylinders will not be subject to vibration and shall be
of sufficient size or number to store, without crowding or wedging, the required number of
test cylinders as determined by the Contractor based on his plan of operations. Location
of the chamber is subject to approval by the Engineer.
When use of high-early-strength hydraulic cement concrete is required, it shall conform to
the requirements specified in Table II–17 except that the 28-day strength shall be
obtained in 7 days. Up to 800 pounds per cubic yard of Type I, Type II or Type III cement
may be used to produce high-early-strength concrete.
Concrete Temperature
(c) shall be measured in accordance with the requirements of
ASTM C1064.
Quality Assurance:
(d)for Low Permeability Concrete
General:
At least two trial batches, using job materials, with permissible combination of
cementitious materials shall be prepared, and test specimens shall be cast by the
Contractor and tested by the Department for permeability and strength at least a month
before the field application. The permeability samples shall be cylindrical specimens with
a 4-inch diameter and at least 4-inches in length. Cylinders will be tested at 28 days in
accordance with VTM 112. The test value shall be the result of the average values of
tests on two specimens from each batch. Permeability values obtained from trial batches
shall be 500 coulombs below the maximum values specified in Table II-17 of the
Specifications to be acceptable.
Acceptance Tests:
For each set of cylinders made for compressive strength tests, two additional cylinders
shall be made for the permeability test. The Department will be responsible for making
and testing all permeability test specimens.
If the average permeability test result is equal to or less than the value for the specified
class of concrete in Table II-17, then full payment will be made for the lot the average
permeability test result represents. However, if the average permeability test result
exceeds the coulomb value in Table II-17, payment for that lot of concrete shall be
reduced by 0.005 percent for each coulomb above the coulomb value in Table II-17
multiplied by the bid item cost of the concrete times the number of cubic yards or cubic
meters of concrete in the lot. The reduction in price will not exceed 5 percent of the bid
price of the concrete. Any concrete with a coulomb value that exceeds the maximum
required in Table II-17 by 1000 coulomb will be rejected. However, bridge deck concrete
with any coulomb value exceeding the maximum required by over 1000 coulomb may be
accepted by the Engineer at 95 percent of the bid price if the concrete in question has the
required strength and meets other specification requirements, and the Contractor applies,
at his own expense, an approved epoxy concrete overlay to the top of the entire deck. In
such case deck grooving will not be required. Epoxy overlays over latex overlays will not
be permitted. The adjustment to the roadway grade shall be made as required by the
Engineer at the Contractor's expense.
Similarly, concrete in abutments and pier caps with coulomb value exceeding the
maximum required in Table II-17, by more than 1000 coulomb may be accepted at 95
percent of the bid price if it has the required strength and meets other specification
requirements, and the Contractor applies at his own expense, one coat of Type EP-3B
and one coat of EP-3T in conformance with the requirements of Section 243.02 of the
Specifications, on top of the pier cap or abutment seat.
Section 217.09Ready Mixed Concrete
(b)is amended to replace the second paragraph with the
following:
Each load of transit or shrink-mixed concrete shall be accompanied by Form TL-28 signed by the
VDOT Certified Concrete Field Technician or a designated company representative working
under the direction of the VDOT Certified Concrete Field Technician. The form shall be delivered
to the Inspector at the site of the work. Loads that do not carry such information or that do not
arrive in satisfactory condition shall not be used.
Section 217.09Ready-Mixed Concrete
(b) is amended to replace the fourth paragraph and the table
with the following:
Each batch of concrete shall be delivered to the site of work and discharged within 90 minutes of
the time the cement is introduced into the mixture unless approved otherwise by the Engineer.
Section 217.09Transit mixing
(b)1. is amended to replace the first paragraph with the following:
Transit mixing:
1. Concrete shall be mixed in a truck mixer. Mixing shall begin
immediately after all ingredients are in the mixer and shall continue for at least 70
revolutions of the drum or blades at the rate of at least 14 but no more than 20
revolutions per minute.
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VIRGINIA DEPARTMENT OF TRANSPORTATION
SPECIAL PROVISION FOR
PIPE REHABILITATION
December 11, 2013
I.DESCRIPTION
This work shall consist of the rehabilitation of existing storm water, surface water pipe culverts and/or
sanitary sewer lines by the method or methods specified at the designated locations described in the
Contract using various standard and non-standard methodologies/technologies in accordance with the
requirements of this provision and as directed by the Engineer.
II.MATERIALS
Cement grout
shall conform to Section 218.03(b) or (d) of the Specifications.
Corrugated steel pipe liner
used for Method C rehabilitation shall conform to Section 232.02 of the
Specifications and shall be 10 gage with 3-inch by 1-inch angular corrugations. Corrugated steel pipe
used as liners shall be manufactured by QC/QA producers on the VDOT Materials Division Approved
Products List.
Flexible pipe liner
systems used for Method D rehabilitation may be subject to limitations for use as
specified herein, by site-specific limitations for those locations listed in the Contract, or as shown on
the VDOT Materials Division Approved Products List 38 for the specific liner system. Where such is
the case, the Contractor shall use only that type or those types that conform to the requirements for all
pipe rehabilitation systems listed in List 38 and what the Department has specified for the specific
location listed in the bid proposal documents. The Contractor shall furnish information, services or
other requirements as detailed on List 38 for all materials used for pipe rehabilitation.
Flexible pipe liners
used for Method D rehabilitation shall be from the VDOT Materials Division
Approved Products List 38 and shall be of the following categories as designated in the Contract:
Category A - Cured-In-Place Pipe (CIPP)
Category B - Fold and Form flexible liners
Category C - HDPE, PVC, or Polypropylene (PP) slip liners
-
Category D Spray-On liners
Category A - Cured-In-Place Pipe liners
When are specified, the liner system supplied by the
Contractor shall conform to the following requirements:
Must meet IIM-LD-244.1 Table A Flexible Liner Type Selection Guidelines for
Category A.
Must exactly follow ASTM F1216 Appendix X1.2.2 Fully Deteriorated Gravity
Pipe Conditions.
Provide groundwater table elevation at crown of pipe.
Traffic loading is HL-93, ignore after 8 ft of cover except for multiple barrel
rehabs, continue indefinitely.
Total wet unit weight of soil is 120 pcf, 135 pcf saturated.
1
Modulus of soil reaction (based on VDOT pipe installation standards):
0-5 ft of cover = 1.8 ksi
>5-10 ft of cover = 2 ksi
>10-30 ft of cover = 2.2 ksi
>30-60 ft of cover = 2.6 ksi
>60 ft of cover = 2.8 ksi
Factor of safety N = 2.0.
Construction:
Any voids around exterior of host pipe must be filled for design
assumptions to be valid.
Shall specify the following:
Method for installation and curing.
Individual components.
Tube type (whether reinforced or non-reinforced).
Manufacturer name and type of resin including catalyst.
Volume of resin required to achieve proper impregnation and curing.
Shall include lot numbers and expiration dates of all supplied components.
Shall have an impermeable inner and outer plastic film or plastic pre-liner to
promote complete polymerization, prevent resin migration and loss, and prevent
contamination of the interior of the finished product.
Shall conform to the following table:
PropertyTest Procedures Physical Requirements
Tensile strength at yieldASTM D-6383,000 PSI
Modulus of elasticityASTM D-790200,000 PSI
Flexural strengthASTM D-7904,000 PSI
Category B - Fold and Form flexible liners
When are specified, the liner system supplied by the
Contractor shall conform to the following requirements as supported by submitted design
calculations:
Must meet IIM-LD-244.1 Table A Flexible Liner Type Selection Guidelines for
Category B.
Must exactly follow ASTM F1947 Appendix X1.2.2 Fully Deteriorated Design
Condition or ASTM F1867 Appendix X1.2.3 Fully Deteriorated Design Condition.
Provide groundwater table elevation at crown of pipe.
2
Traffic loading is HL-93, ignore after 8 ft of cover except for multiple barrel
rehabs, continue indefinitely.
Total wet unit weight of soil is 120 pcf, 135 pcf saturated.
Modulus of soil reaction (based on VDOT pipe installation standards):
0-5 ft of cover = 1.8 ksi
>5-10 ft of cover = 2 ksi
>10-30 ft of cover = 2.2 ksi
>30-60 ft of cover = 2.6 ksi
>60 ft of cover = 2.8 ksi
Factor of safety N = 2.0.
Construction:
Any voids around exterior of host pipe must be filled for design
assumptions to be valid.
Category C – HDPE, PVC, or PP slip liners
When are specified, the liner system supplied by
the Contractor shall conform to the following requirements as supported by submitted design
calculations:
Must meet IIM-LD-244.1 Table A Flexible Liner Type Selection Guidelines for
Category C.
Must follow AASHTO LRFD Bridge Design Specifications, Section 12, version in
use by VDOT Structure & Bridge Division at time of submittal.
Must provide SDR and outside diameter of pipe, for solid wall pipe.
Must provide outside diameter, inside diameter, diameter to centroid of wall,
moment of inertia, gross and effective areas of wall, for corrugated or profile wall
pipe.
Provide groundwater elevation at crown of pipe.
Traffic loading is HL-93, ignored after 8 ft of cover except for multiple barrel
rehabs continue indefinitely.
Total wet unit weight of soil is 120 pcf, 135 pcf saturated.
Constrained soil modulus (based on VDOT pipe installation standards):
0-5 ft of cover = 1.8 ksi
>5-10 ft of cover = 2 ksi
>10-30 ft of cover = 2.2 ksi
>30-60 ft of cover = 2.6 ksi
>60 ft of cover = 2.8 ksi
Shape factor shall be 3.0.
3
Long term modulus shall be used for stiffness computation.
Live Load Distribution Factor = 1.
Deflection Lag Factor = 1.5.
Bedding Factor = 0.1.
Installation Factor = 1.5.
Maximum deflection, deflection needed in any computations, and service long-
term tension strain limit shall be 5 percent for PE, and either 5 percent or 3.5
percent for PVC depending on cell class as per AASHTO LRFD Bridge Design
Specs Table 12.12.3.3.1, and 3.5 percent for PP.
Poisson’s ratio of soil shall be 0.3.
Earth load modifier shall be 1.05 and live load modifier shall be 1.0.
Manning’s N number for open channel flow n = 0.011 for smooth interior PVC
and 0.012 for smooth interior HDPE and PP. (For hydraulic design.)
Construction:
Any voids around exterior of host pipe must be filled for design
assumptions to be valid.
The annular space between host pipe and liner pipe must be fully
grouted for design assumptions to be valid.
Category D – Spray-on liners
When are specified for structural rehabilitation, the liner system
supplied by the Contractor shall conform to the following requirements as supported by submitted
design calculations:
Must meet IIM-LD-244.1 Table A Flexible Liner Type Selection Guidelines for
Category D.
Because of the variety of spray-on liners available, several design options may
be used. For cementitous liners, design shall be guided similarly to
nonreinforced concrete pipe or alternately similar to fiberglass pipe (high
modulus material). For other liners, polyurea for example, design shall be
guided similarly to fiberglass pipe (high modulus material) or simply as plastic
pipe if flexural modulus or ring bending strain results are not satisfactory.
Cementitious liner treated similarly as fiberglass pipe (this method is
based on the proposed AASHTO LRFD Bridge Design Specifications for
fiberglass pipe):
Articles referenced below are from AASHTO LRFD Bridge
Design Specifications, Section 12, version in use by VDOT
Structure & Bridge Division at time of submittal.
The flexibility factor for fiberglass pipe shall be determined in
accordance with Article 12.12.3.6, but with the modulus replaced
by flexural modulus, and the flexibility factor shall be limited as
specified in Article 12.5.6.3.
4
Follow Section 12.12.2.2 for deflection, except replace modulus
with flexural modulus (ksi) and drop the “eD” term.
sc
Factored long term strain due to flexure shall be less than or
equal to 0.9*S (Sb is ring bending strain).
b
Factored buckling strain demand shall be less than or equal to
0.7*nominal strain capacity for buckling demand, computed per
Eqn. 12.12.3.10.1e-2, except replace modulus with flexural
modulus and soil resistance factor shall be 1.0. Factored
buckling strain shall be:
\[\[13.65*Height of soil over crown (in feet) + 1.75*P\] *
L
radius of liner to centroid of wall in in.\]/(flexural modulus
2
in ksi * X-S area of liner in in/in), where P is
L
determined from Eqn. 12.12.3.9-1.
Flexural modulus shall be determined from pipe stiffness tests
and per Appendix 2 of ASTM D2412, and shall be at least 1,200
ksi.
Long term ring bending strain, S, shall be determined in
b
accordance with ASTM D5365 and results extrapolated to both
50 years and 75 years, and shall be at least 0.006.
It is recognized that for a spray-on product, obtaining
specimens for flexural modulus and ring bending strain
tests would require special formwork at a fabrication
facility. Similarly as is done for watertight joint testing,
these tests may be done and witnessed by a PE and a
report submitted, which may then be used as proof of
results without having to perform the tests for each
future project, as long as materials and processes have
not changed. Application thicknesses not tested may be
interpolated by a satisfactory method. Extrapolation
beyond thicknesses tested will not be permitted on the
thin side, and will only be permitted for thicker
applications by satisfactory statistical data.
GW table at crown of pipe.
Traffic loading is HL-93, ignored after 8 ft of cover except for
multiple barrel rehabs continue indefinitely.
Unit weight of soil is 120 pcf, 135 pcf saturated.
Modulus of soil reaction (based on VDOT pipe installation
standards):
0-5 ft of cover = 1.8 ksi
>5-10 ft of cover = 2 ksi
>10-30 ft of cover = 2.2 ksi
>30-60 ft of cover = 2.6 ksi
5
>60 ft of cover = 2.8 ksi
Shape factor shall be 3.0.
Live Load Distribution Factor = 1.
Deflection Lag Factor = 1.5.
Bedding Factor = 0.1.
Installation Factor = 1.5.
Maximum deflection and deflections needed in any
computations shall be 5 percent.
Poisson’s ratio of soil shall be 0.3.
Earth load modifier shall be 1.05 and live load modifier shall be
1.0.
Other liner types treated similarly as fiberglass pipe:
Same as for cementitous liner treated similarly as fiberglass
pipe above.
Other liner types treated same as plastic pipe:
Follow AASHTO LRFD Bridge Design Specifications, Section
12, for thermoplastic pipe, version in use by VDOT Structure &
Bridge Division at time of submittal.
GW table at crown of pipe.
Traffic loading is HL-93, ignored after 8 ft of cover except for
multiple barrel rehabs continue indefinitely.
Unit weight of soil is 120 pcf, 135 pcf saturated.
Modulus of soil reaction (based on VDOT pipe installation
standards):
0-5 ft of cover = 1.8 ksi
>5-10 ft of cover = 2 ksi
>10-30 ft of cover = 2.2 ksi
>30-60 ft of cover = 2.6 ksi
>60 ft of cover = 2.8 ksi
Shape factor shall be 3.0.
Live Load Distribution Factor = 1.
Deflection Lag Factor = 1.5.
Bedding Factor = 0.1.
6
Installation Factor = 1.5.
Maximum deflection and deflections needed in any
computations shall be 5 percent.
Poisson’s ratio of soil shall be 0.3.
Earth load modifier shall be 1.05 and live load modifier shall be
1.0.
Construction:
Any voids around exterior of host pipe must be filled for design
assumptions to be valid.
Smooth-wall steel pipe liner
used for Method E rehabilitation shall conform to Section 232.02(c)5 of
the Specifications.
III.GENERAL PROCEDURES
Prior to the start of pipe rehabilitation operations, the Contractor shall submit site specific working
drawings (and supportive calculations) according to the requirements of Section 105.10 of the
Specifications for the specified rehabilitation method(s) per each location listed in the Contract.
The Contractor shall furnish to the Engineer a certification of the acceptability of the proposed
rehabilitation system to provide the necessary hydraulic capacity and structural strength to
support the anticipated total load and hydrology at the site of rehabilitation, as determined from a
review that has been signed and sealed by a Professional Engineer holding a valid license to
practice engineering in the Commonwealth of Virginia. Such certification shall cover all design
data, supporting calculations and planned rehabilitation materials.
All work shall be contained within the existing right-of-way. In the event a temporary construction
easement is deemed necessary due to the selected method or product chosen by the Contractor, the
Contractor shall obtain such additional easement for his convenience at no additional cost to the
Department.
The Contractor shall maintain all lanes of traffic at all times in accordance with the Special Provision
Section 512—Maintaining Traffic – Non-Schedules (Lump Sum)
for unless otherwise directed
by the Engineer. This maintenance of traffic shall include temporary detours if required by the
Contractor’s method of operations to facilitate construction and where permitted by the locality and the
Department. When temporary detours are required the Contractor shall design and construct
temporary detours in accordance with Sections 105.14 and 512 of the Specifications and Standard
GS-10 of the Road and Bridge Standards respectively. The cost for maintenance of traffic including
temporary detours shall be bid as a lump sum amount for the specific location of each pipe
Section 512—
rehabilitation as shown in the Contract in accordance with the Special Provision for
Maintaining Traffic – Non-Schedules (Lump Sum)
unless otherwise specified in the Contract.
The Contractor shall contact Miss Utility prior to commencing any work that may conflict with existing
utilities, and shall coordinate with the utility company(ies) and the Engineer for any adjustments
deemed necessary to complete the work. The Contractor shall notify the VDOT Area Construction
Engineer at least 48 hours prior to initiation of rehabilitation operations at the site.
In the event the selected method of rehabilitation requires disturbing existing surfaces, these surfaces
shall be restored in kind to original pre-construction conditions after rehabilitation operations have
been completed and the cost thereof shall be included in the price bid for Pipe Rehabilitation for the
specified location.
7
The Contractor shall obtain all required OSHA confined space entry permits where these are
required by the Contractor’s operations and the scope of work in the Contract.
The Department has performed an inspection of the existing pipes in the Contract to determine
the extent and nature of each pipe’s deterioration or damage in each location so as to designate
the allowable methods of repair/rehabilitation of the pipe at that specific site. Using the
information collected from this inspection the Department has determined through its engineering
analysis the best practical method(s) of rehabilitation for each respective site (location) taking
into account site specific conditions such as installation working space for the various types of
liners, hydraulic capacity before and after rehabilitation, height of cover, soil density, and loading
conditions, among other criteria. The Contractor shall select, according to the method/category or
options of methods/category designated by the Department for each specified location or site
indicated in the Contract, how he/she chooses to perform the work. Regardless of the final method
selected, the Contractor shall provide the Engineer documentation of the procedures, materials,
equipment, incidentals and resources he/she shall employ to ensure successful rehabilitation of
the existing pipe(s) to assist the Engineer in monitoring the Contractor’s operations. The
Contractor will not be permitted to substitute a different method(s) and category(ies), if
designated, than that or those specified for the location described in the Contract.
Where existing pipes are to be rehabilitated using a liner (flexible or rigid) the Contractor shall clear
the existing pipe(s) designated for rehabilitation of any debris, protrusions greater than ½ inch in height
and any obstructions prior to the start of rehabilitation efforts. The Contractor shall then thoroughly
clean and prepare the host pipe prior to liner installation. Cleaning shall conform to the
recommendation of the liner manufacturer/producer or supplier of the methodology to be used.
In the absence of such recommendations, the Contractor shall submit his/her proposed method
for cleaning and preparing the host pipe for the Engineer’s review and acceptance. A copy of the
cleaning methodology and materials shall be provided to the Engineer at least 2 working days
prior to beginning the work. Please note: All specified time limits in these specifications refer to
working days, not calendar days.
Pre-Installation Inspection
– In addition to the visual inspection performed by the Department
and prior to rehabilitation operations commencing the Contractor shall perform a pre-installation
visual/video inspection at the designated location of the pipe shown in the Contract or where
directed by the Engineer. This visual/video inspection shall be conducted by the Contractor in
accordance with the requirements of this specification and VTM 123 to certify pre-construction
conditions. The inspection shall be performed in the presence of the Engineer. Video
inspections shall be clearly labeled on the media with the time, date, and location of the pipe
inspected. A copy of the video inspection shall be furnished to the Engineer prior to the start of
rehabilitative construction. The cost of pre-Installation Inspection will be considered incidental to the
cost of the installation.
The following methods of pipe rehabilitation are approved by the Department; however, not all
methods may be appropriate for each individual location. The Contractor shall consult the Contract to
determine the method (and category if designated) or methods (and categories if designated) that are
permitted per the location cited. Individual methods shall conform to the criteria specified.
PIPE REHABILITATION BY LINER
Method C - Corrugated steel pipe liner
shall be rehabilitation by insertion of a rigid corrugated
steel pipe liner through an existing host pipe (36" diameter or larger corrugated or concrete pipe).
Where required, pipe shall be joined by the use of coupling bands of an internal expansion type
that shall provide a leak-proof joint after grouting.
Expansion devices shall be installed above the mid-point of the pipe. After the Engineer approves
installation and alignment of the liner within the host pipe, the Contractor shall pressure grout the
8
annular space between the existing pipe and the liner. Prior to grouting, the annular space shall
be adequately sealed at each end. Plug holes required for injection of grout shall be satisfactorily
plugged and sealed following the grouting operation.
Method D - Flexible pipe liner
shall be rehabilitation by the use of a flexible pipe liner.
Rehabilitation, as indicated in the Contract, shall be accomplished by the use of the
following:
Category A - Cured-In-Place Pipe (CIPP)
Category B - Fold and Form flexible liners
Category C - HDPE, PVC, or PP slip liners
-
Category D Spray-On liners
Installation and curing requirements of pipe sections for the various flexible pipe liners shall
be according the manufacturer recommendations for the specific product as applicable.
Joints shall meet the requirements of Section 30 of the AASHTO Bridge Construction
Specifications and leak resistance as defined in AASHTO PP 63-09.
The Contractor shall furnish curing requirements for the various flexible liners to include as
applicable individual components of the system, tube type (whether reinforced or non-reinforced),
manufacturer name and type of resin including catalyst, volume of resin required to achieve
proper impregnation and curing. All components of the systems shall be as recommended by the
manufacturer for the specific system used, and all components shall include lot numbers and
expiration dates. The Contractor shall submit documentation from the manufacturer to verify
compliance with the requirements of this paragraph as well as installation recommendations to the
Engineer at least 72 hours prior to the start of installation.
Method D, Category A – Cured-In-Place Pipe liner method
. The Cured-In-Place Pipe
liner system shall be designed, fabricated and installed in such a manner as to result in a
maintained full contact tight fit to the internal circumference of the host pipe for its entire
length. The installation shall adhere to the cure times and temperatures stipulated in
the manufacturer’s recommended installation and cure specifications and the
finished product shall be free of de-lamination, bubbling, rippling or other signs of
installation failure.
Pulled-in-place liner installation must be accomplished without significant liner twisting or
stretching during installation. At no time shall the pulling force for liner installation exceed
that established by the liner manufacturer.
All Cured-In-Place Pipe installations shall be performed in the dry. The Contractor
shall consider the cost to accommodate this requirement as incidental to the cost of
the installation.
Curing for styrene-based, epoxy-based, and vinyl ester-based CIPP may be
accomplished by water, steam or ultraviolet light and shall be in accordance with the liner
manufacturer's recommendations.
The Contractor shall submit preconstruction installation and cure specifications (to
include site specific cure time and temperature calculations) and design calculations
(stamped by a licensed professional engineer) to the VDOT Engineer a minimum of
72 hours prior to initiation of installation.
9
The Contractor shall place an impermeable sheet immediately upstream and
downstream of the host pipe prior to liner insertion to capture any possible raw resin
spillage during installation and shall remove and properly dispose of any waste
materials. Where the pulled-in-place method of installation is used, the Contractor
shall install a semi-rigid plastic slip sheet over any interior portions of the host pipe
that could tear the outer film or over any significant voids in the host pipe. The
Contractor shall ensure there is no loss of impermeability of the inner and outer plastic
films or pre-liner during installation. The Contractor shall promptly repair any pinholes or
tears in the plastic films or pre-liner before proceeding with the installation. Where such
damaged areas cannot be repaired, the Contractor shall promptly replace the
impermeable plastic films or pre-liner before proceeding with the installation.
The Contractor shall not perform work without oversight of the VDOT Engineer or
Inspector for the duration of the installation.
The Contractor shall monitor temperature via a minimum of three thermocouples on
the outer surface of the liner (one each at the upstream and downstream ends and
one approximately mid-length of the host pipe) and automatically log cure time-
temperature data with a print-out from the data logger and provide such information
to the VDOT Engineer.
The Contractor shall obtain and comply with all discharge-related permits, including air,
water, and wastewater treatment (i.e. Publicly Owned Treatment Works or “POTW”). For
any discharge to a Publicly Owned Treatment Works (POTW), the Contractor shall
obtain advanced written approval from the receiving facility for acceptance of
effluent waste before repair work can start and shall provide such documentation of
the POTW discharge approval to the Engineer prior to the start of the installation.
The Contractor shall capture and properly dispose of all cure water and/or steam
condensate and be responsible for the proper transportation and off-site disposal of
process residuals. The Contractor shall provide disposal documentation from the
receiving facility to the VDOT Engineer. For any discharge to a Publicly Owned
Treatment Works (POTW), the Contractor shall comply with all the requirements of
the POTW receiving the discharge.
The Contractor shall thoroughly rinse the cured lined pipe with clean water and
capture and properly dispose of rinse water prior to re-introducing flow.
For styrene-based CIPP and vinyl ester-based CIPP, the Contractor shall employ the
services of a qualified independent environmental services laboratory or
environmental consultant to collect the following samples:
pre-rehabilitation soil and water samples within 3 feet of the pipe ends
(or otherwise as close as possible) upstream and downstream of the
pipe location; and
soil and water samples within 3 feet of the pipe ends (or otherwise as
close as possible) upstream and downstream of the pipe location within
one week after the pipe liner has cured.
These samples shall be collected in accordance with applicable ASTM standard
procedures. For styrene-based liners, samples shall be analyzed for styrene
using USEPA SW 846 Method 8260. Styrene concentrations in water samples
shall not exceed 2.5 mg/L. For vinyl ester-based liners, samples shall be
analyzed for diallyl phthalate. Diallyl phthalate concentrations in water samples
shall not exceed 0.4 mg/L. The Contractor shall report the results of all sampling
10
to the Engineer within 4 weeks after completion of the rehabilitation. The
following information shall also be supplied in the water or soil sampling reports:
Location of pipe:
County, VDOT Residency
Route number and distance to nearest intersection
Name of stream if applicable or known
Description of pipe
:
Length, diameter, type i.e. concrete, corrugated steel
Conveyance conditions i.e. wet weather only, perennial, current
conditions
General flow description i.e. high, medium, low
Site description i.e. stream bed, earthen ditch, concrete ditch,
subsurface stormwater drainage
It shall be the Contractor’s responsibility to report and take appropriate corrective actions
to contain and remediate any release of contaminants from cured-in-place process
materials, effluent or condensate into the environment in accordance with applicable
local, state or federal regulations and the Specifications. The cost for such remediation
shall be at the Contractor’s expense.
Method D, Category B - Fold and form flexible liners
shall be installed in
accordance with the requirements of ASTM F1216, ASTM F2019, ASTM F1743, or
ASTM D5813 (as applicable) or as recommended by the liner manufacturer.
Method D, Category C - HDPE, PVC, or PP slip liner
shall be installed in
accordance with the requirements of AASHTO M326 or in accordance with ASTM F1698
as applicable or as recommended by the liner manufacturer.
Method D, Category D - Spray-Oncementitious and polyurea liners
shall be
installed in accordance with the liner material manufacturer’s recommendations. For
spray-on cementitious or polyurea liner systems, the following requirements shall apply:
The Contractor shall perform all installations in the dry.
The Contractor shall thoroughly rinse the lined pipe with clean water.
The Contractor shall install a temporary curtain at the outlet and inlet to
prevent overspray during installation;
The Contractor shall reinstate water flow no sooner than 24 hours
following installation.
For cementitious spray-on liners
, the Contractor shall prevent the
escape of any rinse water from the lined pipe or otherwise capture it until
he/she can either (1) pump it to a container for proper transportation and off-
site disposal; or (2) continuously monitor the pH of the rinse water until the
pH is less than 9 whereupon he/she may release it.
11
For polyurea spray-on liners
, the Contractor shall capture and properly
dispose of the rinse water prior to reinstating flow; and employ the
services of a qualified independent environmental services laboratory or
environmental consultant to collect the following samples:
pre-rehabilitation water and soil samples within 3 feet of the pipe
ends (or otherwise as close as possible) upstream and
downstream of the pipe location; and
soil and water samples within 3 feet of the pipe ends (or
otherwise as close as possible) upstream and downstream of the
pipe location within one week after the liner has cured.
Samples shall be collected in accordance with applicable ASTM
standard procedures and analyzed for total methylene diphenyl
diisocyanate (MDI), methylenedianiline (MDA), and total cyanide.
Concentrations of methylene diphenyl diisocyanate (MDI) in water
samples must not exceed 1,000 mg/L and concentrations of
methylenedianiline (MDA) in water samples must not exceed 39
mg/L. Water characterization for chemical oxygen demand (COD)
and total nitrogen (TN) concentrations shall also be conducted. The
Contractor shall report the results of all sampling to the Engineer
within 4 weeks after completion of the rehabilitation. The following
information shall also be supplied in the sampling reports:
Location of pipe:
County, VDOT Residency
Route number and distance to nearest intersection
Name of stream if applicable or known
Description of pipe
:
Length, diameter, type i.e. concrete, corrugated steel
Conveyance conditions i.e. wet weather only, perennial,
current conditions
General flow description i.e. high, medium, low
Site description i.e. stream bed, earthen ditch, concrete
ditch, subsurface stormwater drainage
It shall be the Contractor’s responsibility to report and take appropriate
corrective actions to remediate any water quality alteration resulting from the
lining materials in accordance with applicable local, state or federal
regulations. The cost for such remediation shall be at the Contractor’s
expense.
Method E – Smooth wall steel pipe liner
shall be rehabilitation by the insertion of a smooth wall
steel pipe into a host pipe. Where required, pipe shall be joined by butt welds in accordance with
AWWA C-206.
12
The Contractor shall pressure inject a non-shrink grout into the annular space between the existing
host pipe and the steel liner. The annular space between the existing pipe and the smooth wall
steel liner shall not exceed 3 inches at any given point, unless otherwise approved by the
Engineer. Prior to grouting, the annular space shall be sealed at each end. Holes required to
facilitate injecting grout shall be plugged and sealed following grouting operations. In order to
ensure stability during placement, the wall thickness of the liner shall not be less than ½”.
Post Installation Inspection
– The Contractor shall perform a post-installation inspection on all
flexible liners installations in accordance with Section 302.03(d) of the Specifications and Virginia
Test Method (VTM) 123. The finished liner shall be continuous over its entire length and be free
from visual defects such as foreign inclusions, dry spots, pinholes, and delamination.
In the event a post inspection of the installation reveals a tight fit of the liner was not achieved in
localized areas of the host pipe (comprising less than 20 percent of the pipe length) the annular space
between the liner and the host pipe shall be filled with a resin mixture or a cementitious grout (at no
cost to the Department) that is compatible with the liner system as specified by the manufacturer.
Where a tight fit was not achieved on 25 percent or more of the pipe length the annular space shall be
filled as designated herein, however, the Contractor will not be allowed to continue with his
methodology of installation and/or the liner system used until he/she can demonstrated to the
Engineer that he/she has remedied his/her operations so that it results in a snug tight fit between the
installed liner and the host pipe. All such remedial efforts shall be at the Contractor’s expense.
Further failure(s) to perform a proper installation may result in the disallowance of the use that liner
system and an adjustment in the cost or non-payment of the failed installations depending on the
severity of the failure.
In the event the post installation inspection is not conducted until all or most of the locations in the
Contract permitting this methodology have been performed, and the inspection reveals a tight fit
between host pipe and liner has not been achieved on 25 percent or more of the host pipe’s length or
the finished liner is not free from visual defects such as foreign inclusions, dry spots, pinholes, and
delamination, then an adjustment in the cost or non-payment of the failed installations maybe made
by the Engineer depending on the severity of the failure.
The cost of post Installation Inspection will be considered incidental to the cost of the installation.
IV.MEASUREMENT AND PAYMENT
Pipe rehabilitation (Method)
will be measured and paid for in units of linear feet of pipe for the Size,
Method(s) and Category (if specified) as detailed in the Contract. Note: At locations shown in the
Contract where multiple methods are permitted, the Contractor may select any of the methods
specified, however, if only one method is specified, this will be the only method permitted at that
location. This price shall include inspection, cleaning and preparation of the host pipe, furnishing and
installing the liner, coupling and expansion devices, cement grout, design and shop drawing
preparation, furnishing and installing liner and all components of the liner system, capturing any
discharges or releases during installation or curing operations, obtaining any local, POWT, state or
federal permits required to perform the work, furnishing any documentation or fees required for
effluent or condensate disposal, all testing and sampling including furnishing reports and post
installation video inspections for flexible liners, and waste disposal costs.
Prices for pipe rehabilitation shall also include excavating when not designated as a separate pay item
attributable to this specific work; sheeting; shoring; dewatering; disposing of surplus and unsuitable
material; backfilling and backfill material; compaction, restoring existing surfaces; and clearing debris
and obstructions.
Payment will be made under:
13
Pay ItemPay Unit
(Size) Pipe Rehabilitation (Method, Category-if specified)Linear Foot
14
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5.2
SS40404
-0714 February 19, 2014
VIRGINIA DEPARTMENT OF TRANSPORTATION
2007 ROAD AND BRIDGE SUPPLEMENTAL SPECIFICATIONS
SUPPLEMENTAL SECTION 404—HYDRAULIC CEMENT CONCRETE OPERATIONS
SECTION 404—HYDRAULIC CEMENT CONCRETE OPERATIONS
of the Specifications is amended as
follows:
Section 404.02Prestressed concrete deck panels
(e) is deleted.
Section 404.03Forms
(a) is amended to replace the first paragraph with the following:
Forms:
(a) On concrete beam bridges, the Contractor shall have the option of using corrugated
metal bridge deck forms or wood forms to form that portion of bridge decks between beams
unless otherwise specified on the plans. On steel beam bridges, the Contractor shall have
the option of using corrugated metal bridge deck forms or wood forms to form that portion of
bridge decks between beams or girders unless otherwise specified on the plans. However,
corrugated metal forms shall not be used to form overhangs or portions of slabs where a
longitudinal joint occurs between beams or girders.
The Contractor shall submit calculations and layout details of the overhang supports and
formwork, including fabrication and erection details, to the Engineer for review in accordance
be
with the requirements of Section 105.10. Overhang formwork details shallsigned and
sealed by a Professional Engineer, holding a valid license to practice engineering in the
Commonwealth of Virginia.
Section 404.03Prestressed deck panel forms
(a)2 is deleted.
Section 404.03Removing Formwork and Forming for and Placing Superimposed Elements
(j) is
Formwork
amended to replace “1.” with the following:
Formwork
1. may be removed as follows:
Side forms or elements not immediately subjected to loading
a. (for example:
footings and walls or columns with height to width ratios less than 10:1 \[h/w <
10:1\]): 48 hours or 30 percent concrete strength ( f'). For the purposes herein,
c
width will be considered the narrowest portion of the element measured
horizontally across its surface.
The time period noted for form removal shall begin at the completion of the
concrete placement and is exclusive of hours when any portion of the surface of
the concrete element is below 40degrees F.
All other elements:
b. (for example: soffits of pile caps, bent caps and pier caps)
60 percent concrete strength (f').
c
Section 404.04—Bridge Deck Construction
of the Specifications is amended to replace the first
paragraph with the following:
Prior to the beginning of deck placement, screeds shall be approved by the Engineer. Fogging or
misting devices attached to the screed shall not be permitted. No fogging or misting above
concrete shall be permitted prior to the screeding operation. Fogging or misting shall only be
permitted immediately after the screeding operation and any hand-finishing that has been
completed to the concrete surface, and prior to applying the wet-curing mechanism.
Section 404.08—Measurement and Payment
is amended to replace the second paragraph with the
following:
The volume of bridge deck slab concrete allowed for payment will be computed using the actual
thickness of the slab, not to exceed the plan thickness plus 1/2 inch, for the area between faces of
sidewalks, curb lines, railings, or parapets. The area beneath sidewalks, curbs, railings, or parapets
will be based on the plan thickness.
Section 404.08—Measurement and Payment
is amended to replace the fourth paragraph with the
following:
If corrugated metal bridge deck forms are used in lieu of removable forms, the price for concrete shall
include furnishing and placing metal forms, additional concrete required to fill corrugations, work
necessary to facilitate inspection of the underside of the deck, repairing deficiencies, and
strengthening beams or girders to maintain the design live-load rating of the bridge.
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DEPARTMENT OF THE ARMY
NORFOLK DISTRICT CORPS OF ENGINEERS
FORT NORFOLK 803 FRONT STREET
NORFOLK VIRGINIA 23510-1096
March 6, 2013
Western Virginia Regulatory Section
NAO-2007-4126 (VMRC 12-1725 (Jones Creek)
Isle of Wight – Brewers Neck Extended
c/o Kimley-Horn
Ms. Katie Madary-Crum, PWS, CPWD
4500 Main Street, Suite 500
Virginia Beach, VA 23462
Dear Ms. Madary-Crum:
Attached is the Department of the Army Permit Number NAO-2007-4126 authorizing
Isle of Wight to perform certain work in waters of the United States for the project known as
Brewers Neck Extended in Isle of Wight County. Two copies of the permit must be signed by
you as an authorized agent or by an appropriate official of Isle of Wight, in the space provided
for the permittee’s signature and returned to this office. Upon receipt, the district engineer or his
authorized representative will sign both copies and return an original to you. The permit is not
valid until signed by both parties.
This letter contains an initial proffered permit for your proposed project. If you object to
this decision, you may request an administrative appeal under Corps regulations at 33 CFR Part
331. Enclosed you will find a Notification of Appeal Process (NAP) fact sheet and Request for
Appeal (RFA) form. If you request to appeal this decision you must submit a completed RFA
form to the Norfolk District Office at the following address:
United States Army Corps of Engineers
CENAO-WR-R
William T. Walker, Regulatory Branch Chief
803 Front Street
Norfolk, VA 23510-1096
In order for an RFA to be accepted by the Corps, the Corps must determine that it is
complete, that it meets the criteria for appeal under 33 C.F.R. part 33 1.5, and that it has been
received by the District Office within 60 days of the date of the NAP. Should you decide to
submit an RFA form, it must be received at the above address by April 30, 2013. It is not
necessary to submit an RFA form to the District office if you do not object to the decision in this
letter.
Brewers Neck Extended NAO-2007-4126 Page 1 of 2
U.S. Army Corps
Of Engineers
Fort Norfolk, 803 Front Street
Norfolk District
Norfolk, Virginia 23510-1096
DEPARTMENT OF THE ARMY PERMIT
Permittee: Isle of Wight – Brewers Neck Extended
Permit No.: NAO-2007-4126
Issuing Office: U.S. Army Corps of Engineers Norfolk District Regulatory Branch
(CENAO-WR-R)
Note: The term "you" and its derivatives, as used in this permit, means the permittee or any
future transferee. The term "this office" refers to the appropriate district or division office of the
Corps of Engineers having jurisdiction over the permitted activity or the appropriate official of
that office acting under the authority of the commanding officer.
You are authorized to perform work in accordance with the terms and conditions specified below
pursuant to:
Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.C. 403).
Section 404 of the Clean Water Act (33 U.S.C. 1344).
Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972
(33 U.S.C. 1413).
Project Description:
Isle of Wight is authorized to discharge fill into the locations as identified in table 3 from the
permit application as follows.
Brewers Neck Standard Permit NAO-2007-4126 Page-1
The purpose of the fill is to construct the Brewer’s Neck Extended intersection. The intersection
impact locations, both permanent and temporary, are shown in the attached drawings Sheet 3 and
Sheet 4, received January 29, 2013.
Project Location:
Isle of Wight, Benns Church Boulevard and Brewers Neck Boulevard
intersection and vicinity.
Project Specific Conditions:
1.Prior to the commencement of any work authorized by this permit, you shall advisethe
project manager, John Evans,in writing at: Norfolk District, Corps of Engineers, Regulatory
Branch, 803 Front Street, Norfolk, VA 23510 or email john.d.evans@usace.army.mil
,of the
time the authorized activity will commence and the name and telephone number of all
contractors or other persons performing the work. You must provide a copy of this permit
and drawings to the contractor and make available to any regulatory representative during an
inspection of the project site.
2.Before any land disturbing activity in the area of permitted wetland fill, Isle of Wight will
provide proof of purchase of 1.36 mitigation bank credits from one or more mitigation banks
that includes this project site in the service area of the bank.
3.The time limit for completing the work authorized ends on December 31, 2023. Should you
be unable to complete the authorized activity in the time limit provided, you must submit
your request for a time extension to this office for consideration at least one month before the
permit expiration date.
4.Enclosed is a “compliance certification” form, which must be signed and returned within 30
days of completion of the project, including any required mitigation. Your signature on this
form certifies that you have completed the work in accordance with the permit terms and
conditions.
Use of a Mitigation Bank:
You have indicated that mitigation for the proposed impacts would be accomplished by
purchasing credits from the Scandia Wetlands Mitigation bank. As compensation for
impacting 1.02 acres of forested, emergent, and open water wetlands, a total of 1.36 credits
will be required. You must provide evidence to the Corps that you have purchased these
credits before commencing the authorized activity in the areas subject to this permit.
Special Conditions:
All project specific conditions listed above are special conditions of this permit.
Brewers Neck Standard Permit NAO-2007-4126 Page-2
1.No discharge of dredged or fill material may consist of unsuitable material (e.g.: trash,
debris, car bodies, asphalt etc.) and material discharged must be free from toxic pollutants in
toxic amounts (see Section 307 of the Clean Water Act).
2.Any temporary fills must be removed in their entirety and the affected areas returned to their
preexisting elevation.
3.Appropriate erosion and siltation controls must be used and maintained in effective operating
condition during construction, and all exposed soil and other fills, as well as any work below
the ordinary high water mark or high tide line, must be permanently stabilized at the earliest
practicable date.
4.The construction or work authorized by this permit will be conducted in a manner so as to
minimize any degradation of water quality and/or damage to aquatic life. Also, you will
employ measures to prevent or control spills of fuels or lubricants from entering the
waterway.
5.Any heavy equipment working in wetlands other than those permitted for permanent impact
must be placed on mats or other measures must be taken to minimize soil disturbance.
6.Failure to comply with the terms and conditions of this permit can result in enforcement
actions against the permittee and/or contractor.
7.In granting an authorization pursuant to this permit, the Norfolk Districthas relied on the
information and data provided by the permittee. If, subsequent to notification by the Corps
that a project qualifies for this permit, such information and data prove to be materially false
or materially incomplete, the authorization may be suspended or revoked, in whole or in part,
and/or the Government may institute appropriate legal proceedings.
8.All dredging and/or filling will be done so as to minimize disturbance of the bottom or
turbidity increases in the water which tend to degrade water quality and damage aquatic life.
General Conditions:
1.You must maintain the activity authorized by this permit in good condition and in
conformance with the terms and conditions of this permit. You are not relieved of this
requirement if you abandon the permitted activity, although you may make a good faith
transfer to a third party in compliance with General Condition 3 below. Should you wish to
cease to maintain the authorized activity or should you desire to abandon it without a good
faith transfer, you must obtain a modification of this permit from this office, which may
require restoration of the area.
2.If you discover any previously unknown historic or archaeological remains while
accomplishing the activity authorized by this permit, you must immediately stop work and
notify this office of what you have found. We will initiate the Federal and state coordination
Brewers Neck Standard Permit NAO-2007-4126 Page-3
required to determine if the remains warrant a recovery effort or if the site is eligible for
listing in the National Register of Historic Places.
3.If you sell the property associated with this permit, you must obtain the signature of the new
owner in the space provided and forward a copy of the permit to this office to validate the
transfer of this authorization.
4.If a conditioned water quality certification has been issued for your project, you must comply
with the conditions specified in the certification as special conditions to this permit.
5.You must allow representatives from this office to inspect the authorized activity at any time
deemed necessary to ensure that it is being or has been accomplished in accordance with the
terms and conditions of your permit.
6.The permittee understands and agrees that if future operations by the United States require
the removal, relocation, or other alteration, of the structure or work herein authorized, or if,
in the opinion of the Secretary of the Army of his authorized representative, said structure or
work shall cause unreasonable obstruction to the free navigation of the navigable waters, the
permittee will be required upon due notice from the Corps of Engineers to remove, relocate,
or alter the structural work or obstructions caused thereby without expense to the United
States. No claim shall be made against the United States on account of any such removal or
alternation.
Further Information:
1.Limits of this authorization:
a.This permit does not obviate the need to obtain other Federal, state or local authorizations
required by law.
b.This permit does not grant any property rights or exclusive privileges.
c.This permit does not authorize any injury to the property or rights of others.
d.This permit does not authorize interference with any existing or proposed Federal
projects.
2.Limits of Federal Liability: In issuing this permit, the Federal Government does not assume
any liability for the following:
a.Damages to the permitted project or uses thereof as a result of other permitted or
unpermitted activities or from natural causes.
b.Damages to the permitted project or uses thereof as a result of current or future activities
undertaken by or on behalf of the United States in the public interest.
c.Damages to persons, property, or to other permitted or unpermitted activities or structures
caused by the activity authorized by this permit.
d.Design or construction deficiencies associated with the permitted work.
e.Damage claims associated with any future modification, suspension, or revocation of this
permit.
Brewers Neck Standard Permit NAO-2007-4126 Page-4
3.Reliance on Applicant's Data: The determination of this office that issuance of this permit is
not contrary to the public interest was made in reliance on the information you provided.
4.Reevaluation of Permit Decision: This office may reevaluate its decision on this permit at
any time the circumstances warrant. Circumstances that could require a reevaluation include,
but are not limited to, the following:
a.You fail to comply with the terms and conditions of this permit.
b.The information provided by you in support of your permit application proves to have
been false, incomplete, or inaccurate (See 3 above).
c.Significant new information surfaces which this office did not consider in reaching the
original public interest decision.
Such a reevaluation may result in a determination that it is appropriate to use the suspension,
modification, and revocation procedures contained in 33 CFR 325.7 or enforcement
procedures such as those contained in 33 CFR 326.4 and 326.5. The referenced enforcement
procedures provide for the issuance of an administrative order requiring you to comply with
the terms and conditions of your permit and for the initiation of legal action where
appropriate. You will be required to pay for any corrective measures ordered by this office,
and if you fail to comply with such directive, this office may in certain situations (such as
those specified in 33 CFR 209.170) accomplish the corrective measures by contract or
otherwise and bill you for the cost.
5.Extensions:Project Specific Condition #2 establishes a time limit for the completion of the
activity authorized by this permit. Unless there are circumstances requiring either a prompt
completion of the authorized activity or a reevaluation of the public interest decision, the
Corps will normally give favorable consideration to a request for an extension of this time
limit.
Brewers Neck Standard Permit NAO-2007-4126 Page-5
Your signature below, as a permittee, indicates that you accept and agree to comply with the
terms and conditions of this permit.
____________________________
(Permittee)
____________________________
(Date)
This permit becomes effective when the Federal official, designated to act for the Secretary of
the Army, has signed below.
__________________________
Paul B. Olson, P.E.
Colonel, U.S. Army
Commanding
___________________
(Date)
When the structures or work authorized by this permit are still in existence at the time the
property is transferred, the terms and conditions of this permit will continue to be binding on the
new owner(s) of the property. To validate the transfer of this permit and the associated liabilities
associated with compliance with its terms and conditions, have the transferee sign and date
below.
______________________
(Transferee)
______________________
(Date)
Brewers Neck Standard Permit NAO-2007-4126 Page-6
TEMP IMPACTS
PERM PFOPERM PEM
WETLAND
LEGEND
POW
PERM PEM = 14,455 S.F.
IMPACT SITE "D"
PFO = 9,593 S.F.
TEMP IMPACTS
PERM PFOPERM PEM
WETLAND
LEGEND
POW
EASEMENT FOR SLOPES
PROP. TEMP. CONST.
IMPACT SITE "C"
PROPOSED DITCH
TEMP. IMPACTS
PROPOSED R/W
PFO = 279 S.F.
TEMP. IMPACTS
224 S.F.
IMPACT SITE "B"
TEMP. IMPACTS
POW = 6,587 S.F.
92 S.F.
108 S.F.
A
A
783 S.F.
TEMP. IMPACTS
PFO = 5,057 S.F.
IMPACT SITE "A"
PROP. TEMP. CONST.
IMPACT SITE "E"PERM PEM = 6,439 S.F.PERM PEM = 2,054 S.F.
SLOPES
EASEMENT FOR
PROPOSED DITCH
PROPOSED R/W
PROPOSED LIMITS
OF CONSTRUCTION
TEMP. IMPACTS
1195 S.F.
TEMP. IMPACTS
104 S.F.
Revised Table 3. WETLANDS/WATERS IMPACT SUMMARY
Impact SiteImpactWetland/waterAreaAreaCowardin
DescriptiondescriptionSq FtAcClassification
Road fillF, NT, PE, V50570.12PFO
ATemporary construction easementF, NT, TE, V7830.02PFO
Road fillF, NT, PE, NV65870.15POW
BTemporary construction easementF, NT, TE, V2000.00POW
Road fillF, NT, PE, V2790.01PFO
CTemporary construction easementF, NT, TE, V2240.01PFO
EX/F, NT, PE, V95930.22PFO
DSWMPEX/F, NT, PE, V144550.33PEM
Road fillF, NT, PE, V20540.05PEM
Ditch maintenanceF, NT, PE, V64170.15PEM
ETemporary construction easementF, NT, TE, V12990.03PEM
Total Temporary PFO10070.02
Total Temporary POW - DITCH2000.00
Total Temporary PEM12990.03
Total Temporary Impacts25060.06
Total Permanent PFO149290.34
Total Permanent POW - DITCH65870.15
Total Permanent PEM229260.53
Total Permanent Impacts444421.02
Total469481.08
F=fill, EX=excavation, T=tidal, NT=non-tidal, TE=temporary, PE=permanent, PR=perennial, IN=intermittent, SB=subaqueous
bottom, IS=hydrologically isolated, V=vegetated, NV=non-vegetated, MC=Mechanized Clearing of PFO
REPORT OF SUBSURFACE INVESTIGATION
AND
GEOTECHNICAL ENGINEERING SERVICES
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
January 15, 2013
Prepared for:
Kimley-Horn and Associates, Inc.
4500 Main Street, Suite 500
Virginia Beach, VA 23462
204 Grayson Road, Virginia Beach, VA 23462
Phone 757-518-1703 Fax 757-518-1704 www.getsolutionsinc.com
January 15, 2013
Kimley-Horn and Associates, Inc.
TO:
4500 Main Street, Suite 500
Virginia Beach, VA 23462
Attn: Mr. Andrew P. Farthing, P. E.
RE: Report of Subsurface Investigation and Geotechnical Engineering Services
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
Dear Mr. Farthing:
In compliance with your instructions, we have completed our Subsurface Investigation and
Geotechnical Engineering Services for the above referenced project. The results of this study,
together with our recommendations, are presented in this report.
Often, because of design and construction details that occur on a project, questions arise
G E T Solutions, Inc.
concerning subsurface conditions. would be pleased to continue its role
as Geotechnical Engineer during the project implementation.
We appreciate the opportunity to work with you on this project. We trust that the information
contained herein meets your immediate need, and should you have any questions or if we could
be of further assistance, please do not hesitate to contact us.
Respectfully Submitted,
G E T Solutions, Inc.
Chris M. Caton, P.E., P.G.
Geotechnical Engineer/Geologist
VA Lic. # 046947
D. Mark Scholefield, P.E.
Senior Project Engineer
VA Lic. # 033932
Copies: (1) Client
204 Grayson Road Virginia Beach, VA 23462 Phone: (757)-518-1703 Fax: (757)-518-1704
info@getsolutionsinc.com
TABLE OF CONTENTS
EXECUTIVE SUMMARY.............................................................................................................i
1.0 PROJECT INFORMATION..................................................................................................2
1.1Project Authorization......................................................................................................2
1.2Project Site Location and Description.............................................................................2
1.3Project Construction Description.....................................................................................3
1.4Purpose and Scope of Services......................................................................................3
2.0 FIELD AND LABORATORY PROCEDURES......................................................................4
2.1Field Exploration.............................................................................................................4
2.2Laboratory Testing..........................................................................................................4
3.0 SITE AND SUBSURFACE CONDITIONS............................................................................5
3.1Site Geology...................................................................................................................5
3.2Existing Pavement Conditions........................................................................................5
3.3Subsurface Soil Conditions.............................................................................................6
3.4Groundwater Information................................................................................................7
4.0 EVALUATIONS AND RECOMMENDATIONS.....................................................................8
4.1Clearing and Grading.....................................................................................................8
4.2Subgrade Preparation....................................................................................................9
4.3Select Fill and Placement.............................................................................................10
4.4Suitability of On-site Soils for Reuse as Select Fill........................................................10
4.5Infiltration Testing.........................................................................................................11
4.6Pavement Discussion...................................................................................................11
4.7Recycled Materials.......................................................................................................13
4.8Traffic Signalization......................................................................................................13
5.0 CONSTRUCTION CONSIDERATIONS.............................................................................14
5.1Drainage and Groundwater Concerns..........................................................................14
5.2Site Utility Installation...................................................................................................15
5.3Excavations..................................................................................................................15
6.0 REPORT LIMITATIONS....................................................................................................16
APPENDIX I BORING LOCATION PLAN
APPENDIX II SUMMARY OF SOIL CLASSIFICATION
APPENDIX IIICOMPREHENSIVE LABORATORY TEST RESULTS
APPENDIX IVBORING LOGS
APPENDIX VGENERALIZED SOIL PROFILE
APPENDIX VICBR TEST RESULTS
APPENDIX VIIEXISTING PAVEMENT CONDITIONS
APPENDIX VIIIPAVEMENT DESIGN DATA
Benn’s Grant Offsite Roadway Improvements
Table of Contents Page 1 of 1
Isle of Wight, Virginia
G E T
Project No: VB12-305G
Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
EXECUTIVE SUMMARY
The project is located in Isle of Wight, Virginia, and includes the existing Benns Church
Boulevard and Brewers Neck Boulevard roadway alignments. Additionally, the construction
limits will include a wooded parcel located between Benns Church Boulevard and Brewers Neck
Boulevard. The construction will include roadway improvements associated with the proposed
Benns Grant development. More specifically, the improvements are expected to consist of
constructing a new roadway alignment designated as Brewers Neck Boulevard Extented, and
new paved shoulders and turn lanes along the Benns Church Boulevard and Brewers Neck
Boulevard alignments. Additionally, ten (10) new traffic signal poles are to be installed and one
(1) Best Management Practice (BMP) basin is planned to be constructed within the southeast
quadrant of the Brewers Neck Boulevard and Brewers Neck Boulevard Extended intersection.
Our field exploration program included fifty-three (53) 6 to 35-foot deep Standard Penetration
Test (SPT) borings drilled within the proposed roadway alignments, BMP pond and traffic
signalization footprints. A brief description of the natural subsurface soil conditions is tabulated
below:
RANGES OF
AVERAGE DEPTH
(1)
SPT N-
STRATUMDESCRIPTION
(Feet)
VALUES
Only encountered at boring locations within the
0existing asphalt paved roadways/parking areas.
toPavementRefer to Section 3.2 for specific information--
0.21 - 1.58regarding the thickness of the existing pavement
sections.
0 6 to 20 inches of Topsoil. 12 to 20 inches of topsoil
toTopsoilwas encountered at the boring locations located--
0.5 - 1.67within the currently wooded parcel.
SAND (SM, SC, SP and SP-SM) with varying
Variesamounts of gravel, concrete fragments and fine
(typically 1.5 to 3Fillorganics. Not encountered at all locations. Refer to2 - 69
feet thick)Section 3.3 for specific information regarding the
location of the fill material.
SAND (SM, SC, SC-SM, SP and SP-SM).
Granular
Varies CLAY (CL, CL-ML and CH).
(2)
WOH - 33
toI Borings BC-1 through BC-20, BN-1 through BN-9,
Cohesive
BNE-1 through BNE-12 and S-2 were terminated
6 - 35
2 - 17
within this soil stratum.
Granular
6 - 28 “Yorktown Formation”
(2)
WOH - 26
toII SAND (SM and SC)
Cohesive
15 - 35 CLAY (CL and CH)
2 - 9
Note (1) SPT = Standard Penetration Test, N-Values in Blows-per-foot
Note (2) WOH = Weight-Of-Hammer
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Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table was measured to occur at depths ranging from 5 to 12 feet below the existing site grades
at the boring locations. It is noted that these initial readings are based on the relative wetness
of the recovered soils at the time of drilling and may not be an indication of the static
groundwater level. Refer to Section 3.4 for a more detailed discussion regarding the observed
groundwater levels.
The following evaluations and recommendations were developed based on our field exploration
and laboratory-testing program:
Field testing program during construction to include, subgrade inspections and
compaction testing.
It is estimated that a cut of up to 6 inches in depth will be required to remove the topsoil
material within the cleared (non-wooded) areas. Based on a review of borings BNE-1
through BNE-12, and our experience on similar projects, the initial cut to remove organic
laden soils within the wooded areas is expected to extend to 24 inches. Furthermore,
the construction areas, which encroach on the low lying areas with standing water,
should be “de-mucked” to remove very soft/loose saturated soils. Based on our
experience with similar soils conditions, the cut required to “de-muck” the unsuitable
soils in the low lying areas could extend to 36 inches.
Following the initial clearing, the resulting exposed soil subgrade along the majority of
the Brewers Neck Boulevard and Brewers Neck Boulevard Extended alignments will
generally consist of CLAY (CL and CL-ML) containing an appreciable amount of fines
(Silt and Clay) with natural moisture contents greater than their optimum moisture (as
determined by means of laboratory testing). Accordingly, subgrade improvements in the
form of undercutting or chemical stabilization should be expected. The extent and form
of the subgrade improvements will be determined in the field during construction based
on the outcome of the field testing procedures (subgrade proofroll).
Based on the boring information at the boring locations, it appears that the Silty SAND
(SM) and the poorly graded SAND (SP-SM and SP) soils will be suitable for reuse as
select fill. Soils located below the water table will be wet at the time of excavation and
will need to dry prior to placement.
Dewatering by means of well pointing will be necessary for utility installations that extend
beneath the observed groundwater elevations. It is expected that excavations
penetrating the relatively “clean” Sands will experience varying degrees of cave-in as a
result of the soils composition (minimal Silt and Clay). A combination of dewatering
(most likely well pointing) and shoring should be implemented to reduce the potential
cave-ins.
The minimum recommended pavement sections are provided in Section 4.6.
This summary briefly discusses some of the major topics mentioned in the attached report.
Accordingly, this report should be read in its entirety to thoroughly evaluate the contents.
ii
Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
1.0 PROJECT INFORMATION
1.1 Project Authorization
G E T Solutions, Inc.
has completed our subsurface investigation and geotechnical
engineering services for the proposed Benn’s Grant Offsite Roadway Improvements project
located in Isle of Wight, Virginia. Authorization to proceed with our services was received in the
form of an executed Individual Project Order (#051711) from Mr. Vincent E. Riccio, P.E., Project
Manager with Kimley-Horn and Associates, Inc.
1.2 Project Site Location and Description
The project is located in Isle of Wight, Virginia, and includes the existing Benns Church
Boulevard and Brewers Neck Boulevard roadway alignments. Specifically, the construction
limits will consist of Benns Church Boulevard from 0.08 miles north of its intersection with
Brewers Neck Boulevard to 0.41 miles north of that intersection, Brewers Neck Boulevard from
its intersection with Benns Church Boulevard to 0.35 miles west of that intersection.
Additionally, the construction limits will include a wooded parcel located between Benns Church
Boulevard and Brewers Neck Boulevard. Several low lying areas with standing water were
observed within the wooded parcel along the Brewers Neck Boulevard Extended alignment. At
the time of our site reconnaissance, the project site typically consisted of existing asphalt paved
roadways, concrete driveways and sidewalks, existing commercial structures, grass covered
areas, wooded areas, and evidence of underground utilities associated with the existing
development. A site vicinity map is provided below (Figure 1).
Figure 1 - Site Vicinity Map
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Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
1.3 Project Construction Description
The construction will consist of roadway improvements associated with the proposed Benns
Grant development. More specifically, the improvements are expected to consist of
constructing a new roadway alignment designated as Brewers Neck Boulevard Extented. This
new roadway will be located within the wooded parcel and will extend from Benns Church
Boulevard (Northbound Station 25+50) to Brewers Neck Boulevard (Eastbound Station 20+25).
Additionally, the project will include new paved shoulders and turn lanes along the Benns
Church Boulevard and Brewers Neck Boulevard alignments. Also, ten (10) new traffic signal
poles are to be installed at the Benns Church Boulevard and Brewers Neck Boulevard
intersection, and the Brewers Neck Boulevard Extended intersections with Benns Church
Boulevard and Brewers Neck Boulevard. One (1) Best Management Practice (BMP) basin is
planned to be constructed within the southeast quadrant of the Brewers Neck Boulevard and
Brewers Neck Boulevard Extended intersection. It is noted that standing water was observed
within the BMP footprint during our site reconnaissance. Milling and subsequent overlay of
portions the existing roadway alignments is expected within the construction limits.
If any of the noted information is incorrect or has changed, please inform G E T
Solutions, Inc. so that we may amend the recommendations presented in this report, if
appropriate.
1.4 Purpose and Scope of Services
The purpose of this study was to obtain information on the general subsurface conditions at the
proposed project site. The subsurface conditions encountered were then evaluated with respect
to the available project characteristics. In this regard, engineering assessments for the following
items were formulated:
1.General assessment of the soils revealed by the borings performed at the
proposed development.
2.General location and description of potentially deleterious material encountered
in the borings that may interfere with construction progress or structure
(pavements, BMP pond and signal poles) performance, including existing fills or
surficial/subsurface organics.
3.Soil subgrade preparation, including stripping, grading and compaction.
Engineering criteria for placement and compaction of approved structural fill
material.
4.Pavement design recommendations based on the field exploration activities (41
pavement borings along with 6 CBR tests) and our experience with similar soil
conditions.
5.Determine pertinent information regarding the groundwater conditions at the site for
stormwater management purposes (2 borings, temporary groundwater monitoring
wells and infiltration test).
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Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands or hazardous or toxic material in the soil, bedrock, surface
water, groundwater or air, on or below or around this site.
2.0 FIELD AND LABORATORY PROCEDURES
2.1 Field Exploration
In order to explore the general subsurface soil types and to aid in developing associated traffic
signalization foundation design parameters, ten (10) 35-foot deep SPT borings (designated as
S-1 through S-10) were drilled within the proposed signalization footprints. Specifically, borings
S-1 and S-2 were drilled within the Benns Church Boulevard and Brewers Neck Boulevard
intersection, borings S-3 through S-6 were drilled within the Benns Church Boulevard and
Brewers Neck Boulevard Extended intersection, and borings S-7 through S-10 were drilled
within the Brewers Neck Boulevard and Brewers Neck Boulevard Extended intersection.
In order to further explore the general subsurface soil types and to aid in developing associated
pavement design parameters, twenty (20) 6-foot deep SPT borings (designated as BC-1
through BC-20) were drilled within the existing Benns Church Boulevard roadway alignment,
nine (9) 6-foot deep SPT borings (designated as BN-1 through BN-9) were drilled within the
existing Brewers Neck Boulevard roadway alignment, and twelve (12) 6-foot deep SPT borings
(designated as BNE-1 through BNE-12) were drilled within the proposed Brewers Neck
Boulevard Extended roadway alignment. Twenty-six (26) 4-inch diameter cores were drilled to
facilitate the pavement design borings located within the existing roadway alignments.
To aid in developing associated stormwater management parameters, two (2) 15-foot deep SPT
borings (designated as BMP-1 and BMP-2) was drilled within the proposed BMP footprint. A
temporary groundwater monitoring well was installed at each boring location.
Standard Penetration Tests were performed in the field in general accordance with ASTM D
1586. The tests were performed continuously from the existing ground surface to depths of 6
and 12 feet, and at 5-foot intervals thereafter. The soil samples were obtained with a standard
1.4” I.D., 2” O.D., 30” long split-spoon sampler. The sampler was driven with blows of a 140 lb.
hammer falling 30 inches, using an automatic hammer. The number of blows required to drive
the sampler each 6-inch increment of penetration was recorded and is shown on the boring
logs. The sum of the second and third penetration increments is termed the SPT N-value
(uncorrected for automatic hammer).
The boring locations were established to conform to the frequency as indicated in the VDOT
Material’s Division Manual of Instructions (MOI). The boring locations were staked in the field
G E T Solutions, Inc.
by a representative of The approximate boring locations are shown on
the attached “Boring Location Plan” (Appendix I), which was reproduced based on the plan
provided by the client.
2.2 Laboratory Testing
Representative portions of all soil samples collected during drilling were sealed in glass jars,
labeled and transferred to our laboratory for classification and analysis. A Project Engineer
performed the soil classification in general accordance with ASTM Specification D 2487. A
summary of the soil classification system is provided in Appendix II.
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Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
Twenty-seven (27) representative split spoon and bulk soil samples were selected and
subjected to laboratory testing, which included natural moisture, -#200 sieve wash and
Atterberg Limit testing and analysis, in order to corroborate the visual classification. These
classification test results are presented on the “Comprehensive Laboratory Test Results” table
provided in Appendix III, and are also presented on the “Boring Log” sheets (Appendix IV).
California bearing ratio (CBR) and moisture-density relationships (Proctors) were determined on
six (6) bulk samples in accordance with VTM-8, and VTM-1, respectively. The bulk subgrade
soil samples were collected from depths ranging from 1 to 4 feet below the existing grades. A
summary of the CBR and Proctor test results, the Proctor curves and the CBR curves are
presented in Appendix VI.
3.0 SITE AND SUBSURFACE CONDITIONS
3.1 Site Geology
The project site lies within a major physiographic province called the Atlantic Coastal Plain.
Numerous transgressions and regressions of the Atlantic Ocean have deposited marine,
lagoonal, and fluvial (stream lain) sediments. The regional geology is very complex, and
generally consists of interbedded layers of varying mixtures of sands, silts and clays. Based on
our review of existing geologic and soil boring data, the geologic stratigraphy encountered in our
subsurface explorations generally consisted of marine deposited Sands, Silts and Clays.
3.2 Existing Pavement Conditions
As previously mentioned, twenty-six (26) 4-inch diameter cores were drilled to facilitate the
pavement design borings located within the existing roadway alignments. Summaries of the
recovered conditions are given below and the detailed results of the coring exploration program
are presented in Appendix (VII).
Benns Church Boulevard
The results of our coring exploration indicated approximately 8.0 to 16.5 inches (10-inch
average) of asphalt paving underlain by 1.0 to 8.0 inches (3-inch average) of aggregate base
material within the roadway alignment. Aggregate base material was not encountered at boring
locations BC-3, BC-4, BC-8 and BC-10. Boring BC-19 was drilled within the aggregate base
shoulder.
Brewers Neck Boulevard
The results of our coring exploration indicated approximately 2.5 to 19.0 inches (12-inch
average) of asphalt paving within the roadway alignment. Approximately 2.5 to 5.0 inches of
aggregate base material was encountered beneath the asphalt paving at boring locations BN-7
and BN-9 only. Additionally, approximately 6.5 inches of concrete was encountered beneath
the asphalt paving at boring locations BN-2 and BN-4. Approximately 6 to 8 inches of topsoil
material was encountered at borings BN-6 and BN-8, drilled within the grass covered shoulders.
5
Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
3.3 Subsurface Soil Conditions
The results of our soil test borings indicated the presence of approximately 6 to 20 inches of
topsoil at the boring locations drilled within the proposed Brewers Neck Boulevard Extented
roadway alignment. It is noted that 12 to 20 inches of topsoil was encountered at the boring
locations located within the currently wooded parcel. The topsoil material thickness is expected
to varying at other locations throughout the site and is expected to be thicker in the wooded
areas. Underlying the surficial materials and extending to the boring termination depths ranging
from 6 to 35 feet below the existing site grades, the natural subsurface soils were generally
consistent throughout the site. A brief description of the recovered soils is provided below.
Fill:
Fill material comprised of SAND (SM, SC, SP and SP-SM) with varying amounts of
gravel, concrete fragments and fine organics was encountered beneath the surficial materials at
the majority of the boring locations. The fill deposits ranged from approximately 1.5 feet to 3
feet thick. The SPT Results, N-values, recorded within the granular fill deposits ranged from 2
to 69 blows-per-foot (BPF), indicating a very loose to very dense relative density. Fill material
was not encountered at boring locations BC-18, BC-19, BMP-1, BMP-2, BN-5, BN-6, BN-8,
BNE-1 through BNE-10, BNE-12, and S-1 through S-6.
Stratum I:
The Stratum I soils were recovered beneath the surficial and fill materials and
extended to depths ranging from 6 to 35 feet below the existing site grades at the boring
locations. These soils generally consisted of SAND (SM, SC, SC-SM, SP and SP-SM) and
CLAY (CL, CL-ML and CH). The N-values recorded within the granular soils of this stratum
ranged from Weight-Of-Hammer (WOH) to 33 BPF, indicating a very loose to dense relative
density. The N-values recorded within the cohesive soils of this stratum ranged from 2 to 17
BPF, indicating a very soft to very stiff consistency. Borings BC-1 through BC-20, BN-1 through
BN-9, BNE-1 through BNE-12 and S-2 were terminated within this soil stratum.
Stratum II:
The final soil stratum, termed the Yorktown Formation, extended from beneath
Stratum I to the boring termination depths of 15 and 35 feet below the existing site grades at
boring locations BMP-1, BMP-2, S-1 and S-3 through S-10. These soils generally consisted of
SAND (SM and SC) and CLAY (CL and CH) with varying amounts of cemented Sand and
marine shell fragments. The N-values recorded within the granular soils of this stratum ranged
from WOH to 26 BPF, indicating a very loose to medium dense relative density. The N-values
recorded within the cohesive soils of this stratum ranged from 2 to 9 BPF, indicating a very soft
to stiff consistency.
The subsurface descriptions are of a generalized nature provided to highlight the major soil
strata encountered. The records of the subsurface exploration are included in Appendix IV
(Boring Log sheets) and in Appendix V (Generalized Soil Profiles), which should be reviewed for
specific information as to the individual borings. The stratifications shown on the records of the
subsurface exploration represent the conditions only at the actual boring locations. Variations
may occur and should be expected between boring locations. The stratifications represent the
approximate boundary between subsurface materials and the transition may be gradual. It is
noted that the topsoil designation references the presence of surficial organic laden soil, and
does not represent any particular quality specification.
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Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
3.4 Groundwater Information
The groundwater level was recorded at the boring locations and as observed through the
wetness of the recovered soil samples during the drilling operations. The initial groundwater
table was measured to occur at depths ranging from 5 to 12 feet below the existing site grades
at the boring locations. The boreholes were backfilled upon completion for safety
considerations.
Stabilized groundwater readings were taken at the temporary groundwater monitoring well
locations (BMP-1 and BMP-2). At the time of this reporting the groundwater wells remained in
place for future monitoring. The groundwater information associated with these wells is
tabulated below (Table I).
Table I - Groundwater Readings
Initial7-Day21-Day
Boring
GroundwaterGroundwaterGroundwater
No.
Reading (ft)*Reading (ft)*Reading (ft)*
BMP-15.02.52.4
BMP-25.02.22.2
* Depth below existing site grade at the well location
As subsurface soils begin to dry moisture moves upwards through the soil profile by means of
capillary action. Based on the subsurface soil composition (soils containing more than 30% of
fines by weight), some of the initial groundwater readings (based on the relative wetness of the
soils) could be in part attributed to the capillary action of the soils. As such, if the static
groundwater elevation is critical to the design of the proposed infrastructure it is recommended
to install additional temporary groundwater monitoring wells to substantiate these initial
readings.
As previously mentioned, standing water was observed within the BMP footprint during the
duration of our site investigation (December). Additionally, natural moisture content testing was
performed on the upper 10 feet of collected samples at boring locations BMP-1 and BMP-2.
Based on the visual observations, groundwater monitoring well readings and the laboratory test
results it is expected that while the actual groundwater table may be located a couple of feet
below the existing site grades. Accordingly, the transition from moist to wet soil will not be
noticeable in the field as the shallow soils are saturated. This area is particularly susceptible to
perched water conditions as the upper 6 to 8 feet of soil is comprised of relatively impermeable
soils. Controlling the perched water should be addressed by the contractor prior to proceeding
will construction.
Groundwater conditions will vary with environmental variations and seasonal conditions, such
as the frequency and magnitude of rainfall patterns, as well as man-made influences, such as
existing swales, drainage ponds, underdrains and areas of covered soil (paved parking lots,
sidewalks, etc.). Seasonal groundwater fluctuations of 2 feet or more are common in the
project’s area; however, greater fluctuations have been documented. We recommend that the
contractor determine the actual groundwater levels at the time of the construction to determine
groundwater impact on the construction procedures.
7
Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
4.0 EVALUATIONS AND RECOMMENDATIONS
Our recommendations are based on the previously discussed project information, our
interpretation of the soil test borings and laboratory data, and our observations during our site
reconnaissance. If the proposed construction should vary from what was described, we request
the opportunity to review our recommendations and make any necessary changes.
4.1 Clearing and Grading
The proposed construction areas should be cleared by means of removing the topsoil, asphalt,
concrete, shrubs, trees, root mat and any other unsuitable material. It is estimated that an
average cut of up to 6 inches in depth will be required to remove the topsoil material within the
cleared (non-wooded) areas. Based on a review of borings BNE-1 through BNE-12, and our
experience on similar projects, the initial cut to remove organic laden soils within the wooded
areas is expected to extend to 24 inches. Furthermore, the construction areas, which encroach
on the low lying areas with standing water, should be “de-mucked” to remove very soft/loose
saturated soils. Based on our experience with similar soils conditions, the cut required to “de-
muck” the unsuitable soils in the low lying areas could extend to 36 inches. Based on our
experience with similar site conditions (wooded with perched water) these cuts will extend
deeper to remove deeper deposits of organic soils, or unsuitable soils, which become evident
during the clearing. It is recommended that the clearing operations extend laterally at least 5
feet beyond the perimeter of the proposed construction areas.
It is recommended to remove all foundations, slabs, abandoned utilities and any other debris
from within the proposed construction areas (associated with any necessary demolition), which
could result in a cut of 2 feet or more. The resulting excavations should be backfilled with select
fill, as described in Section 4.3 of this report.
To reduce the potential for subgrade improvements (undercutting due to saturated soils in
conjunction with heavy construction traffic), it is recommended that the grading operations be
performed during the drier months of the year (historically April through November as indicated
by the NCDCClimate Atlas of the United States). This should minimize these potential
problems, although they may not be eliminated. If grading is attempted during the winter
months, stabilization of wet soils should be anticipated. Methods to address wet soils may
include excavation-substitution (undercutting and backfilling with select fill) or the introduction of
chemical additives (cement, lime, etc.). However, during the drier months of the year, wet soils
could be dried by discing or implementing other drying procedures (stockpiling or spreading in
thin lifts) to achieve moisture contents necessary to achieve adequate degrees of compaction.
The site should be graded to enhance surface water runoff to reduce the ponding of water.
Ponding of water often results in softening of the near-surface soils. In the event of heavy
rainfall within areas to receive fill, we recommend that the grading operations cease until the site
has had a chance to dry.
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Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
4.2 Subgrade Preparation
Following the initial clearing, the resulting exposed soil subgrade along the majority of the
Brewers Neck Boulevard and Brewers Neck Boulevard Extended alignments will generally
consist of CLAY (CL and CL-ML) containing an appreciable amount of fines (Silt and Clay). The
bulk soil samples obtained within these alignments indicated natural moisture contents greater
than their optimum moisture (as determined by means of laboratory testing). Accordingly,
combinations of excess surface moisture from precipitation ponding on the site and the
construction traffic, including heavy compaction equipment, may create pumping and general
deterioration of the bearing capabilities of the surface soils. Therefore, subgrade improvements
in the form of undercutting or chemical stabilization should be expected. The extent and form of
the subgrade improvements will be determined in the field during construction based on the
outcome of the field testing procedures (subgrade proofroll). In this regard, and in order to
reduce undercutting, care should be exercised during the grading and construction operations at
the site.
Following the clearing operation, the exposed subgrade soils should be densified with a large
static drum roller to a dry density of at least 100% of the Standard Proctor maximum dry density
(VTM-1), as tested to a depth of at least 6 inches (as indicated in Section 305 of the 2007 VDOT
Road and Bridge Specifications). After the subgrade soils have been densified, they should be
evaluated by a qualified inspector for stability. Accordingly, the subgrade soils should be
proofrolled to check for pockets of loose material hidden beneath a crust of better soil. Several
passes should be made by heavy pneumatic-tired equipment over the construction areas. The
number of passes will be determined in the field by the Geotechnical Engineer depending on the
soils conditions.
During the subgrade testing (proofrolling), isolated areas of unstable subgrade soils are likely,
thus requiring ground improvements. Soil instabilities may be noted during the proofroll due to
high soil moisture contents. In this case, drying the subgrade soils (to within +/- 2% of the
optimum moisture) should be attempted prior to undercutting. If drying the soils is not a feasible
option or the soil instabilities are a result of soil composition (soil mixed with deleterious debris),
the following subgrade improvements can be performed:
Lime stabilization (cohesive soils) and/or cement stabilization (granular soils) of the
shallow subgrade soils. Lime is typically applied at a rate of 2 to 3 percent for moisture
conditioning, and typically 4 to 5 percent for stabilization. Cement is typically applied at
a rate of 5 to 7 percent.
Undercut the subgrade soils 6 inches (if necessary line the exposed subgrade soils with
a woven geotextile fabric, Mirafi HP270 or equivalent) and backfill with 6 inches of
additional aggregate base materials (VDOT Road and Bridge Specifications, Gradation
21-B).
Undercut the subgrade soils 18 inches (if necessary line the exposed subgrade soils
with a woven geotextile fabric, Mirafi HP270 or equivalent) and backfill with select fill
placed in two uniform lifts and compacted to a minimum of 98% of the Standard Proctor
maximum dry density (VTM-1).
A variation of each of these recommended subgrade improvements may be feasible pending
the severity of the instabilities encountered during the subgrade testing procedures.
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Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
4.3 Select Fill and Placement
Following the approval of the natural subgrade soils by the Geotechnical Engineer, the
placement of the select fill required to establish the design grades may begin. Any material to
be used for select fill should be evaluated and tested by an independent testing laboratory prior
to placement to determine if they are suitable for the intended use. Suitable select fill material
should consist of VDOT Type I, Type II or Type III material in accordance with Section 207 of
the 2007 VDOT Road and Bridge Specifications. These soils are typically classified as Sand
(SP, SW, SM, SC, GP, GW - or combination thereof) having a liquid limit less than 25 (Type I) to
30 (Type II and Type III) and plastic index less than 6 (Type I) to 9 (Type II and Type III), and
should be free of rubble, organics, clay, debris and other unsuitable material.
All select fill should be placed in accordance with Section 305 of the 2007 VDOT Road and
Bridge Specifications. The moisture content of the select fill should be within +/- 2% of the
optimum moisture content at the time of placement. In general, the compaction should be
accomplished by placing the fill in maximum 8-inch loose lifts and mechanically compacting
each lift to at least the specified minimum dry density.
Backfill material in utility trenches within the construction areas should be placed in accordance
with Section 302 of the 2007 VDOT Road and Bridge Specifications.
A qualified inspector should perform field density tests in accordance with Section 314.01 of the
VDOT Materials Division MOI to assure that adequate compaction is achieved.
If applicable, care should be used when operating the compactors near existing structures to
avoid transmission of the vibrations that could cause settlement damage or disturb occupants.
In this regard, it is recommended that the vibratory roller remain at least 25 feet away from
existing structures; these areas should be compacted with small, hand-operated compaction
equipment.
4.4 Suitability of On-site Soils for Reuse as Select Fill
Based on the soils information at the boring locations, it appears that the Silty SAND (SM) and
the poorly graded SAND (SP-SM and SP) soils will be suitable for reuse as select fill. It is noted
that these suitable materials, in some cases, are interbedded with the cohesive soils (CL, CL-
ML). As such, care should be taken during excavation in order to segregate the suitable soils
from the unsuitable soils (soils containing more than 25% by weight of fines) to prevent
contamination. Soils located below the water table will be wet at the time of excavation and will
need to dry prior to placement. Typical drying methods include stockpiling or placing the wet
materials in thin lifts prior to compaction. The goal of these methods is to dry the soil to within
+/- 2% of their optimum moisture at the time of compaction.
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Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
4.5 Infiltration Testing
Originally, two (2) infiltration tests were proposed within the BMP footprint. Several attempts
were made to perform the infiltration tests; however, due to perched water conditions the
infiltration test was not successful. Based on the field exploration and corroborated with the soil
classifications, the hydraulic conductivity of the shallow subsurface CLAY (CL and CH) soils
recovered at boring locations BMP-1 and BMP-2 is estimated to be on the order of 0.01 inches
per hour or less.
4.6 Pavement Discussion
The California Bearing Ratio (CBR) test results obtained from the Benns Church Boulevard and
Brewers Neck Boulevard alignments indicated an average soaked CBR value of 15. The
California Bearing Ratio (CBR) test results obtained from the Brewers Neck Boulevard
Extended alignment indicated an average soaked CBR value of 8. In accordance with VDOT
standards the average soaked CBR value was multiplied by a factor of two-thirds to determine a
pavement design CBR value. The two-thirds factor provides the necessary safety margins to
compensate for some non-uniformity of the soil. Therefore, a CBR value of 10 should be used
in designing the pavement sections for the Benns Church Boulevard and Brewers Neck
Boulevard alignments, and a CBR value of 5 should be used in designing the pavement section
for the Brewers Neck Boulevard Extended alignment.
It is our understanding that the majority of the existing pavement alignments will remain in-place
rather than demolish and reconstruct in their entirety. If applicable, it is recommended to mill
the existing pavement sections a minimum of ½-inch. Following milling activities, it is
recommended to install GlasGrid 8512 or similar tack coating or crack fillers on the milled
pavement section. These geosynthetic fabrics perform as a stress-absorber to reduce reflective
and fatigue cracking; however, it should be understood that the reflective/fatigue cracking will
eventually propagate to the surface; the geosynthetics will simply slow the process.
Subsequently, the pavement sections recommended on the following page in Table II should be
added to the existing alignments in order to obtain the design structural number. The finished
pavement section should be graded to provide adequate drainage.
The pavement reconstruction sections were calculated in accordance with the VDOT Manual of
Instructions, Section 604 – “Guidelines For Use Of The 1993 AASHTO Pavement Design
Procedure” using WinPAS Pavement Analysis Software (Version 1.0.4). The structural
coefficients of the existing pavement were estimated based on the visual observation of the in-
situ pavement sections and the values provided in Table 5.2 of the AASHTO Guide previously
mentioned. The existing asphalt layer coefficient was estimated to be 0.35, whereas the existing
granular base coefficient was estimated to be 0.10. The comprehensive results of the
pavement analyses are included in Appendix VIII.
11
Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
Table II - Recommended Minimum Pavement Sections - Existing Alignments
BennsBrewers
Location
Church BlvdNeck Blvd
(1)
Estimated ADT (2012)
25,90023,400
(1)
Truck Traffic (%)
66
(1)
Design Life (years)
2020
(1)
Growth (%)
2.54.1
(2)
Total Flexible ESAL
7,672,9299,477,846
Structural Number
4.865.02
Required
Milling Depth
0.50.5
(in.)
New Surface Asphalt
3.02.5
SM-12.5D (in.)
New Base Asphalt
0.00.0
BM-25.0A (in.)
Existing Asphalt
9.511.5
(3)
(in.)
Existing Aggregate Base
2.50.0
(4)
(in.)
Structural Number as
4.905.13
Designed
(1) Data provided by the client based on information provided in a traffic study performed by
others.
(2) Based on the provided traffic study information and a subgrade soil resilient modulus of 9,390
psi.
(3) Existing pavement (average) after 0.5 inches has been milled from the top of the pavement
section. The existing asphalt layer coefficient was estimated to be 0.35 based on the observed
condition of the pavement. This information was obtained from Table 5.2 of the AASHTO
Guide for Design of Pavement Structures with the existing pavement section showing little or
no alligator cracking and/or only low severity transverse cracking.
(4) Average existing aggregate base thickness. The existing granular base coefficient was
estimated to be 0.10 based on the observed condition of the extracted aggregate base
material. This information was obtained from Table 5.2 of the AASHTO Guide for Design of
Pavement Structures with the existing granular base showing no evidence of pumping,
degradation or contamination by fines.
The recommended new construction minimum pavement sections presented on the following
page in Table III were calculated in accordance with the VDOT Manual of Instructions, Section
604 – “Guidelines For Use Of The 1993 AASHTO Pavement Design Procedure” using WinPAS
Pavement Analysis Software (Version 1.0.4). The comprehensive output data for the
recommended minimum pavement sections is provided in Appendix VIII.
12
Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
Table III - Recommended Minimum Pavement Sections - New Construction
Brewers
BennsBrewers
LocationNeck Blvd
Church BlvdNeck Blvd
Extended
(1)
Estimated ADT (2012)
25,90023,400N/A
(1)
Estimated ADT (2034)
44,10056,90022,000
(1)
Truck Traffic (%)
662
(1)
Design Life (years)20
2020
(1)
Growth (%)-
2.54.1
(2)
Total Flexible ESAL
7,672,9299,477,8461,731,329
Structural Number
4.865.024.56
Required
Surface Asphalt
2.02.02.0
SM-12.5D (in.)
Intermediate Asphalt
3.03.03.0
IM-19.0A (in.)
Base Asphalt
4.04.54.0
BM-25.0A (in.)
(3)
Aggregate Base (in.)
8.08.08.0
Structural Number as
4.925.144.92
Designed
(1) Data provided by the client based on information provided in a traffic study performed by
others.
(2) Based on the provided traffic study information and a subgrade soil resilient modulus of 7,200
psi.
(3) VDOT Type 21-B.
4.7 Recycled Materials
As previously mentioned in Section 1.3, portions of existing pavement sections are expected to
be demolished and/or milled to facilitate the construction of the new roadway alignments. The
demolished asphalt and aggregate base should be considered for reuse as subbase or select fill
material within the new roadway alignments. Any materials to be reused will require approval.
4.8 Traffic Signalization
The proposed traffic signal pole foundations should be designed to resist the overturning
moments, uplift, torsion and shear forces. Based on our experience with similar projects, it is
expected that the signal poles will be supported by drilled shaft foundations.
13
Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
We recommend that the estimated design parameters and capacities shown in the following
table (Table IV) be used to design the signal pole foundations consisting of drilled caissons.
These parameters were developed based on the understanding that the bearing soils will be
clean and free of loose soils and the perimeter walls of the excavation will be stable during the
concrete placement. Additionally, the estimated soil parameters provided in this report were
developed based on the soil conditions and the N-values encountered at the boring locations.
Soil conditions as well as soil parameters at other locations than those encountered at the
boring location may be different. When the drilling operations are complete, concrete should be
placed inside the casing as soon as possible. It is recommended that concrete in a caisson be
poured the same day that the caisson is drilled. We recommend caisson construction be
completed in general accordance with the manual titled Drilled Shafts: Construction Procedures
and Design Methods.
G E T Solutions Inc.
A qualified representative ofshould verify that caisson is bearing on
competent materials and that the installation procedures comply with the specifications.
Table IV - Summary of Estimated Soil Parameters
StratumIII
SM, SC, SC-
CL, CL-ML
USCS Classification
SM, SP andSM and SC CL and CH
and CH
SP-SM
SPT Average N-value
83105
Estimated Saturated Unit Weight (pcf)
133125135130
Estimated Bouyant Unit Weight (pcf)
71637368
Friction Angle () (degrees)
3053210
Cohesion (c) (psf)
03000500
Active Soil Pressure, Ka
0.330.840.310.7
Passive Soil Pressure, Kp
3.01.23.31.4
The size and depth of the drilled pier should be determined by the Structural Engineer or the
light pole manufacturer.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Drainage and Groundwater Concerns
It is expected that dewatering will be required for excavations that extend near or below the
existing groundwater table. Dewatering above the groundwater level could probably be
accomplished by pumping from sumps. Dewatering at depths below the groundwater level will
require well pointing and possibly shoring.
It would be advantageous to construct all fills early in the construction. If this is not
accomplished, disturbance of the existing site drainage could result in collection of surface
water in some areas, thus rendering these areas wet and very loose. Temporary drainage
ditches should be employed by the contractor to accentuate drainage during construction.
14
Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
Again, we recommend that the contractor determine the actual groundwater levels at the time of
construction to determine groundwater impact on this project.
5.2 Site Utility Installation
The base of the utility trenches should be observed by a qualified inspector prior to the pipe
placement to verify the suitability of the bearing soils. Based on the results of our field
exploration program, it is expected that the utilities may bear in the wet cohesive and/or granular
soils. In these instances the bearing soils may require some stabilization to provide suitable
bedding. The bedding material should be in accordance with VDOT Section 302.03 of the Road
and Bridge Specifications.
It is expected that excavations penetrating the relatively “clean” Sands will experience varying
degrees of cave-in as a result of the soils composition (minimal Silt and Clay). A combination of
dewatering (most likely well pointing) and shoring should be implemented to reduce the
potential cave-ins.
Backfill material in utility trenches within the construction areas should be placed in accordance
with Section 302 of the 2007 VDOT Road and Bridge Specifications. At this time, it is expected
that a significant portion of the utility installations will require imported select fill for use as
backfill.
5.3 Excavations
In Federal Register, Volume 54, No. 209 (October, 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its “Construction
Standards for Excavations, 29 CFR, part 1926, Subpart P”. This document was issued to better
insure the safety of workmen entering trenches or excavations. It is mandated by this federal
regulation that all excavations, whether they be utility trenches, basement excavation or footing
excavations, be constructed in accordance with the new (OSHA) guidelines. It is our
understanding that these regulations are being strictly enforced and if they are not closely
followed, the owner and the contractor could be liable for substantial penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. The contractor’s responsible person,
as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of
the contractor’s safety procedures. In no case should slope height, slope inclination, or
excavation depth, including utility trench excavation depth, exceed those specified in local,
state, and federal safety regulations.
G E T Solutions, Inc.
We are providing this information solely as a service to our client. is not
assuming responsibility for construction site safety or the contractor’s activities; such
responsibility is not being implied and should not be inferred.
15
Report of Subsurface Investigation & Geotechnical Engineering Services January 15, 2013
Benn’s Grant Offsite Roadway Improvements
Isle of Wight, Virginia
G E T
Project No: VB12-305G
6.0 REPORT LIMITATIONS
G E T
The recommendations submitted are based on the available soil information obtained by
Solutions, Inc.
and the information supplied by the client and their consultants for the proposed
project. If there are any revisions to the plans for this project or if deviations from the
G E T
subsurface conditions noted in this report are encountered during construction,
Solutions, Inc.
should be notified immediately to determine if changes in the foundation
G E T Solutions, Inc.
recommendations are required. If is not retained to perform these
G E T Solutions, Inc.
functions, can not be responsible for the impact of those conditions on
the geotechnical recommendations for the project.
The Geotechnical Engineer warrants that the findings, recommendations, specifications or
professional advice contained herein have been made in accordance with generally accepted
professional geotechnical engineering practices in the local area. No other warranties are
implied or expressed.
After the plans and specifications are more complete the Geotechnical Engineer should be
provided the opportunity to review the final design plans and specifications to assure our
engineering recommendations have been properly incorporated into the design documents, in
order that the earthwork and foundation recommendations may be properly interpreted and
implemented. At that time, it may be necessary to submit supplementary recommendations.
This report has been prepared for the exclusive use of Kimley-Horn and Associates, Inc. and
their consultants for the specific application to the proposed Benn’s Grant Offsite Roadway
Improvements project in Isle of Wight, Virginia.
16
APPENDICES
APPENDIX I
BORING LOCATION PLAN
APPENDIX II
SUMMARY OF SOIL CLASSIFICATION
APPENDIX III
COMPREHENSIVE LABORATORY TEST RESULTS
APPENDIX IV
BORING LOGS
APPENDIX V
GENERALIZED SOIL PROFILE
APPENDIX VI
CBR TEST RESULTS
APPENDIX VII
EXISTING PAVEMENT CONDITIONS
APPENDIX VIII
PAVEMENT DESIGN DATA
APPENDIX I
BORING LOCATION PLAN
APPENDIX II
SUMMARY OF SOIL CLASSIFICATION
VirginiaBeachWilliamsburgElizabethCity
204GraysonRoad1592PennimanRd.SuiteE504EastElizabethSt.Suite2
VirginiaBeach,VA23462Williamsburg,Virginia23185ElizabethCity,NC27909
(757)518-1703(757)564-6452(252)335-9765
CLASSIFICATIONSYSTEMFORSOILEXPLORATION
StandardPenetrationTest(SPT),N-value
StandardPenetrationTests(SPT)wereperformedinthefieldingeneralaccordancewithASTMD1586.Thesoilsampleswereobtainedwith
astandard1.4”I.D.,2”O.D.,30”longsplit-spoonsampler.Thesamplerwasdrivenwithblowsofa140lb.hammerfalling30inches.The
numberofblowsrequiredtodrivethesamplereach6-inchincrement(4incrementsforeachsoilsample)ofpenetrationwasrecordedandis
shownontheboringlogs.ThesumofthesecondandthirdpenetrationincrementsistermedtheSPTN-value.
NONCOHESIVESOILSCOHESIVESOILS
(SILT,SAND,GRAVELandCombinations)(CLAY,SILTandCombinations)
RelativeDensityConsistency
VeryLoose4blows/ft.orlessVerySoft2blows/ft.orless
Loose5to10blows/ft.Soft3to4blows/ft.
MediumDense11to30blows/ft.MediumStiff5to8blows/ft.
Dense31to50blows/ft.Stiff9to15blows/ft.
VeryDense51blows/ft.ormoreVeryStiff16to30blows/ft.
Hard31blows/ft.ormore
ParticleSizeIdentificationRelativeProportions
BouldersDescriptiveTermPercent
8inchdiameterormore
Cobbles
3to8inchdiameterTrace0-5
Gravel
Few5-10
Coarse1to3inchdiameter
1
Little15-25
Medium/to1inchdiameter
2
11
FineSome30-45
/to/inchdiameter
42
1
Sand Mostly50-100
Coarse2.00mmto/inch
4
(diameterofpencillead)
StrataChanges
Medium0.42to2.00mm
(diameterofbroomstraw)Inthecolumn“Description”ontheboringlog,thehorizontal
linesrepresentapproximatestratachanges.
Fine0.074to0.42mm
(diameterofhumanhair)
GroundwaterReadings
Silt
0.002to0.074mm
(cannotseeparticles)
Groundwaterconditionswillvarywithenvironmental
variationsandseasonalconditions,suchasthefrequency
CLASSIFICATIONSYMBOLS(ASTMD2487andD2488)
andmagnitudeofrainfallpatterns,aswellastidal
influencesandman-madeinfluences,suchasexisting
swales,drainageponds,underdrainsandareasofcovered
CoarseGrainedSoilsFine-GrainedSoils
soil(pavedparkinglots,sidewalks,etc.).
Morethan50%retainedonNo.200sieve50%ormorepassestheNo.200sieve
GW-Well-gradedGravelCL-LeanClay
GP-PoorlygradedGravelCL-ML-SiltyClayDependingonpercentageoffines(fractionsmallerthanNo.
GW-GM-Well-gradedGravelw/SiltML-Silt200sievesize),coarse-grainedsoilsareclassifiedas
follows:
GW-GC-Well-gradedGravelw/ClayOL-OrganicClay/Silt
GP-GM-PoorlygradedGravelw/SiltLessthan5percentGW,GP,SW,SP
LiquidLimit50%orgreater
GP-GC-PoorlygradedGravelw/ClayCH-FatClayMorethan12percentGM,GC,SM,SC
GM-SiltyGravelMH-ElasticSilt5to12percentBorderlinecasesrequiringdual
symbols
GC-ClayeyGravelOH-OrganicClay/Silt
GC-GM-Silty,ClayeyGravel
PlasticityChart
HighlyOrganicSoils
SW-Well-gradedSand
PT
SP-PoorlygradedSand
-Peat
SW-SM-Well-gradedSandw/Silt
SW-SC-Well-gradedSandw/Clay
SP-SM-PoorlygradedSandw/Silt
SP-SC-PoorlygradedSandw/Clay
SM-SiltySand
SC-ClayeySand
SC-SM-Silty,ClayeySand
Page1of1
GET
Revision9/25/2008
APPENDIX III
COMPREHENSIVE LABORATORY TEST RESULTS
Swell
(%)
0.00.2
0.00.00.70.21.1
NTNTNT
NTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNT
Resiliency
Factor
3.02.5
3.03.02.02.5
NTNTNT
NTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNT
Soaked CBR
Value
19.428.016.211.413.2
3.3
NTNTNT
NTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNT
Moisture
Optimum
(%)11.910.111.210.114.9
9.6
NTNTNT
NTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNT
Isle of Wight, Virginia
Dry Density
COMPREHENSIVE LABORATORY TEST RESULTS
MaximumVB12-305G
(pcf)
116.8124.7123.6119.2125.5113.6
NTNTNT
NTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNT
G E T Project No.:
Project Location:
Content
Organic
(%)
NTNT
NTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNTNT
#200 Sieve
Page 1 of 1
Passing
(%)11.718.316.367.945.058.068.670.182.850.642.875.383.653.517.416.779.432.258.319.664.744.867.370.040.2
9.23.4
Non-PlasticNon-PlasticNon-PlasticNon-PlasticNon-Plastic
Non-PlasticNon-PlasticNon-Plastic
(LL/PL/PI)
Atterberg
29/18/1143/22/2124/13/1137/17/2052/19/3360/21/3954/18/3656/29/2766/30/36
65/20/4553/20/33
20/13/715/10/518/13/5
Limits
NTNTNTNTNT
Content (%)
Moisture
Natural
12.416.416.822.822.632.526.648.814.125.048.531.730.647.739.339.019.449.917.051.336.546.627.0
5.2
6.66.34.5
Benn's Grant Offsite Roadway Improvements
Symbol
NT = Not Tested, SS = Split Spoon, BS = Bulk Sample, GS = Grab Sample
CL-ML
CL-ML
SP-SMSC-SM
SP-SM
USCS
CLCLCLCLCLCL
CH
CHCHCHSPCHCH
SCSCSCSC
SMSMSMSM
SM
Kimley-Horn and Associates, Inc.
Sample
Depth
13-1518-2023-2510-1210-12
23-2528-30
8-108-108-10
(ft)
2-31-2
2-42-41-31-20-22-44-66-80-22-44-66-82-42-44-6
Sample
Type
BSBS
BSBSBSBSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS
Project:Client:
Location
SampleBNE-12
BMP-1BMP-1BMP-1BMP-1BMP-1BMP-2BMP-2BMP-2BMP-2BMP-2
BNE-3
BC-13BC-20
BC-2BN-8
S-10
S-1S-4
S-5S-5S-6S-6S-7S-7S-7S-9
APPENDIX IV
BORING LOGS
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-28-12
BC-1
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
8.5 Asphalt
-
0.71
112"ss69
48
3.5" Aggregate Base Material
21
1
16
Brown, moist, Silty fine to medium SAND (SM) with trace fine
15
220"ss30
gravel, very dense, "fill"
15
14
2
17
Brown, moist, Silty fine to medium SAND (SM), medium dense
12
5
4
324"ss24
12
Tan, moist, Poorly graded fine to medium SAND (SP), medium
11
dense
2
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12-4-12
BC-2
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
10" Asphalt
-
0.83
111"ss38
22
1" Aggregate Base Material
16
0.92
12
Gray, moist, Silty fine to medium SAND (SM) with trace fine
14
214"ss2611.7
gravel, dense, "fill"
12
12
2
7
Brown/Tan, moist, Poorly graded fine to medium SAND (SP-SM)
7
5
321"ss12
with silt, medium dense
5
5
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-29-12
BC-3
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
13.5" Asphalt
-
112"ss28
1.13
14
Brown, moist, Poorly graded fine to medium SAND (SP-SM) with
14
silt, medium dense, "fill"11
14
2
224"ss26
12
Tan, moist, Poorly graded fine to medium SAND (SP), medium
11
dense
9
4
7
5
324"ss13
Brown, moist, Poorly graded fine to medium SAND (SP), medium
6
7
dense
2
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-30-12
BC-4
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
16.5" Asphalt
-
118"ss8
3
1.38
5
Brown, moist, Silty fine to medium SAND (SM), loose, "fill"
7
2
6
218"ss11
Brown, moist, Poorly graded fine to medium SAND (SP), loose to
5
medium dense
6
4
3
5
318"ss7
4
3
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-28-12
BC-5
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
8" Asphalt
-
0.67
115"ss39
25
3.5" Aggregate Base Material
14
0.96
13
Brown, moist, Silty fine to medium SAND (SM), dense, "fill"
13
220"ss24
2
11
Tan, moist, Poorly graded fine to medium SAND (SP), medium
11
7
dense
6
5
324"ss12
6
7
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-29-12
BC-6
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
10.75" Asphalt
-
0.89
112"ss45
20
1" Aggregate Base Material
25
0.98
11
Brown, moist, Silty fine to medium SAND (SM), dense, "fill"
9
224"ss15
2
6
Gray/Brown, Silty fine to medium SAND (SM), very loose to
6
3
medium dense
2
5
324"ss4
2
2
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-29-12
BC-7
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
8" Asphalt
-
0.67
115"ss25
16
4.5" Aggregate Base Material
9
1.04
9
Gray/Orange, moist, Silty fine to medium SAND (SM) with trace
10
224"ss19
fine gravel, medium dense, "fill"
9
11
2
5
Brown, moist, Poorly graded fine to medium SAND (SP-SM) with
4
5
324"ss7
silt, medium dense
3
4
4
Tan, moist, Poorly graded fine to medium SAND (SP), loose
2
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-30-12
BC-8
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
10.75" Asphalt
-
0.9
18"ss17
9
Dark gray, moist, Silty fine to medium SAND (SM) with trace fine
8
gravel, medium dense, "fill"
6
2
4
218"ss8
Brown, moist, Silty fine to medium SAND (SM), loose
4
3
4
3
Tan, moist, Poorly graded fine to medium SAND (SP), loose
4
5
316"ss7
3
4
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-28-12
BC-9
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
8.5" Asphalt
-
0.7
115"ss68
48
4" Aggregate Base Material
20
1
13
Orange/Gray, moist, Silty fine to medium SAND (SM), very
12
224"ss23
dense, "fill"
11
9
2
7
Tan, moist, Poorly graded fine to medium SAND (SP), medium
5
5
324"ss11
dense
6
6
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"
BC-10
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
10" Asphalt
-
0.83
115"ss15
8
Gray/Orange, moist, Poorly graded fine to medium SAND (SP-
7
SM) with silt, medium dense, "fill"
5
2
4
215"ss11
Orange, moist, Poorly graded fine to medium SAND (SP),
7
7
medium dense
8
4
7
5
314"ss14
Tan, moist, Poorly graded fine to medium SAND (SP), medium
7
dense
7
2
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-28-12
BC-11
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
10" Asphalt
-
0.83
112"ss51
29
3" Aggregate Base Material
22
1.08
14
Brown, moist, Silty fine to medium SAND (SM), very dense, "fill"
15
224"ss33
2
18
Tan, moist, Poorly graded fine to medium SAND (SP), medium
17
13
dense to dense
10
5
324"ss18
8
8
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-30-12
BC-12
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
11.5" Asphalt
-
0.95
112"ss16
10
3" Aggregate Base Material
6
1.2
3
Gray, moist, Silty fine to medium SAND (SM), medium dense,
2
222"ss4
"fill"
2
2
2
3
Brown, moist, Silty fine to medium SAND (SM), very loose
3
5
4
324"ss5
2
Tan, moist, Poorly graded fine to medium SAND (SP), loose
2
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-28-12
BC-13
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
10" Asphalt
-
0.83
115"ss20
-
8" Aggregate Base Material
20
1.5
21
Brown, moist, Silty fine to medium SAND (SM), medium dense to
21
224"ss3718.3
dense
16
15
4
10
Tan, moist, Poorly graded fine to medium SAND (SP), medium
8
5
324"ss14
dense
6
8
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-29-12
BC-14
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
12" Asphalt
-
1112"ss27
14
3" Aggregate Base Material
13
1.25
5
Brown, moist, Silty fine to medium SAND (SM), medium dense,
6
218"ss12
6
"fill"
6
2
7
Gray, moist, Silty fine to medium SAND (SM), medium dense
8
5
324"ss17
4
9
Tan, moist, Poorly graded fine to medium SAND (SP), medium
10
dense
2
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-29-12
BC-15
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
10" Asphalt
-
0.83
16"ss32
18
2.5" Aggregate Base Material
14
1.04
5
Brown, moist, Silty fine to medium SAND (SM) with trace fine
7
224"ss15
gravel, dense, "fill"
8
8
2
5
Brown/Gray, moist, Poorly graded fine to medium SAND (SP-
4
5
324"ss10
SM) with silt, loose to medium dense
6
5
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-30-12
BC-16
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
12" Asphalt
-
1115"ss17
11
3" Aggregate Base Material
6
1.25
4
Brown, moist, Silty fine to medium SAND (SM), medium dense,
5
220"ss10
5
"fill"
7
2
5
Orange, moist, Poorly graded fine to medium SAND (SP-SM)
4
5
324"ss10
with silt, loose
6
4
5
Tan, moist, Poorly graded fine to medium SAND (SP), loose
2
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-28-12
BC-17
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
10.5" Asphalt
-
0.88
112"ss19
-
5.5" Aggregate Base Material
19
1.33
13
Brown, moist, Silty fine to medium SAND (SM) with trace fine
14
224"ss27
gravel, medium dense, "fill"
13
12
2
10
Orange, moist, Poorly graded fine to medium SAND (SP),
9
5
324"ss18
medium dense
9
4
9
Tan, moist, Poorly graded fine to medium SAND (SP), medium
2
dense
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-29-12
BC-18
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
12" Asphalt
-
1112"ss20
9
2" Aggregate Base Material
11
1.2
6
Brown, moist, Silty fine to medium SAND (SM), loose to medium
4
220"ss8
4
dense
4
3
3
5
320"ss6
3
2
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-30-12
BC-19
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
2" Aggregate Base Material
10
0.17
112"ss26
16
Brown, moist, Silty fine to medium SAND (SM), medium dense
25
11
6
215"ss11
5
4
4
3
Orange, moist, Poorly graded fine to medium SAND (SP-SM)
3
5
324"ss6
with silt, loose
3
2
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-29-12
BC-20
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
9.5" Asphalt
-
0.8
112"ss24
11
2" Aggregate Base Material
13
0.96
5
Gray, moist, Poorly graded fine to medium SAND (SP-SM) with
4
224"ss816.3
silt, medium dense, "fill"
4
4
2
3
Brown, moist, Silty fine to medium SAND (SM), loose
3
5
4
320"ss5
2
Brown/Gray, moist, Poorly graded fine to medium SAND (SP-
2
SM) with silt, loose
2
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12-4-12
BN-1
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
2.5" Asphalt
7
0.2
116"ss17
10
Gray, moist, Silty fine to medium SAND (SM) with trace fine
8
gravel, loose to medium dense, "fill"
6
4
218"ss8
4
2
4
6
Tan, moist, Poorly graded fine to medium SAND (SP), medium
7
5
320"ss14
dense
7
7
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-29-12
BN-2
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
12" Asphalt
-
116"ss5
-
6.5" Concrete
5
1.5
5
Gray, moist, Poorly graded fine to medium SAND (SP-SM) with
3
210"ss6
3
silt, loose, "fill"
5
2
9
Gray, moist, Silty fine to medium SAND (SM), loose to medium
4
5
318"ss11
dense
7
10
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12-4-12
BN-3
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
18" Asphalt
-
14"ss2
-
1.5
2
Gray, moist, Silty fine to medium SAND (SM) with trace fine
3
gravel, very loose, "fill"
2
218"ss4
2
3
1
Gray, moist, Clayey fine to medium SAND (SC), very loose
1
4
1
5
Gray, moist, Lean CLAY (CL), with trace fine sand, soft
322"ss3
2
3
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12-4-12
BN-4
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
11.5" Asphalt
-
0.96
14"ss5
-
6.5" Concrete
5
1.5
18
Gray/Orange, moist, Silty fine to medium SAND (SM) with trace
15
214"ss26
fine gravel, loose, "fill"11
4
2
1
Gray, moist, Poorly graded fine to medium SAND (SP), medium
1
5
320"ss2
dense
1
4
2
Gray, moist, Lean CLAY (CL) with trace fine sand, very soft
2
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-30-12
BN-5
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
19" Asphalt
-
16"ss2
-
1.6
2
Gray, moist, Sandy Lean CLAY (CL), very soft to soft
1
2
224"ss4
2
2
4
2
Mottled Gray to Orange, Lean CLAY (CL) with trace fine sand,
3
5
324"ss7
medium stiff
4
5
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-30-12
BN-6
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
2
6" Topsoil
2
0.5
120"ss5
3
Gray, moist, Lean CLAY (CL) with few fine sand, medium stiff
3
2
4
Mottled Gray to orange, moist, Lean CLAY (CL) with trace fine
4
220"ss10
sand, stiff
6
7
7
7
5
324"ss14
7
8
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-30-12
BN-7
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
12" Asphalt
-
1112"ss13
-
5" Aggregate Base Material
13
1.4
6
Gray/Brown, moist, Silty fine to medium SAND (SM) with trace
5
23"ss9
4
fine gravel medium dense, "fill"
4
2
4
Gray, moist, Sandy Lean CLAY (CL), stiff
5
5
324"ss12
4
7
Mottled Gray to Orange, moist, Lean CLAY (CL) with trace to few
7
fine sand, stiff
2
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-30-12
BN-8
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
3
8" Topsoil
7
0.67
117"ss18
11
Brown to Gray, moist, Sandy Silty Lean CLAY (CL-ML), stiff to
7
very stiff
5
7
218"ss1467.9
7
8
8
6
5
318"ss11
5
6
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11-30-12
BN-9
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
12" Asphalt
-
117"ss14
7
2.5" Aggregate Base Material
7
1.2
3
Brown/Gray, moist, Silty fine to medium SAND (SM) with trace
6
218"ss14
8
fine gravel, medium dense, "fill"
8
2
11
Mottled Gray to Orange, moist, Lean CLAY (CL) with trace to few
9
5
324"ss17
fine sand, medium dense
8
8
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"10-23-11
BNE-1
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
2
6" Topsoil
3
0.5
117"ss5
2
Brown, moist, Silty fine to medium SAND (SM), very loose to
2
loose
2
2
216"ss4
2
2
2
3
5
316"ss6
3
5.5
4
Tan, moist, Poorly graded fine to medium SAND (SP), loose
2
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"10-23-12
BNE-2
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
3
6" Topsoil
2
0.5
111"ss4
2
Brown, moist, Silty fine to medium SAND (SM), very loose
2
2
2
218"ss4
2
3.5
3
Orange/Gray, moist, Poorly graded fine to medium SAND (SP),
3
very loose
4
5
316"ss9
4 5
6
Tan, moist, Poorly graded fine to medium SAND (SP), loose
2
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"10-23-12
BNE-3
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
1
12" Topsoil
1
1115"ss345.0
2
Brown, moist, Silty Clayey fine to medium SAND (SC-SM), very
2
loose
1
2
2
216"ss3
1
Tan, moist, Poorly graded fine to medium SAND (SP), very loose
2
2
2
5
316"ss4
2
3
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"10-23-12
BNE-4
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
2
12" Topsoil
5
1112"ss12
7
Gray/Orange, Silty fine to medium SAND (SM), medium dense
7
2
6
Gray, moist, Poorly graded fine to medium SAND (SP), medium
9
214"ss18
9
dense
10
4
8
Orange, moist, Poorly graded fine to medium SAND (SP), with
8
5
314"ss16
trace fine gravel, medium dense
8
9
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"10-23-12
BNE-5
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
2
12" Topsoil
2
1114"ss4
2
Dark Gray, moist, Poorly graded fine to medium SAND (SP-SM)
2
with silt and clay nodules, very loose
2
2.5
3
211"ss6
3
Brown, moist, Poorly graded fine to medium SAND (SP), loose
3
4
6
Brown, moist, Poorly graded fine to coarse SAND (SP) with trace
7
5
315"ss14
fine gravel, medium dense
7
8
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"10-23-12
BNE-6
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
1
20" Topsoil
2
111"ss4
2
1.67
2
Gray, moist, Silty fine to medium SAND (SM) with trace clay,
3
3
medium stiff
212"ss7
4
3
3
3
5
315"ss6
3
5.5
4
Gray/Orange, moist, Lean CLAY (CL) with trace fine sand,
2
medium stiff
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"10-23-12
BNE-7
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
1
10" Topsoil
1
0.83
117"ss3
2
Gray, moist, Lean CLAY (CL) with trace fine sand and trace
1
fibrous organics, soft
2
2
2
218"ss4
Mottled Gray to Orange, moist, Lean CLAY (CL) with trace fine
2
2
sand, soft
1
2
5
310"ss4
2
2
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"10-23-12
BNE-8
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
1
10" Topsoil
1
0.83
120"ss3
2
Gray, moist, Lean CLAY (CL) with trace fine sand and trace
1
fibrous organics, soft
2
2
3
220"ss5
Mottled Gray to Orange, Lean CLAY (CL) with trace fine sand,
2
2
medium stiff
3
3
5
319"ss6
3
5.5
3
Mottled Gray to Orange, Sandy Lean CLAY (CL), medium stiff
2
6
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"10-23-12
BNE-9
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
3
14" Topsoil
4
19"ss8
1.17
4
Gray, moist, Lean CLAY (CL) with trace fine sand, medium stiff
3
2
3
Mottled Gray to Orange, moist, Lean CLAY (CL) with trace fine
3
217"ss6
3
sand, medium stiff
5
5
6
5
320"ss11
5
5.5
4
Mottled Gray to Orange, moist, Silty fine to medium SAND (SM),
2
medium dense
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"10-23-12
BNE-10
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
1
6" Topsoil
5
0.5
118"ss12
7
Gray, moist, Lean CLAY (CL) with trace fine sand, stiff
7
4
6
217"ss12
6
3.5
5
Mottled Gray to Orange, moist, Lean CLAY (CL) with trace fine
7
sand, stiff
6
5
317"ss11
5
6
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"10-23-12
BNE-11
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
3
6" Topsoil
4
0.5
118"ss8
4
Brown, moist, Silty fine to medium SAND (SM), loose, "fill"
5
2
3
Gray, moist, Lean CLAY (CL) with trace fine sand and trace
3
214"ss7
fibrous organics, medium stiff
4
4
4
2
Mottled Gray to Orange, moist, Lean CLAY (CL) with trace fine
3
5
315"ss5
sand, medium stiff
2
3
Boring terminated at 6 ft.
2
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.E. Alshoufy, E.I.T.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"10-23-12
BNE-12
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
N/A
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
2
6" Topsoil
4
0.5
119"ss858.0
4
Gray, moist, fine Sandy Lean CLAY (CL), medium stiff
4
Trace fine organics between 0.5 and 2 feet.
4
3
215"ss6
3
3
2
4.5
2
5
317"ss5
Mottled Gray to Orange, moist, Lean CLAY (CL) with trace fine
3
sand, medium stiff
3
2
Boring terminated at 6 ft.
10
4
15
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.C. Caton, P.E.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12/7/2012
BMP-1
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
5'2.4'
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
2
3" Topsoil
1
0.25
116ss368.6
2
Gray mottled Brown, moist to very moist, lean CLAY (CL) with
2
little to some fine Sand, soft to medium stiff
2
2
212ss570.1
3
2
3
3
5
315ss682.8
3
3
6
3
2
Gray mottled Brown, very moist, fine Sandy fat CLAY (CH),
3
418ss650.6
medium stiff
3
3
8
WOH
Gray mottled Brown, wet, Clayey fine SAND (SC), very loose
WOH
520ss042.8
WOH
1
10
10
2
Gray, wet, Silty fine SAND (SM) with Clay, cemented Sand and
3
624ss6
marine shell fragments, loose, "Yorktown Formation"
3
3
4
1
2
724ss5
3
4
15
Boring terminated at 15 ft.
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.C. Caton, P.E.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12/6/2012
BMP-2
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
5'2.2'
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
2
3" Topsoil
3
0.25
112ss775.3
4
Gray, moist to very moist, lean CLAY (CL) with little fine Sand,
4
medium stiff to stiff
6
7
222ss1583.6
8
8
4
7
Gray mottled Brown, very moist to wet, fine Sandy fat CLAY
5
5
324ss953.5
(CH), stiff
4
4
6
3
2
Reddish Brown, wet, Silty fine SAND (SM) with cemented Sand
3
424ss717.4
and marine shell fragments, loose, "Yorktown Formation"
4
5
3
4
524ss816.7
4
3
10
10
3
Gray, wet, Silty fine SAND (SM) with Clay, cemented Sand and
3
624ss8
marine shell fragments, loose, "Yorktown Formation"
5
4
4
3
4
714ss7
3
2
15
Boring terminated at 15 ft.
6
20
25
8
30
10
35
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.C. Caton, P.E.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12/10/2012
S-1
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
8'
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
2
3" Topsoil
2
0.25
120ss4
2
Brown, moist, poorly graded fine to medium SAND (SP-SM) with
2
Silt, very loose
2
2
3
220ss5
Brown to Gray, moist to wet, poorly graded fine to medium SAND
2
2
(SP), loose to medium dense
4
5
5
320ss12
7
5
7
2
7
420ss15
8
10
7
12
515ss25
13
17
10
8
9
618ss17
8
8
4
13
1
Gray, wet, fat CLAY (CH) with little fine Sand, very soft
1
724ss279.4
1
1
15
18
2
Reddish Brown, wet, Silty fine SAND (SM) with marine shell
4
818ss8
fragments and trace Clay, loose, "Yorktown Formation"
4
6
3
20
23
1
Gray, wet, Silty fine SAND (SM) with marine shell fragments,
1
912ss2
very loose, "Yorktown Formation"
1
1
25
8
28
WOH
Gray, wet, lean CLAY (CL) with little fine Sand and marine shell
WOH
1024ss2
fragments, very soft, "Yorktown Formation"
2
4
30
10
33
10
Gray, wet, Silty fine SAND (SM) with marine shell fragments and
14
1120ss26
trace Clay, medium dense, "Yorktown Formation"
12
11
35
Boring terminated at 35 ft.
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.C. Caton, P.E.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"11/29/2012
S-2
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
10'
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
-
14.5" Asphalt
-
19ss16
1.21
10
Brown, moist, poorly graded fine to medium SAND (SP-SM) with
6
5
Silt, medium dense
4
2214ss9
5
Brown to Gray, moist to wet, poorly graded fine to medium SAND
4
(SP), very loose to loose
3
3
5
314ss7
4
4
4
2
3
412ss7
4
5
5
5
512ss10
5
6
10
4
4
612ss9
5
4
4
3
1
712ss2
1
2
15
18
2
Gray, wet, Silty fine SAND (SM), loose
2
818ss5
3
6
5
20
23
8
Brown, wet, poorly graded fine SAND (SP), medium dense
7
920ss18
11
11
25
8
28
6
Brown, wet, Silty fine SAND (SM) with trace Clay, medium dense
7
1020ss17
10
11
30
10
33
3
Brown, wet, poorly graded fine SAND (SP-SM) with Silt, medium
6
1115ss11
dense
5
6
35
Boring terminated at 35 ft.
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.C. Caton, P.E.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12/5/2012
S-3
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
8'
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
1
6" Topsoil
1
0.5
118ss4
3
Brown, moist to wet, poorly graded fine to medium SAND (SP),
3
very loose to loose
2
1
214ss3
2
3
3
3
5
320ss6
3
4
4
2
3
422ss7
4
5
2
3
524ss7
4
3
10
2
1
610ss3
2
1
4
Clay lenses between 13 and 18 feet.
1
2
724ss5
3
3
15
18
1
Gray, wet, fat CLAY (CH) with little fine Sand, soft to medium stiff
1
824ss3
2
6
1
20
3
2
24924ss5
3
Reddish Brown, wet, Silty fine SAND (SM) with marine shell
5
25
fragments and trace Clay, loose to medium dense, "Yorktown
Formation"
8
4
7
1024ss17
10
11
30
30
Gray, wet, Silty fine SAND (SM) with marine shell fragments,
medium dense, "Yorktown Formation"
10
2
6
1124ss12
6
6
35
Boring terminated at 35 ft.
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.C. Caton, P.E.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12/5/2012
S-4
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
9'
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
3
4" Topsoil
4
0.33
112ss8
4
Brown, moist to wet, poorly graded fine to medium SAND (SP),
3
very loose to medium dense
2
2
218ss5
3
3
2
3
5
324ss6
3
4
4
2
4
424ss8
4
5
5
7
514ss14
7
7
10
4
5
612ss10
5
6
4
1
2
714ss4
2
2
15
18
2
Brown, wet, Clayey fine SAND (SC), loose
3
812ss632.2
3
6
2
20
23
2
Reddish Brown, wet, Silty fine SAND (SM) with marine shell
2
916ss4
fragments and trace Clay, very loose, "Yorktown Formation"
2
5
25
8
28
4
Gray, wet, Silty fine SAND (SM) with marine shell fragments and
7
1012ss13
Clay, medium dense, "Yorktown Formation"
6
6
30
10
3
5
1124ss13
8
11
35
Boring terminated at 35 ft.
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.C. Caton, P.E.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12/7/2012
S-5
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
10'
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
1
Reddish Brown, moist, poorly graded fine to medium SAND (SP-
2
16ss4
SM) with Silt, very loose
2
2
1
2
216ss49.2
2
2
4
2
Reddish Brown to Brown, moist to wet, poorly graded fine to
2
5
324ss5
medium SAND (SP), very loose to medium dense
3
3
2
2
3
416ss7
4
4
3
4
512ss9
5
6
10
4
5
612ss12
7
6
4
4
4
716ss12
8
8
15
4
4
814ss9
5
6
5
20
23
1
Gray, wet, fat CLAY (CH) with little fine Sand, very soft
1
924ss258.3
24
1
Brown, wet, fine Sandy fat CLAY (CH), very soft
1
25
8
28
15
Reddish Brown, wet, Silty fine SAND (SM) with cemented marine
5
1020ss9
shell fragments and Clay, loose, "Yorktown Formation"
4
5
29
30
Gray, wet, Silty fine SAND (SM) with marine shell fragments,
loose, "Yorktown Formation"
10
33
4
Reddish Brown, wet, Silty fine SAND (SM) with marine shell
6
1118ss10
fragments, loose, "Yorktown Formation"
4
5
35
Boring terminated at 35 ft.
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.C. Caton, P.E.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12/7/2012
S-6
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
12'
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
1
Reddish Brown, moist, poorly graded fine to medium SAND (SP-
2
120ss3
SM) with Silt, very loose
1
1
2
1
Reddish Brown to Brown, moist to wet, poorly graded fine to
1
216ss2
medium SAND (SP), very loose to medium dense
1
1
1
1
5
314ss2
1
1
1
2
2
415ss5
3
3
4
5
514ss11
6
7
10
5
5
612ss123.4
7
7
4
3
4
715ss9
5
5
15
3
4
812ss8
4
6
5
20
23
1
Reddish Brown, wet, Silty fine SAND (SM) with trace marine
1
922ss119.6
shell fragments and Clay, very loose to loose, "Yorktown
0
0
25
Formation"
8
WOH
WOH
108ss0
WOH
WOH
30
10
7
5
341114ss9
4
Gray, wet, Silty fine SAND (SM) with marine shell fragments,
4
35
loose, "Yorktown Formation"
Boring terminated at 35 ft.
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.C. Caton, P.E.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12/6/2012
S-7
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
7'
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
1
4" Topsoil
2
0.33
114ss5
3
Brown, moist, Clayey fine SAND (SC) with fine to coarse gravel,
3
loose, "Fill"
1
2
3224ss564.7
3
Gray, moist, Silty lean CLAY (CL-ML) with some fine Sand,
4
medium stiff
2
3
5
324ss7
4
5
6
3
2
Reddish Brown, moist to wet, Clayey fine SAND (SC), very loose
3
420ss7
to loose
4
4
1
2
524ss3
1
1
10
WOH
WOH
616ss044.8
WOH
WOH
4
1
1
1478ss3
2
Reddish Brown, wet, Silty fine SAND (SM) with Clay and marine
2
15
shell fragments, very loose, "Yorktown Formation"
18
11
Gray, wet, Silty fine SAND (SM) with marine shell fragments,
12
818ss26
medium dense, "Yorktown Formation"
14
6
15
20
6
6
920ss13
7
8
25
8
28
2
Gray, wet, fat CLAY (CH) with little fine Sand and marine shell
3
1024ss767.3
fragments, medium stiff, "Yorktown Formation"
4
6
30
10
2
3
1124ss7
4
6
35
Boring terminated at 35 ft.
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.C. Caton, P.E.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12/6/2012
S-8
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
8'
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
2
5" Topsoil
4
0.42
110ss8
4
Brown, moist, Silty fine SAND (SM) with Clay and fine organics,
5
loose, "Fill"
4
2.5
6
218ss14
Brown, moist, Clayey fine SAND (SC) with fine gravel and brick
8
8
fragments, medium dense, "Fill"
6
4
7
5
324ss12
Gray, moist, Silty lean CLAY (CL-ML) with some fine Sand, stiff
5
6
6
2
6
416ss11
5
5
8
1
Gray mottled Brown, wet, fat CLAY (CH) with some fine Sand,
2
512ss4
soft to stiff
2
2
10
7
6
11624ss15
9
Reddish Brown to Brown, wet, Silty fine SAND (SM) with marine
7
shell fragments, loose to medium dense, "Yorktown Formation"
4
4
4
724ss8
4
6
15
18
9
Gray, wet, Silty fine SAND (SM) with marine shell fragments,
11
824ss24
medium dense, "Yorktown Formation"
13
6
10
20
4
5
924ss11
6
5
25
8
28
2
Gray, wet, fat CLAY (CH) with little fine Sand and marine shell
3
1024ss9
fragments, medium stiff to stiff, "Yorktown Formation"
6
6
30
10
2
4
1124ss7
3
5
35
Boring terminated at 35 ft.
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.C. Caton, P.E.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12/6/2012
S-9
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
8'
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
13
3" Topsoil
9
0.25
118ss17
8
Brown, moist, poorly graded fine SAND (SP), medium dense,
6
"Fill"
3
2
3
212ss7
Brown, moist, Silty fine SAND (SM) with fine gravel and concrete
4
3
fragments, loose, "Fill"
3
3
3
5
324ss5
Gray, moist, Silty lean CLAY (CL-ML) with some fine Sand,
2
medium stiff
3
6
2
2
3
Gray mottled Brown, moist to wet, fat CLAY (CH) with little fine
418ss7
4
Sand, soft to medium stiff
6
1
1
58ss370.0
2
1
10
10
2
Reddish Brown, wet, Silty fine SAND (SM) with cemented Sand
2
620ss5
and marine shell fragments, loose, "Yorktown Formation"
3
4
4
13
6
Gray, wet, Silty fine SAND (SM) with marine shell fragments,
9
715ss18
medium dense, "Yorktown Formation"
9
13
15
12
13
822ss26
13
6
15
20
23
12
Gray, wet, Clayey fine SAND (SC) with cemented Sand and
12
924ss25
marine shell fragments, medium dense, "Yorktown Formation"
13
12
25
8
28
2
Gray, wet, fat CLAY (CH) with trace fine Sand and marine shell
3
1024ss6
fragments, medium stiff, "Yorktown Formation"
3
6
30
10
2
3
1124ss8
5
6
35
Boring terminated at 35 ft.
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
PROJECT:
Benn's Grant Offsite Roadway Improvements
CLIENT:
Kimley-Horn and Associates, Inc.
PROJECT LOCATION:PROJECT NO.:
Isle of Wight, VirginiaVB12-305G
BORING LOCATION:SURFACE ELEVATION:
See attached boring location plan
DRILLER:LOGGED BY:
G E T Solutions, Inc.C. Caton, P.E.
BORING LOG
DRILLING METHOD:DATE:
Rotary wash "mud"12/6/2012
S-10
DEPTH TO WATER - INITIAL*:AFTER 24 HOURS:CAVING>
8'
TEST RESULTS
Plastic LimitLiquid Limit
Description
Moisture Content -
N-Value -
10203040506070
00
18
3" Topsoil
20
0.25
114ss25
5
Brown, moist, Silty fine SAND (SM) with fine gravel and concrete
4
fragments, medium dense, "Fill"
4
2
4
222ss8
Gray mottled Brown, moist, Clayey fine SAND (SC), loose
4
5
5
5
5
320ss1040.2
5
6
6
5
2
Gray mottled Brown, moist, fat CLAY (CH) with little fine Sand,
3
415ss7
medium stiff
4
3
8
2
Reddish Brown, wet, Silty fine SAND (SM) with cemented Sand
2
524ss4
and marine shell fragments, very loose, "Yorktown Formation"
2
2
10
10
4
Gray, wet, Silty fine SAND (SM) with marine shell fragments,
4
616ss7
loose to medium dense, "Yorktown Formation"
3
3
4
3
3
715ss6
3
4
15
3
7
814ss14
7
6
7
20
23
4
Gray, wet, fat CLAY (CH) with trace fine Sand and marine shell
4
924ss8
fragments, medium stiff, "Yorktown Formation"
4
5
25
8
2
3
1024ss6
3
6
30
10
2
3
1124ss6
3
5
35
Boring terminated at 35 ft.
Notes:
SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample
*The initial groundwater reading may not be indicative of the static groundwater level.
WOH = Weight of Hammer
PAGE1of1
StandardPenetrationTestswereperformedinthefieldingeneralaccordancewithASTMD1586.
APPENDIX V
GENERALIZED SOIL PROFILE
FIGURE NUMBER
DepthinFeet
Benn's Grant Offsite Roadway Improvements
DATE DRAWN
1/15/2013
1015202530
05
1
GENERALIZED SOIL PROFILE
GET Solutions, Inc.
DRAWN BY/APPROVED BY
Isle of Wight, VA
20 25
11 9
6 63 22 2
- -
PROJECT NO. VB12-305G
BC-6
CC
25 1413 1311 11
7 66 7
- -
1"=5'
HORIZONTAL
VERTICAL
SCALE:SCALE:
BC-5
3 57 65 64 34 3
- -
BC-4
14 1411 1412 11
9 76 7
- -
BC-3
NM=5.2
22 1612 1412 12
7 75 5
- -
Poorly graded SandPoorly graded Sand
BC-2
with Silt
48 2116 1515 1417 1212 11
- -
Aggregate Base Material
BC-1
Silty Sand
Strata symbols
Paving
Fill
051015202530
teeFnihtpeD
FIGURE NUMBER
DepthinFeet
Benn's Grant Offsite Roadway Improvements
DATE DRAWN
1/15/2013
1015202530
05
2
GENERALIZED SOIL PROFILE
GET Solutions, Inc.
DRAWN BY/APPROVED BY
Isle of Wight, VA
10 6
3 22 23 32 2
- -
PROJECT NO. VB12-305G
BC-12
CC
29 2214 1518 1713 10
8 8
- -
1"=5'
HORIZONTAL
VERTICAL
SCALE:SCALE:
BC-11
8 75 47 78 77 7
- -
BC-10
48 2013 12
11 9
7 56 6
- -
BC-9
9 86 44 33 43 4
- -
Poorly graded SandPoorly graded Sand
BC-8
with Silt
9 109 11
16 9
5 43 4
- -
Aggregate Base Material
BC-7
Silty Sand
Strata symbols
Paving
Fill
051015202530
teeFnihtpeD
FIGURE NUMBER
DepthinFeet
Benn's Grant Offsite Roadway Improvements
DATE DRAWN
1/15/2013
1015202530
05
3
GENERALIZED SOIL PROFILE
GET Solutions, Inc.
DRAWN BY/APPROVED BY
Isle of Wight, VA
9 11
6 44 43 33 2
- -
PROJECT NO. VB12-305G
BC-18
CC
13 1413 12
- 19
10 9
9 9
- -
1"=5'
HORIZONTAL
VERTICAL
SCALE:SCALE:
BC-17
11 6
4 55 75 46 5
- -
BC-16
18 14
5 78 85 46 5
- -
BC-15
14 13
9 10
5 66 67 8
- -
Poorly graded SandPoorly graded Sand
BC-14
with Silt
NM=6.6
21 2116 15
- 20
10 8
6 8
- -
Aggregate Base Material
BC-13
Silty Sand
Strata symbols
Paving
Fill
051015202530
teeFnihtpeD
FIGURE NUMBER
DepthinFeet
Benn's Grant Offsite Roadway Improvements
DATE DRAWN
1/15/2013
1015202530
05
4
GENERALIZED SOIL PROFILE
GET Solutions, Inc.
DRAWN BY/APPROVED BY
Isle of Wight, VA
18 15
11 4
1 11 2
- -- 5
PROJECT NO. VB12-305G
BN-4
CC
3 22 11 12 3
- -- 2
1"=5'
HORIZONTAL
VERTICAL
SCALE:SCALE:
BN-3
7 10
5 33 59 4
- -- 5
BN-2
10 8
6 44 26 77 7
- 7
BN-1
NM=6.3
11 13
5 44 43 32 2
- -
Poorly graded SandPoorly graded Sand
BC-20
Clayey Sand
Gravel frac
Lean Clay
with Silt
16 25
- 10
11 6
5 43 33 2
Aggregate Base Material
BC-19
Silty Sand
Strata symbols
Paving
Fill
051015202530
teeFnihtpeD
FIGURE NUMBER
DepthinFeet
Benn's Grant Offsite Roadway Improvements
DATE DRAWN
1/15/2013
1015202530
05
5
GENERALIZED SOIL PROFILE
GET Solutions, Inc.
DRAWN BY/APPROVED BY
Isle of Wight, VA
2 32 22 22 22 33 4
PROJECT NO. VB12-305G
BNE-1
CC
11 9
7 73 68 88 8
- -
1"=5'
HORIZONTAL
VERTICAL
SCALE:SCALE:
BN-9
NM=12.4
LL=20
11 7
3 75 77 88 65 6
BN-8
- 13
6 54 44 57 7
- -
Silty Clay
BN-7
Topsoil
2 23 34 46 77 77 8
Poorly graded SandPoorly graded Sand
BN-6
Clayey Sand
Gravel frac
Lean Clay
with Silt
1 22 22 34 5
- -- 2
Aggregate Base Material
BN-5
Silty Sand
Strata symbols
Paving
Fill
051015202530
teeFnihtpeD
FIGURE NUMBER
DepthinFeet
Benn's Grant Offsite Roadway Improvements
DATE DRAWN
1/15/2013
1015202530
05
6
GENERALIZED SOIL PROFILE
GET Solutions, Inc.
DRAWN BY/APPROVED BY
Isle of Wight, VA
1 12 12 22 21 22 2
PROJECT NO. VB12-305G
BNE-7
CC
1 22 23 34 33 33 4
1"=5'
HORIZONTAL
VERTICAL
SCALE:SCALE:
BNE-6
2 22 22 33 36 77 8
BNE-5
9 10
Silty Clayey Sand
2 57 76 98 88 9
Silty Clay
BNE-4
Topsoil
NM=16.4
LL=15
1 12 21 21 22 22 3
Poorly graded SandPoorly graded Sand
BNE-3
Clayey Sand
Gravel frac
Lean Clay
with Silt
3 22 22 22 33 45 6
Aggregate Base Material
BNE-2
Silty Sand
Strata symbols
Paving
Fill
051015202530
teeFnihtpeD
FIGURE NUMBER
DepthinFeet
Benn's Grant Offsite Roadway Improvements
DATE DRAWN
1/15/2013
1015202530
05
7
GENERALIZED SOIL PROFILE
GET Solutions, Inc.
DRAWN BY/APPROVED BY
NM=16.8
Isle of Wight, VA
LL=29
PROJECT NO. VB12-305G
2 44 44 33 32 23 3
CC
BNE-12
1"=5'
HORIZONTAL
VERTICAL
SCALE:SCALE:
3 44 53 34 42 32 3
BNE-11
1 57 74 66 57 65 6
BNE-10
Silty Clayey Sand
Silty Clay
Topsoil
3 44 33 33 55 65 4
BNE-9
Poorly graded SandPoorly graded Sand
Clayey Sand
Gravel frac
Lean Clay
with Silt
1 12 12 32 23 33 3
BNE-8
Aggregate Base Material
Silty Sand
Strata symbols
Paving
Fill
051015202530
teeFnihtpeD
LOG OF BORINGS
Benn's Grant Offsite Roadway Improvements
BMP-1BMP-2
00
2 1NM=22.82 3NM=14.1
LL=37
2 24 4
2 2NM=22.66 7NM=25.0
LL=43
3 28 8
3 3NM=32.57 5NM=48.5
LL=52
3 34 4
55
3 3NM=26.63 3NM=31.7
3 34 5
WOHNM=48.83 4NM=30.6
LL=24
WOH4 3
WOH
1
1010
2 33 3
3 35 4
1 23 4
3 43 2
1515
t
e
e
F
D
n
i
e
p
h
t
t
h
p
2020
e
i
n
D
F
e
e
t
2525
3030
3535
4040
TopsoilClayey Sand
Lean ClaySilty Sand
Fat Clay
GET Solutions, Inc.
LOG OF BORINGS
Benn's Grant Offsite Roadway Improvements
S-1S-2S-3S-4
00
2 2- -1 13 4
2 210 63 34 3
2 35 42 12 2
2 25 42 33 3
4 53 33 32 3
7 54 43 43 4
55
7 74 34 34 4
8 104 54 54 5
7 125 52 35 7
13 175 64 37 7
1010
8 94 42 14 5
8 85 42 15 6
1 1NM=47.73 11 21 2
LL=60
1 11 23 32 2
1515
2 42 21 12 3NM=39.3
t
LL=54
e
4 33 52 13 2
e
F
D
n
i
e
p
h
t
t
h
p
2020
e
i
n
D
F
e
e
t
1 18 73 22 2
1 111 113 52 5
2525
WOH6 74 74 7
WOH10 1110 116 6
2 4
3030
10 143 62 63 5
12 115 66 68 11
3535
4040
TopsoilFat ClayPaving
Poorly graded SandSilty SandClayey Sand
with Silt
Poorly graded SandLean Clay
GET Solutions, Inc.
LOG OF BORINGS
Benn's Grant Offsite Roadway Improvements
S-5S-6S-7S-8
00
1 21 21 22 4
2 21 13 34 5
1 2NM=4.51 11 2NM=17.04 6
LL=18
2 21 13 48 8
2 21 12 36 7
3 31 14 55 6
55
2 31 23 36 6
4 43 34 45 5
3 44 51 21 2
5 66 71 12 2
1010
4 55 5NM=19.4WOHNM=51.37 6
LL=56
7 67 7WOH9 7
WOH
WOH
4 43 41 14 4
8 85 52 24 6
1515
4 43 411 129 11
t
e
5 54 514 1513 10
e
F
D
n
i
e
p
h
t
t
h
p
2020
e
i
n
D
F
e
e
t
1 1NM=39.01 1NM=49.96 64 5
1 10 07 86 5
2525
15 5WOH2 3NM=36.52 3
LL=65
4 5WOH4 66 6
WOH
WOH
3030
4 67 52 32 4
4 54 44 63 5
3535
4040
TopsoilFat ClayPavingSilty Clay
Poorly graded SandSilty SandClayey Sand
with Silt
Poorly graded SandLean ClayFill
GET Solutions, Inc.
LOG OF BORINGS
Benn's Grant Offsite Roadway Improvements
S-9S-10
00
13 918 20
8 65 4
3 34 4
4 34 5
3 35 5NM=27.0
LL=53
2 35 6
55
2 35 3
4 64 3
1 1NM=46.62 2
LL=66
2 12 2
1010
2 24 4
3 43 3
6 93 3
9 133 4
1515
12 133 7
t
e
13 157 7
e
F
D
n
i
e
p
h
t
t
h
p
2020
e
i
n
D
F
e
e
t
12 124 4
13 124 5
2525
2 32 3
3 63 6
3030
2 32 3
5 63 5
3535
4040
TopsoilFat ClayPavingSilty Clay
Poorly graded SandSilty SandClayey Sand
with Silt
Poorly graded SandLean ClayFill
GET Solutions, Inc.
APPENDIX VI
CBR TEST RESULTS
page 1 of 1
Swell
(%)
0.00.00.00.70.20.2
Resiliency
Factor
Isle of Wight, Virginia
3.03.03.02.02.52.5
Soaked CBR
VB12-305G
Value
19.428.016.211.413.2
3.3
Project Location:Project Number:
Moisture
Optimum
(%)
11.910.111.210.114.9
9.6
Maximum Dry
Density
SUMMARY OF CBR TEST RESULTS
(pcf)
116.8124.7123.6119.2125.5113.6
Tel: 757-518-1703 Fax: 757-518-1704
Passing #200
Virginia Beach, Virginia 23462
Sieve
(%)
11.718.316.367.945.058.0
204 Grayson Road
Non-PlasticNon-PlasticNon-Plastic
(LL/PL/PI)
Atterberg
29/18/11
20/13/715/10/5
Limits
Content (%)
Moisture
Natural
12.416.416.8
5.26.66.3
Benn's Grant Offsite Roadway Improvements
Symbol
CL-ML
SC-SM
SP-SM
USCS
Kimley-Horn and Associates, Inc.
CL
SMSM
Sample Depth
(ft)
2-32-42-41-31-21-2
Location
Sample
BNE-12
BNE-3
BC-13BC-20
BC-2BN-8
Number
Sample
BNE-12
BNE-3
Project:BC-13BC-20
BC-2BN-8
Client:
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
118.5
117
11.9%, 116.8 pcf
ZAV for
Sp.G. =
2.70
f
115.5
c
p
,
y
t
i
s
n
e
d
y
r
D
114
112.5
111
7.5910.51213.51516.5
Water content, %
Test specification:VTM-1 Standard
Elev/ClassificationNat.% >% <
Sp.G.LLPI
DepthUSCSAASHTOMoist.#4No.200
2-3 ft.SP-SMA-1-b5.2NPNP3.811.7
TEST RESULTSMATERIAL DESCRIPTION
Brown, Poorly Graded SAND with Silt
Maximum dry density = 116.8 pcf
Optimum moisture = 11.9 %
Project No.Client:
VB12-305GKimley-Horn and Associates, Inc.
Remarks:
Project:
Benn's Grant Offsite Roadway Improvements
Sample Obtained 11/8/12
BC-2
Date:
Location:Sample Number:
BC-2BC-2
GET SOLUTIONS, INC.
Figure
BC-2
Particle Size Distribution Report
.
.
n
n..
i000
i
....
nn
00000040
ii
nnnn
iiii8
½/412346112
63211¾½3#########
100
90
80
70
R
E
60
N
I
F
T
N
50
E
C
R
E
40
P
30
20
10
0
1001010.10.010.001
GRAIN SIZE - mm.
% Gravel% Sand% Fines
% +3"
CoarseFineCoarseMediumFineSiltClay
0.00.03.82.456.026.111.7
*
SIEVEPERCENTSPEC.PASS?
Material Description
SIZEFINERPERCENT(X=NO)
Brown, Poorly Graded SAND with Silt
.75100.0
.37599.0
#496.2
Atterberg Limits
#1093.8
PL=NP LL=NP PI=NP
#4037.8
#8015.7
Coefficients
#10014.4 D=1.6468 D=1.3755 D=0.7224
908560
D=0.5730 D=0.3415 D=0.1656
#20011.7
503015
D=C=C=
10uc
Classification
USCS=SP-SM AASHTO=A-1-b
Remarks
Sample Obtained 11/28/12
BC-2
*
(no specification provided)
Location:
BC-2
11/28/12
Date:
Sample Number:Depth:
BC-22-3 ft.
GET
Client:
Kimley-Horn and Associates, Inc.
Project:
Benn's Grant Offsite Roadway Improvements
SOLUTIONS, INC.
BC-2A
Project No:Figure
VB12-305G
BEARING RATIO TEST REPORT
VTM-008 (2005)
750
600
)
i
s
p
(
e
c
450
n
a
t
s
i
s
e
R
n
o
i
t
a
r
t
300
e
n
e
P
150
0
00.10.20.30.40.5
Penetration Depth (in.)
MoldedSoakedCBR (%)
LinearityMax.
Surcharge
CorrectionSwell
DensityPercent ofMoistureDensityPercent ofMoisture
(lbs.)
0.10 in.0.20 in.
(in.)(%)
(pcf)Max. Dens.(%)(pcf)Max. Dens.(%)
1
117.4100.511.4117.4100.511.919.431.00.000100
2
3
Max.Optimum
Material Description
USCS
Dens.MoistureLLPI
(pcf)(%)
Brown, Poorly Graded SAND with Silt
SP-SM116.811.9NPNP
Test Description/Remarks:
Project No:
VB12-305G
Project:
Benn's Grant Offsite Roadway Improvements
Location:
BC-2
BC-2
Sample Number:Depth:
BC-22-3 ft.
Resiliency Factor = 3.0
Date:
11/28/12
BEARING RATIO TEST REPORT
GET SOLUTIONS, INC.
Figure
BC-2B
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
135
130
9.6%, 124.7 pcf
f
125
c
p
,
y
t
i
s
n
e
d
y
r
D
120
ZAV for
Sp.G. =
2.70
115
110
3579111315
Water content, %
Test specification:VTM-1 Standard
Elev/ClassificationNat.% >% <
Sp.G.LLPI
DepthUSCSAASHTOMoist.#4No.200
2-4 ft.SMA-1-b6.6NPNP4.818.3
TEST RESULTSMATERIAL DESCRIPTION
Brown, Silty SAND
Maximum dry density = 124.7 pcf
Optimum moisture = 9.6 %
Project No.Client:
VB12-305GKimley-Horn and Associates, Inc.
Remarks:
Project:
Benn's Grant Offsite Roadway Improvements
Sample Obtained 11/27/12
BC-13
Date:
Location:Sample Number:
BC-13BC-13
GET SOLUTIONS, INC.
Figure
BC-13
Particle Size Distribution Report
.
.
n
n..
i000
i
....
nn
00000040
ii
nnnn
iiii8
½/412346112
63211¾½3#########
100
90
80
70
R
E
60
N
I
F
T
N
50
E
C
R
E
40
P
30
20
10
0
1001010.10.010.001
GRAIN SIZE - mm.
% Gravel% Sand% Fines
% +3"
CoarseFineCoarseMediumFineSiltClay
0.00.04.84.550.422.018.3
*
SIEVEPERCENTSPEC.PASS?
Material Description
SIZEFINERPERCENT(X=NO)
Brown, Silty SAND
.75100.0
.37597.2
#495.2
Atterberg Limits
#1090.7
PL=NP LL=NP PI=NP
#4040.3
#8021.4
Coefficients
#10020.2 D=1.9202 D=1.5310 D=0.7301
908560
D=0.5600 D=0.2981 D=
#20018.3
503015
D=C=C=
10uc
Classification
USCS=SM AASHTO=A-1-b
Remarks
Sample Obtained 11/28/12
BC-13
*
(no specification provided)
Location:
BC-13
11/28/12
Date:
Sample Number:Depth:
BC-132-4 ft.
GET
Client:
Kimley-Horn and Associates, Inc.
Project:
Benn's Grant Offsite Roadway Improvements
SOLUTIONS, INC.
BC-13A
Project No:Figure
VB12-305G
BEARING RATIO TEST REPORT
VTM-008 (2005)
750
600
)
i
s
p
(
e
c
450
n
a
t
s
i
s
e
R
n
o
i
t
a
r
t
300
e
n
e
P
150
0
00.10.20.30.40.5
Penetration Depth (in.)
MoldedSoakedCBR (%)
LinearityMax.
Surcharge
CorrectionSwell
DensityPercent ofMoistureDensityPercent ofMoisture
(lbs.)
0.10 in.0.20 in.
(in.)(%)
(pcf)Max. Dens.(%)(pcf)Max. Dens.(%)
1
123.899.39.4123.899.310.028.037.40.000100
2
3
Max.Optimum
Material Description
USCS
Dens.MoistureLLPI
(pcf)(%)
Brown, Silty SAND
SM124.79.6NPNP
Test Description/Remarks:
Project No:
VB12-305G
Project:
Benn's Grant Offsite Roadway Improvements
Location:
BC-13
BC-13
Sample Number:Depth:
BC-132-4 ft.
Resiliency Factor - 3.0
Date:
11/28/12
BEARING RATIO TEST REPORT
GET SOLUTIONS, INC.
Figure
BC-13B
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
126
124
10.1%, 123.6 pcf
ZAV for
Sp.G. =
2.70
f
122
c
p
,
y
t
i
s
n
e
d
y
r
D
120
118
116
4.567.5910.51213.5
Water content, %
Test specification:VTM-1 Standard
Elev/ClassificationNat.% >% <
Sp.G.LLPI
DepthUSCSAASHTOMoist.#4No.200
2-4 ft.SMA-1-b6.3NPNP1.916.3
TEST RESULTSMATERIAL DESCRIPTION
Brown, Silty SAND
Maximum dry density = 123.6 pcf
Optimum moisture = 10.1 %
Project No.Client:
VB12-305GKimley-Horn and Associates, Inc.
Remarks:
Project:
Benn's Grant Offsite Roadway Improvements
Sample Obtained 11/29/12
BC-20
Date:
Location:Sample Number:
BC-20BC-20
GET SOLUTIONS, INC.
Figure
BC-20
Particle Size Distribution Report
.
.
n
n..
i000
i
....
nn
00000040
ii
nnnn
iiii8
½/412346112
63211¾½3#########
100
90
80
70
R
E
60
N
I
F
T
N
50
E
C
R
E
40
P
30
20
10
0
1001010.10.010.001
GRAIN SIZE - mm.
% Gravel% Sand% Fines
% +3"
CoarseFineCoarseMediumFineSiltClay
0.00.01.91.454.825.616.3
*
SIEVEPERCENTSPEC.PASS?
Material Description
SIZEFINERPERCENT(X=NO)
Brown, Silty SAND
.375100.0
#498.1
#1096.7
Atterberg Limits
#4041.9
PL=NP LL=NP PI=NP
#8020.3
#10018.9
Coefficients
#20016.3 D=1.4642 D=1.2462 D=0.6636
908560
D=0.5228 D=0.2953 D=
503015
D=C=C=
10uc
Classification
USCS=SM AASHTO=A-1-b
Remarks
Sample Obtained 11/29/12
BC-20
*
(no specification provided)
Location:
BC-20
11/29/12
Date:
Sample Number:Depth:
BC-202-4 ft.
GET
Client:
Kimley-Horn and Associates, Inc.
Project:
Benn's Grant Offsite Roadway Improvements
SOLUTIONS, INC.
BC-20A
Project No:Figure
VB12-305G
BEARING RATIO TEST REPORT
VTM-008 (2005)
1000
800
)
i
s
p
(
e
c
600
n
a
t
s
i
s
e
R
n
o
i
t
a
r
t
400
e
n
e
P
200
0
00.10.20.30.40.5
Penetration Depth (in.)
MoldedSoakedCBR (%)
LinearityMax.
Surcharge
CorrectionSwell
DensityPercent ofMoistureDensityPercent ofMoisture
(lbs.)
0.10 in.0.20 in.
(in.)(%)
(pcf)Max. Dens.(%)(pcf)Max. Dens.(%)
1
124.6100.89.6124.6100.89.616.234.10.000100
2
3
Max.Optimum
Material Description
USCS
Dens.MoistureLLPI
(pcf)(%)
Brown, Silty SAND
SM123.610.1NPNP
Test Description/Remarks:
Project No:
VB12-305G
Project:
Benn's Grant Offsite Roadway Improvements
Location:
BC-20
BC-20
Sample Number:Depth:
BC-202-4 ft.
Resiliency Factor = 3.0
Date:
11/29/12
BEARING RATIO TEST REPORT
GET SOLUTIONS, INC.
Figure
BC-20B
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
123
121
11.2%, 119.2 pcf
f
119
c
p
,
y
t
i
s
n
e
d
ZAV for
y
r
Sp.G. =
D
117
2.70
115
113
78.51011.51314.516
Water content, %
Test specification:VTM-1 Standard
Elev/ClassificationNat.% >% <
Sp.G.LLPI
DepthUSCSAASHTOMoist.#4No.200
1-3 ft.CL-MLA-4(2)12.42072.167.9
TEST RESULTSMATERIAL DESCRIPTION
Brown, Sandy Silty CLAY
Maximum dry density = 119.2 pcf
Optimum moisture = 11.2 %
Project No.Client:
VB12-305GKimley-Horn and Associates, Inc.
Remarks:
Project:
Benn's Grant Offsite Roadway Improvements
Sample Obtained 11/28/12
BN-8
Date:
Location:Sample Number:
BN-8BN-8
GET SOLUTIONS, INC.
Figure
BN-8
Particle Size Distribution Report
.
.
n
n..
i000
i
....
nn
00000040
ii
nnnn
iiii8
½/412346112
63211¾½3#########
100
90
80
70
R
E
60
N
I
F
T
N
50
E
C
R
E
40
P
30
20
10
0
1001010.10.010.001
GRAIN SIZE - mm.
% Gravel% Sand% Fines
% +3"
CoarseFineCoarseMediumFineSiltClay
0.00.02.10.44.924.767.9
*
SIEVEPERCENTSPEC.PASS?
Material Description
SIZEFINERPERCENT(X=NO)
Brown, Sandy Silty CLAY
.75100.0
.37597.9
#497.9
Atterberg Limits
#1097.5
PL=13 LL=20 PI=7
#4092.6
#8082.2
Coefficients
#10078.9 D=0.3167 D=0.2132 D=
908560
D=D=D=
#20067.9
503015
D=C=C=
10uc
Classification
USCS=CL-ML AASHTO=A-4(2)
Remarks
Sample Obtained 11/28/12
BN-8
*
(no specification provided)
Location:
BN-8
11/28/12
Date:
Sample Number:Depth:
BN-81-3 ft.
GET
Client:
Kimley-Horn and Associates, Inc.
Project:
Benn's Grant Offsite Roadway Improvements
SOLUTIONS, INC.
BN-8A
Project No:Figure
VB12-305G
BEARING RATIO TEST REPORT
VTM-008 (2005)
3501
2800.8
)
i
s
p
(
e
c
2100.6
n
a
)
t
s
%
i
(
s
l
el
e
R
w
n
S
o
i
t
a
r
t
1400.4
e
n
e
P
700.2
00
00.10.20.30.40.5024487296
Penetration Depth (in.)Elapsed Time (hrs)
MoldedSoakedCBR (%)
LinearityMax.
Surcharge
CorrectionSwell
DensityPercent ofMoistureDensityPercent ofMoisture
(lbs.)
0.10 in.0.20 in.
(in.)(%)
(pcf)Max. Dens.(%)(pcf)Max. Dens.(%)
1
118.299.211.3117.498.514.611.413.20.000100.7
2
3
Max.Optimum
Material Description
USCS
Dens.MoistureLLPI
(pcf)(%)
Brown, Sandy Silty CLAY
CL-ML119.211.2207
Test Description/Remarks:
Project No:
VB12-305G
Project:
Benn's Grant Offsite Roadway Improvements
Location:
BN-8
BN-8
Sample Number:Depth:
BN-81-3 ft.
Resiliency Factor = 2.0
Date:
11/28/12
BEARING RATIO TEST REPORT
GET SOLUTIONS, INC.
Figure
BN-8B
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
127.5
10.1%, 125.5 pcf
125
ZAV for
Sp.G. =
2.70
f
122.5
c
p
,
y
t
i
s
n
e
d
y
r
D
120
117.5
115
4.567.5910.51213.5
Water content, %
Test specification:VTM-1 Standard
Elev/ClassificationNat.% >% <
Sp.G.LLPI
DepthUSCSAASHTOMoist.#4No.200
1-2 ft.SC-SMA-4(0)16.41551.045.0
TEST RESULTSMATERIAL DESCRIPTION
Brown, Silty Clayey SAND
Maximum dry density = 125.5 pcf
Optimum moisture = 10.1 %
Project No.Client:
VB12-305GKimley-Horn and Associates, Inc.
Remarks:
Project:
Benn's Grant Offsite Roadway Improvements
Sample Obtained 11/28/12
BNE-3
Date:
Location:Sample Number:
BNE-3BNE-3
GET SOLUTIONS, INC.
Figure
BNE-3
Particle Size Distribution Report
.
.
n
n..
i000
i
....
nn
00000040
ii
nnnn
iiii8
½/412346112
63211¾½3#########
100
90
80
70
R
E
60
N
I
F
T
N
50
E
C
R
E
40
P
30
20
10
0
1001010.10.010.001
GRAIN SIZE - mm.
% Gravel% Sand% Fines
% +3"
CoarseFineCoarseMediumFineSiltClay
0.00.01.00.932.720.445.0
*
SIEVEPERCENTSPEC.PASS?
Material Description
SIZEFINERPERCENT(X=NO)
Brown, Silty Clayey SAND
.375100.0
#499.0
#1098.1
Atterberg Limits
#4065.4
PL=10 LL=15 PI=5
#8048.7
#10047.1
Coefficients
#20045.0 D=1.1514 D=0.9175 D=0.3403
908560
D=0.2008 D=D=
503015
D=C=C=
10uc
Classification
USCS=SC-SM AASHTO=A-4(0)
Remarks
Sample Obtained 11/28/12
BNE-3
*
(no specification provided)
Location:
BNE-3
11/28/12
Date:
Sample Number:Depth:
BNE-31-2 ft.
GET
Client:
Kimley-Horn and Associates, Inc.
Project:
Benn's Grant Offsite Roadway Improvements
SOLUTIONS, INC.
BNE-3A
Project No:Figure
VB12-305G
BEARING RATIO TEST REPORT
VTM-008 (2005)
7500.5
6000.4
)
i
s
p
(
e
c
4500.3
n
a
)
t
s
%
i
(
s
l
el
e
R
w
n
S
o
i
t
a
r
t
3000.2
e
n
e
P
1500.1
00
00.10.20.30.40.5024487296
Penetration Depth (in.)Elapsed Time (hrs)
MoldedSoakedCBR (%)
LinearityMax.
Surcharge
CorrectionSwell
DensityPercent ofMoistureDensityPercent ofMoisture
(lbs.)
0.10 in.0.20 in.
(in.)(%)
(pcf)Max. Dens.(%)(pcf)Max. Dens.(%)
1
124.999.59.8124.699.310.013.222.50.000100.2
2
3
Max.Optimum
Material Description
USCS
Dens.MoistureLLPI
(pcf)(%)
Brown, Silty Clayey SAND
SC-SM125.510.1155
Test Description/Remarks:
Project No:
VB12-305G
Project:
Benn's Grant Offsite Roadway Improvements
Location:
BNE-3
BN-3
Sample Number:Depth:
BNE-31-2 ft.
Resiliency Factor = 2.5
Date:
11/28/12
BEARING RATIO TEST REPORT
GET SOLUTIONS, INC.
Figure
BNE-3B
MOISTURE DENSITY RELATIONSHIP (PROCTOR CURVE)
115
14.9%, 113.6 pcf
113
f
111
c
p
,
y
t
i
ZAV for
s
n
Sp.G. =
e
d
2.70
y
r
D
109
107
105
10.51213.51516.51819.5
Water content, %
Test specification:VTM-1 Standard
Elev/ClassificationNat.% >% <
Sp.G.LLPI
DepthUSCSAASHTOMoist.#4No.200
1-2 ft.CLA-6(4)16.829110.858.0
TEST RESULTSMATERIAL DESCRIPTION
Brown, Sandy Lean CLAY
Maximum dry density = 113.6 pcf
Optimum moisture = 14.9 %
Project No.Client:
VB12-305GKimley-Horn and Associates, Inc.
Remarks:
Project:
Benn's Grant Offsite Roadway Improvements
Sample Obtained 11/28/12
BNE-12
Date:
Location:Sample Number:
BNE-12BNE-12
GET SOLUTIONS, INC.
Figure
BNE-12
Particle Size Distribution Report
.
.
n
n..
i000
i
....
nn
00000040
ii
nnnn
iiii8
½/412346112
63211¾½3#########
100
90
80
70
R
E
60
N
I
F
T
N
50
E
C
R
E
40
P
30
20
10
0
1001010.10.010.001
GRAIN SIZE - mm.
% Gravel% Sand% Fines
% +3"
CoarseFineCoarseMediumFineSiltClay
0.00.00.80.616.124.558.0
*
SIEVEPERCENTSPEC.PASS?
Material Description
SIZEFINERPERCENT(X=NO)
Brown, Sandy Lean CLAY
.375100.0
#499.2
#1098.6
Atterberg Limits
#4082.5
PL=18 LL=29 PI=11
#8066.5
#10063.6
Coefficients
#20058.0 D=0.6964 D=0.4936 D=0.1055
908560
D=D=D=
503015
D=C=C=
10uc
Classification
USCS=CL AASHTO=A-6(4)
Remarks
Sample Obtained 11/28/12
BNE-12
*
(no specification provided)
Location:
BNE-12
11/28/12
Date:
Sample Number:Depth:
BNE-121-2 ft.
GET
Client:
Kimley-Horn and Associates, Inc.
Project:
Benn's Grant Offsite Roadway Improvements
SOLUTIONS, INC.
BNE-12A
Project No:Figure
VB12-305G
BEARING RATIO TEST REPORT
VTM-008 (2005)
1000.5
800.4
)
i
s
p
(
e
c
600.3
n
a
)
t
s
%
i
(
s
l
el
e
R
w
n
S
o
i
t
a
r
t
400.2
e
n
e
P
200.1
00
00.10.20.30.40.5024487296
Penetration Depth (in.)Elapsed Time (hrs)
MoldedSoakedCBR (%)
LinearityMax.
Surcharge
CorrectionSwell
DensityPercent ofMoistureDensityPercent ofMoisture
(lbs.)
0.10 in.0.20 in.
(in.)(%)
(pcf)Max. Dens.(%)(pcf)Max. Dens.(%)
1
114.4100.714.7114.2100.515.93.34.00.000100.2
2
3
Max.Optimum
Material Description
USCS
Dens.MoistureLLPI
(pcf)(%)
Brown, Sandy Lean CLAY
CL113.614.92911
Test Description/Remarks:
Project No:
VB12-305G
Project:
Benn's Grant Offsite Roadway Improvements
Location:
BNE-12
BNE-12
Sample Number:Depth:
BNE-121-2 ft.
Resiliency Factor = 2.5
Date:
11/28/12
BEARING RATIO TEST REPORT
GET SOLUTIONS, INC.
Figure
BNE-12B
APPENDIX VII
EXISTING PAVEMENT CONDITIONS
SUMMARY OF EXISTING PAVEMENT SECTIONS
Project:
Benn's Grant Offsite Roadway Improvements
Client:
Kimley-Horn and Associates, Inc.
Project Location:
Isle of Wight, Virginia
Project Number:
VB12-305G
Aggregate
AsphaltConcrete
BaseSubgrade
Boring Location
Boring IDThicknessThickness
Thickness(USCS)
(in.)(in.)
(in.)
Benn's Church Blvd.
BC-18.50.03.5SM
Benn's Church Blvd.
BC-210.00.01.0SM
Benn's Church Blvd.
BC-313.50.00.0SP-SM
Benn's Church Blvd.
BC-416.50.00.0SM
Benn's Church Blvd.
BC-58.00.03.5SM
Benn's Church Blvd.
BC-610.80.01.0SM
Benn's Church Blvd.
BC-78.00.04.5SM
Benn's Church Blvd.
BC-810.80.00.0SM
Benn's Church Blvd.
BC-98.50.04.0SM
Benn's Church Blvd.
BC-1010.00.00.0SP-SM
Benn's Church Blvd.
BC-1110.00.03.0SM
Benn's Church Blvd.
BC-1211.50.03.0SM
Benn's Church Blvd.
BC-1310.00.08.0SM
Benn's Church Blvd.
BC-1412.00.03.0SM
Benn's Church Blvd.
BC-1510.00.02.5SM
Benn's Church Blvd.
BC-1612.00.03.0SM
Benn's Church Blvd.
BC-1710.50.05.5SM
Benn's Church Blvd.
BC-1812.00.02.0SM
Benn's Church Blvd.
BC-190.00.02.0SM
Benn's Church Blvd.
BC-209.50.02.0SP-SM
Brewers Neck Blvd.
BN-12.50.00.0SM
Brewers Neck Blvd.
BN-212.06.50.0SP-SM
Brewers Neck Blvd.
BN-318.00.00.0SM
Brewers Neck Blvd.
BN-411.56.50.0SM
Brewers Neck Blvd.
BN-519.00.00.0CL
Brewers Neck Blvd.
BN-712.00.05.0SM
Brewers Neck Blvd.
BN-912.00.02.5SM
page 1 of 1
APPENDIX VIII
PAVEMENT DESIGN DATA
WinPAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
Flexible Design Inputs
Kimley-Horn and Associates, Inc.
Agency:
Company:G E T Solutions, Inc.
Contractor:
roject Description:
Benn's Grant Offsite Roadway Improvements
Location:
Benn's Church Blvd., Isle of Wight, Virginia
Flexible Pavement Design/Evaluation
9,388.70psi
Structural NumberSoil Resilient Modulus
4.86
Design ESALs7,672,9294.20
Initial Serviceability
ReliabilitypercentTerminal Serviceability
90.00
2.90
Overall Deviation0.49
Layer Pavement Design/Evaluation
LayerLayerDrainageLayerLayer
MaterialCoefficientCoefficientThicknessSN
0.441.002.000.88
Asphalt Cement Concrete
Asphalt Cement Concrete0.441.003.001.32
Asphalt Cement Concrete0.441.004.001.76
0.121.008.000.96
Graded Stone Base
0.000.000.000.00
0.000.000.000.00
SN4.92
Tuesday, January 15, 2013 8:54:32AMEngineer:C. Caton, P.E.
WinPAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
ESAL Determination by Traffic Factor
Agency:Kimley-Horn and Associates, Inc.
Company:G E T Solutions, Inc.
Contractor:
Project Description:Benn's Grant Offsite Roadway Improvements
Location:Benn's Church Blvd., Isle of Wight, Virginia
Traffic FactorTraffic Input by
inches
Estimated Rigid Thickness8.00Total Traffic 2-way
Estimated Structural Number6.0Design Lane Distribution 90 percent
Terminal Serviceability2.9Directional Distribution 56 percent
Design Life20years
Annual Growth Rate2.50percent
Traffic Input byDay
ESAL Determination by Traffic Input
Traffic Input As
Average Daily Traffic (ADTT)0.00
>Average Daily Traffic (ADT)25,900.00
% of Heavy trucks6.00
ESAL Traffic Factors
Rigid ESAL/Truck1.59
Flexible ESAL/Truck1.05
Total Rigid ESAL11,619,006
Total Flexible ESAL7,672,929
Tuesday, January 15, 2013 8:54:55AM
Engineer:C. Caton, P.E.
WinPAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
Flexible Design Inputs
Kimley-Horn and Associates, Inc.
Agency:
Company:G E T Solutions, Inc.
Contractor:
roject Description:
Benn's Grant Offsite Roadway Improvements
Location:
Brewers Neck Blvd., Isle of Wight, Virginia
Flexible Pavement Design/Evaluation
9,388.70psi
Structural NumberSoil Resilient Modulus
5.02
Design ESALs9,477,8464.20
Initial Serviceability
ReliabilitypercentTerminal Serviceability
90.00
2.90
Overall Deviation0.49
Layer Pavement Design/Evaluation
LayerLayerDrainageLayerLayer
MaterialCoefficientCoefficientThicknessSN
0.441.002.000.88
Asphalt Cement Concrete
Asphalt Cement Concrete0.441.003.001.32
Asphalt Cement Concrete0.441.004.501.98
0.121.008.000.96
Graded Stone Base
0.000.000.000.00
0.000.000.000.00
SN5.14
Tuesday, January 15, 2013 8:56:04AMEngineer:C. Caton, P.E.
WinPAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
ESAL Determination by Traffic Factor
Agency:Kimley-Horn and Associates, Inc.
Company:G E T Solutions, Inc.
Contractor:
Project Description:Benn's Grant Offsite Roadway Improvements
Location:Brewers Neck Blvd., Isle of Wight, Virginia
Traffic FactorTraffic Input by
inches
Estimated Rigid Thickness8.00Total Traffic 2-way
Estimated Structural Number6.0Design Lane Distribution 90 percent
Terminal Serviceability2.9Directional Distribution 65 percent
Design Life20years
Annual Growth Rate4.10percent
Traffic Input byDay
ESAL Determination by Traffic Input
Traffic Input As
Average Daily Traffic (ADTT)0.00
>Average Daily Traffic (ADT)23,400.00
% of Heavy trucks6.00
ESAL Traffic Factors
Rigid ESAL/Truck1.59
Flexible ESAL/Truck1.05
Total Rigid ESAL14,352,167
Total Flexible ESAL9,477,846
Tuesday, January 15, 2013 8:56:17AM
Engineer:C. Caton, P.E.
WinPAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
Flexible Design Inputs
Kimley-Horn and Associates, Inc.
Agency:
Company:G E T Solutions, Inc.
Contractor:
roject Description:
Benn's Grant Offsite Roadway Improvements
Location:
Brewers Neck Blvd. Extended, Isle of Wight, Virginia
Flexible Pavement Design/Evaluation
5,842.00psi
Structural NumberSoil Resilient Modulus
4.56
Design ESALs1,731,3294.20
Initial Serviceability
ReliabilitypercentTerminal Serviceability
90.00
2.90
Overall Deviation0.49
Layer Pavement Design/Evaluation
LayerLayerDrainageLayerLayer
MaterialCoefficientCoefficientThicknessSN
0.441.002.000.88
Asphalt Cement Concrete
Asphalt Cement Concrete0.441.003.001.32
Asphalt Cement Concrete0.441.004.001.76
0.121.008.000.96
Graded Stone Base
0.000.000.000.00
0.000.000.000.00
SN4.92
Tuesday, January 15, 2013 8:55:16AMEngineer:C. Caton, P.E.
WinPAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
ESAL Determination by Traffic Factor
Agency:Kimley-Horn and Associates, Inc.
Company:G E T Solutions, Inc.
Contractor:
Project Description:Benn's Grant Offsite Roadway Improvements
Location:Brewers Neck Blvd. Extended, Isle of Wight, Virginia
Traffic FactorTraffic Input by
inches
Estimated Rigid Thickness8.00Total Traffic 2-way
Estimated Structural Number6.0Design Lane Distribution 90 percent
Terminal Serviceability2.9Directional Distribution 57 percent
Design Life20years
Annual Growth Rate0.00percent
Traffic Input byDay
ESAL Determination by Traffic Input
Traffic Input As
Average Daily Traffic (ADTT)0.00
>Average Daily Traffic (ADT)22,000.00
% of Heavy trucks2.00
ESAL Traffic Factors
Rigid ESAL/Truck1.59
Flexible ESAL/Truck1.05
Total Rigid ESAL2,621,727
Total Flexible ESAL1,731,329
Tuesday, January 15, 2013 8:55:29AM
Engineer:C. Caton, P.E.
WinPAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
Flexible Design Inputs
Kimley-Horn and Associates, Inc.
Agency:
Company:G E T Solutions, Inc.
Contractor:
roject Description:
Benn's Grant Offsite Roadway Improvements
Location:
Mill and Overlay Benn's Church Blvd., Isle of Wight, Virginia
Flexible Pavement Design/Evaluation
9,388.70psi
Structural NumberSoil Resilient Modulus
4.86
Design ESALs7,672,9294.20
Initial Serviceability
ReliabilitypercentTerminal Serviceability
90.00
2.90
Overall Deviation0.49
Layer Pavement Design/Evaluation
LayerLayerDrainageLayerLayer
MaterialCoefficientCoefficientThicknessSN
0.441.003.001.32
Asphalt Cement Concrete
Asphalt Cement Concrete0.351.009.503.33
Graded Stone Base0.101.002.500.25
0.000.000.000.00
0.000.000.000.00
0.000.000.000.00
SN4.90
Tuesday, January 15, 2013 8:56:35AMEngineer:C. Caton, P.E.
WinPAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
ESAL Determination by Traffic Factor
Agency:Kimley-Horn and Associates, Inc.
Company:G E T Solutions, Inc.
Contractor:
Project Description:Benn's Grant Offsite Roadway Improvements
Location:Mill and Overlay Benn's Church Blvd., Isle of Wight, Virginia
Traffic FactorTraffic Input by
inches
Estimated Rigid Thickness8.00Total Traffic 2-way
Estimated Structural Number6.0Design Lane Distribution 90 percent
Terminal Serviceability2.9Directional Distribution 56 percent
Design Life20years
Annual Growth Rate2.50percent
Traffic Input byDay
ESAL Determination by Traffic Input
Traffic Input As
Average Daily Traffic (ADTT)0.00
>Average Daily Traffic (ADT)25,900.00
% of Heavy trucks6.00
ESAL Traffic Factors
Rigid ESAL/Truck1.59
Flexible ESAL/Truck1.05
Total Rigid ESAL11,619,006
Total Flexible ESAL7,672,929
Tuesday, January 15, 2013 8:56:58AM
Engineer:C. Caton, P.E.
WinPAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
Flexible Design Inputs
Kimley-Horn and Associates, Inc.
Agency:
Company:G E T Solutions, Inc.
Contractor:
roject Description:
Benn's Grant Offsite Roadway Improvements
Location:
Mill and Overlay Brewers Neck Blvd., Isle of Wight, Virginia
Flexible Pavement Design/Evaluation
9,388.70psi
Structural NumberSoil Resilient Modulus
5.02
Design ESALs9,477,8464.20
Initial Serviceability
ReliabilitypercentTerminal Serviceability
90.00
2.90
Overall Deviation0.49
Layer Pavement Design/Evaluation
LayerLayerDrainageLayerLayer
MaterialCoefficientCoefficientThicknessSN
0.441.002.501.10
Asphalt Cement Concrete
Asphalt Cement Concrete0.351.0011.504.03
Graded Stone Base0.101.000.000.00
0.000.000.000.00
0.000.000.000.00
0.000.000.000.00
SN5.13
Tuesday, January 15, 2013 8:57:14AMEngineer:C. Caton, P.E.
WinPAS
Pavement Thickness Design According to
1993 AASHTO Guide for Design of Pavements Structures
American Concrete Pavement Association
ESAL Determination by Traffic Factor
Agency:Kimley-Horn and Associates, Inc.
Company:G E T Solutions, Inc.
Contractor:
Project Description:Benn's Grant Offsite Roadway Improvements
Location:Mill and Overlay Brewers Neck Blvd., Isle of Wight, Virginia
Traffic FactorTraffic Input by
inches
Estimated Rigid Thickness8.00Total Traffic 2-way
Estimated Structural Number6.0Design Lane Distribution 90 percent
Terminal Serviceability2.9Directional Distribution 65 percent
Design Life20years
Annual Growth Rate4.10percent
Traffic Input byDay
ESAL Determination by Traffic Input
Traffic Input As
Average Daily Traffic (ADTT)0.00
>Average Daily Traffic (ADT)23,400.00
% of Heavy trucks6.00
ESAL Traffic Factors
Rigid ESAL/Truck1.59
Flexible ESAL/Truck1.05
Total Rigid ESAL14,352,167
Total Flexible ESAL9,477,846
Tuesday, January 15, 2013 8:57:29AM
Engineer:C. Caton, P.E.
INVITATION FOR BID
ISLE OF WIGHT COUNTY, VIRGINIA
RECONFIGURATION OF ROUTE 10/258 INTERSECTION
AT BENNS CHURCH BOULEVARD
15-4110-18
IFB #
VDOT State Project Number: 0010-046-R10, C501
UPC # 98244
FHWA 534 No.: 12003
ADDENDUM #1
This addendum must accompany your submittal and be acknowledged as included in your
bid.
___________________________________
Acknowledged by:
Date: ___________________
A new SCHEDULE OF UNIT PRICES is attached. For any who would like that in Excel,
please email me your request and Ill send it off to you. mcoburn@isleofwightus.net
This bid requires bidders to elect or refuse the use of an escrow account for retainage. If
the successful bidder has selected to use escrow, another form will have to be filled out
after the award of the projectow, we will not
require the use of the second form. The following escrow selection form shall be added and
is part of the bid:
NOTICE OF ESCROW OPTION
IF THIS IS A BID FOR CONSTRUCTION, AS DEFINED IN VIRGINIA
CODE SECTION 2.2-4334, IN THE AMOUNT OF $200,000.00 OR MORE,
I/WE ELECT TO UTILIZE THE ESCROW ACCOUNT PROCEDURE
DESCRIBED IN THE PROVISIONS OF THIS BID IF DETERMINED TO BE
THE SUCCESSFUL LOW BIDDER(S)
INTEREST ON RETAINAGE:
At the time the Contractor submits a bid, the Contractor shall have the option to use the
escrow account procedure for utilization of County retained funds by so indicating in
the space provided in the bid documents. In the event the Contractor elects to use the
escrow account procedure, the "Escrow Agreement" form included in the Bid and
Contract shall be executed and submitted to the County within 15 calendar days after
notification of award of the bid. If the "Escrow Agreement" form is not submitted as
noted herein, the Contractor shall forfeit such rights to the use of the escrow account
procedure. In order to have retained funds paid to an escrow agent, the Contractor, the
escrow agent and the surety shall execute an "Escrow Agreement" form and submit
same to the County for approval. The Contractor's escrow agent shall be a trust
company, bank or savings and loan institution with its principal office located in the
Commonwealth of Virginia. The "Escrow Agreement" form shall contain the complete
address of the escrow agent and surety, and the executed "Escrow Agreement" will be
authority for the County to make payment of retained funds to the escrow agent. After
approving the agreement, the County will pay to the escrow agent the funds retained as
provided herein except that funds retained for lack of progress or other deficiencies on
the part of the Contractor will not be paid to the escrow agent. The escrow agent may,
in accordance with the stipulations contained in the "Escrow Agreement", invest the
funds paid into the escrow account and pay earnings on such investments to the
Contractor or release the funds to the Contractor provided such funds are fully secured
by approved securities.
Retained funds invested and securities held as collateral for retainage may be released
only as and when directed by the County. When the final estimate is released for
payment by voucher, the County will direct the escrow agent to settle the escrow
account by paying the Contractor or the County monies due them as determined by the
County. The County reserves the right to recall retained funds and to release same to
the surety upon receipt of written request from the Contractor or in the event of default.
This section shall be applicable only to contracts for $200,000.00, or more, for the
construction of highways, roads, streets, bridges, parking lots, demolition, clearing,
grading, excavating, paving, pile driving, miscellaneous drainage structures, and the
installation of water, gas, sewer lines, and pumping stations.
This section shall not apply to contracts for construction for railroads, public transit
systems, runways, dams, foundations, installation or maintenance of power systems for
the generation and primary and secondary distribution of electric current ahead of the
customer's meter, the installation or maintenance of telephone, telegraph, or signal
systems for public utilities and the construction or maintenance of solid waste or
recycling facilities and treatment plants.
If this contract includes payment of interest on retained funds, the contractor, exclusive
of reasonable circumstances beyond the control of the contractor stated in the contract,
shall pay the specified penalty for each day exceeding the completion date stated in the
contract.
Any subcontract for such public project, which provides for similar progress payments,
shall be subject to the provisions of this section.
General Comments:
1.The project includes ONLY state and local funds, so no federal EEO, DBE, or other civil
rights documentation (including certified payrolls) will be required. HOWEVER, all subs
will still have to be state certified and on approved vender list.
2.
(as shown) using standard Entrance Type IV pavement material and extend all the way to the
church parking lot (shown on sheet 21). The final location will be determined in direct
coordination with County staff before installation.
concrete apron.
3.Structures 5-3 and 8-2 have been called out as pre-cast structures. The contractor shall
submit special design drawings from the pre-caster for review.
4.The Bid Form is being provided in both PDF and Excel format. The Contractor may choose
to use the Excel version at his/her own risk and is responsible for all formulas and total
dollar amounts submitted. The spreadsheet has been locked and only allows the input of unit
prices and updates to formulas as needed in the appropriate cells. The item numbers,
descriptions and quantities should not be able to be modified.
1.
Bid Item #87 Indicates 1 Section Traffic Signal Head Assembly. Is this correct?
Response: A single section traffic signal head assembly is no longer a part of this project. This
pay item has been removed from the bid tabs.
2.
Bid Item #93 indicates Signal Junction Box VDOT Standard. The General Notes on plan
sheet1 #17, Note #15 indicates all junction boxes to be JB-S1 unless otherwise noted. No other
sizes of junction boxes are indicated. Normally, the junction box closest to the controller
cabinet is a JB-S3. Are all junction boxes to be JB-S1?
Response: Additional labels have been added to the plans denoting locations where junction
boxes other than VDOT STD. JB-S1 are required. VDOT STD. JB-S3 has been added as a pay item
to the bid tabs.
3.
Bid Item #98 and #103 indicate the same material, 1c/14 AWG Conductor Cable. Is this
correct?
Response: Pay item list has been revised to show one pay item for 1c/14 AWG Conductor Cable.
The quantity has been confirmed.
4.
Bid Item #99 Conductor Cable 2c/14 AWG Shielded. There is a quantity of 6098 LF in the
Schedule of Unit Prices but none shown on the traffic signal plans. Is this related to question
#3 above
Response: 2c/14 AWG Shielded shall remain a pay item. The quantity has been confirmed in the
bid tabs. The plans have been revised to denote locations of 2c/14 AWG shielded conductors.
5.
Bid Item #106 VDOT Traffic Signal Construction Inspection. What will VDOT charge for
the inspection fee for the three new traffic signal systems?
Response: The pay item for VDOT Traffic Signal Construction Inspection has been removed from
the contract.
6.
Plan sheets #18, #19 and #20 show a UPS Back Up System for the traffic signal system, yet
there is not bid item for this equipment. Are UPS Back Up Systems required?
Response: UPS Back Up System has been added as a pay item to the bid tabs.
7.
If UPS back up systems are required, will they be installed on concrete foundations or
mounted on the side of the traffic signal controller? Plan sheet #19 and #20 indicate mounting
on foundations and Plan sheet #18 indicates side mounting to the controller cabinet.
Response: UPS Back Up Systems are required for the traffic signals. A note has been added to
the Signal General Notes Sheet, Sheet 17, detailing how UPS Back Up Systems shall be installed.
8.
There is no bid item for removal of the existing traffic signal equipment. How will payment be
made for this work?
Response: Removal and Salvage of Existing Traffic Signal Equipment has been added as a pay
item to the bid tabs.
9.
There is no bid item for Temporary Signalization. Will this work be required?
Response: Minor temporary signalization measures will be required during construction.
Temporary signalization will not be a pay item included in this contract and will be considered
incidental to other signal items. It is anticipated that existing signal poles, mast arms, signal
heads and other traffic signal equipment can be utilized during all phases of construction.
10.
made for this work?
Response: as a pay item to the bid tabs.
11.
There is no pay item for loop detector amplifiers for the vehicle loop detectors. How will
payment be made for this work?
Response: Loop detector amplifiers have been added as a pay item to the bid tabs.
12.
There is no pay item for saw cut for the vehicle loop detectors. How will payment be made for
this work?
Response: The Saw cut pay item was provided under the Demolition Section on bid tabs. The
quantity has been revised to include saw cut length required for both pavement widening and
loop detector installation.
13.
Bid Item #92 Electric Service VDOT Standard SE-3. Is this electric service type A or B?
Response: Electrical Service shall be VDOT Standard SE-3, Type A for all traffic signal locations.
Additional notes have been added to the plans clarifying the electrical service.
14.
Bid
on plan sheets #18, #19 and #20 indicates 1-
Response:
15.
Plan sheet #19 indicates the proposed electric service conduit is to connect to the relocated
power pole. How is this connection to be made? Is a riser conduit and weatherhead required?
Response: Electrical Service shall by VDOT Standard SE-3, Type A for all traffic signal locations.
Service connection between existing power pole and proposed signal pole shall be in accordance
with VDOT standard detail SE-3 for a Type A connection.
16.
Bid Items #83, #84 and #85 Concrete Signal Pole Foundations have a unit measure of Lump
Sum. As the size of these foundations is not determined until the signal poles are purchased
and the foundation designs determined by a Professional Engineer, can these items be changed
to Cubic Yards to reflect the actual size of the design?
Response: A note has been added to the General Notes page regarding the lump sum pay item
and what is included in this pay item. This item shall remain a lump sum pay item.
17.
There is no pay item for Soil Borings for the design of the Concrete Signal Pole Foundation.
How will payment be made for this work?
Response: Soil borings, which can be used for the signal pole foundation designs, have been
provided in the contract documents, within the geotechnical investigation report. For this
project, Concrete Signal Pole Foundations are paid for as lump sum for each intersection. A note
has been added to the General Notes page regarding the lump sum pay item.
18.
Does the County of Isle of Wight have any special provision for the Traffic Signal Equipment
or is all equipment to meet VDOT specifications?
Response: Traffic Signal Equipment shall meet all VDOT standards and specifications.
19.Post installation inspection, is this a contract requirement? How will it be paid?
Response: Post Installation Inspection has been added as a pay item per Specifications Section
302.
20.What permits will the Contractor be responsible for obtaining?
Response: Contractor is responsible for obtaining all necessary permits to complete the work.
The County intends to request a Land Use Permit from VDOT for the project. The County has also
received environmental permits for wetland impacts and these permits have been provided in
the contract documents. The Contractor shall be responsible for obtaining a General Permit for
construction activities and preparing a Stormwater Pollution Prevention Plan (SWPPP) for the
project. If additional information is required in preparation of the SWPPP, the Contractor shall
submit the request in writing to the Engineer.
21.Utility sheet #21 of the plan drawings has 4 topic lines directing the contractor to perform
various activities. There is insufficient information regarding the scope of work i.e. material
types, quantity, size, location etc. to apply accurate pricing for these 4 items. How will these
noted activities be paid?
Response: Additional notes have been added to Plan Sheet 21 and 21A detailing the utility work
to be performed. Additional pay items have been added to the bid tabs to handle payment for
work performed on the utility installation items.
SCHEDULE OF UNIT PRICES
PROJECT: Reconfiguration of Route 10/258 Intersection at Benns Church Boulevard
UPC # 98244
Isle of Wight IFB No.: 15-4110-18
ITEM
ITEM DESCRIPTIONQUANTITYUNIT UNIT PRICE IN FIGURES TOTAL ITEM PRICE IN FIGURES
NO.
EARTHWORK/PRELIMINARY SITE WORK
1Mobilization1LS$ -
2
Construction Surveying1LS$ -
3
Field Office Type I8MO$ -
4
Clearing and Grubbing4AC$ -
5Regular Excavation16240CY$ -
6Borrow Excavation2490CY$ -
7Storm Water Management Basin Excavation8880CY$ -
PAVEMENT
8Asphalt Concrete Type SM-12.5D7124TON$ -
9
Asphalt Concrete Type IM-19.0D3447TON$ -
10
Asphalt Concrete Base Course Type BM-25.0A4610TON$ -
11
Untreated Aggregate Type 1 No. 21A or 21B10421TON$ -
12
Geotextile Fabric (Subgrade Stabilization)15481SY$ -
13
Crusher Run Aggregate No. 25 or 2693TON$ -
14
Flexible Pavement Planing, 2" Depth16750SY$ -
INCIDENTALS
15
Comb. Curb & Gutter CG-7240LF$ -
16Rad. Comb. Curb & Gutter CG-6115LF$ -
17
Rad. Camb. Curb & Gutter CG-7355LF$ -
18Entrance Gutter CG-9D20SY$ -
19CG-12 Detectable Warning Surface3SY$ -
20Hydraulic Cement Concrete Sidewalk, 4"18SY$ -
21Median Strip MS-1146SY$ -
22Median Strip MS-1A69SY$ -
23Median Strip MS-21500LF$ -
24Guadrail GR-2315LF$ -
25Radial Guardrail GR-270LF$ -
26Guadrail GR-92EA$ -
27Guardrail GR-112EA$ -
DEMOLITION
28Obscure Pavement12.1UNIT$ -
29Demolition of Pavement, Flexible1350SY$ -
30Sawcut7000LF$ -
DRAINAGE
31Storm Sewer Pipe 15"482LF$ -
32Storm Sewer Pipe 18"130LF$ -
3324" Concrete Pipe8LF$ -
34Storm Sewer Pipe 24"58LF$ -
35Storm Sewer Pipe 30"954LF$ -
36Storm Sewer Pipe 36"140LF$ -
37Elliptical Conc Pipe 34" x 22" 62LF$ -
March, 201513
ddendum No. 1
A
SCHEDULE OF UNIT PRICES
PROJECT: Reconfiguration of Route 10/258 Intersection at Benns Church Boulevard
UPC # 98244
Isle of Wight IFB No.: 15-4110-18
ITEM
ITEM DESCRIPTIONQUANTITYUNIT UNIT PRICE IN FIGURES TOTAL ITEM PRICE IN FIGURES
NO.
38Elliptical Conc Pipe 38" x 24" 727LF$ -
39Post Installation Inspection250LF$ -
4015" End Section, ES-12EA$ -
4118" End Section, ES-12EA$ -
4236" End Section, ES-11EA$ -
43Concrete Class A3 Misc.22CY$ -
44
Reinforcing Steel5024LBS$ -
45Endwall Pipe Grate EW-11 Type II24LF$ -
46
Endwall Pipe Grate EW-11 Type III72LF$ -
47
Endwall Grate and Frame EW-11A10EA$ -
48Drop Inlet, DI-13EA$ -
49Drop Inlet DI-3B, L=6'1EA$ -
50Drop Inlet DI-3B, L=10'2EA$ -
51Drop Inlet DI-3BB, L=12'1EA$ -
52Drop Inlet DI-3BB, L=14'1EA$ -
53Drop Inlet DI-3BB, L=16'1EA$ -
54Drop Inlet DI-4B, L=10'1EA$ -
55Drop Inlet DI-4C, L=12'1EA$ -
56Drop Inlet DI-71EA$ -
57Manhole MH-24LF$ -
58Manhole MH-1 or 27LF$ -
59Frame and Cover MH-13EA$ -
60NS Modify Exist. Drop Inlet1EA$ -
61Stormwater Management Drainage Structure5.5LF$ -
SIGNING AND MARKING PLAN
62Type B, Class 1, Pavement Line Marking, 6"27305LF$ -
63Type B, Class 1, Pavement Line Marking, 12"475LF$ -
64Type B, Class 1, Pavement Line Marking, 24"493LF$ -
65Pavement Message Marking, Elongated Arrow, Single41EA$ -
66Pavement Message Marking, Elongated Arrow, Double3EA$ -
67Sign Panel446SF$ -
68Sign Post, STP-1, 2 1/2"252LF$ -
69Concrete Foundation, STP-121EA$ -
70Wood Sign Post 6" x 6"105LF$ -
71NS Relocate Sign8EA$ -
72NS Remove Sign7EA$ -
SIGNAL DESIGN
73Controller (Controller and Cabinet Installed on Foundation)3EA$ -
74Concrete Foundation, Standard CF-1, Traffic Control Cabinet3EA$ -
75UPS Cabinet3EA$ -
76Pedestrian Push Button2EA$ -
77MP-1 Signal Pole 30' w/ 30' Mast Arm and w/ 35' Mast Arm1EA$ -
78MP-1 Signal Pole 30' w/ 45' Mast Arm 1EA$ -
March, 201514
ddendum No. 1
A
SCHEDULE OF UNIT PRICES
PROJECT: Reconfiguration of Route 10/258 Intersection at Benns Church Boulevard
UPC # 98244
Isle of Wight IFB No.: 15-4110-18
ITEM
ITEM DESCRIPTIONQUANTITYUNIT UNIT PRICE IN FIGURES TOTAL ITEM PRICE IN FIGURES
NO.
79MP-1 Signal Pole 30' w/ 50' Mast Arm 1EA$ -
80MP-1 Signal Pole 30' w/ 60' Mast Arm 2EA$ -
81MP-1 Signal Pole 30' w/ 65' Mast Arm 1EA$ -
82MP-1 Signal Pole 30' w/ 70' Mast Arm 2EA$ -
83MP-1 Signal Pole 30' w/ 75' Mast Arm 1EA$ -
84MP-1 Signal Pole 30' w/ 80' Mast Arm 1EA$ -
Concrete Signal Pole Foundation, VDOT Standard PF-8, 2 Foundations,
85Benns Church Blvd and Brewers Neck Blvd Intersection1LS$ -
Concrete Signal Pole Foundation, VDOT Standard PF-8, 4 Foundations,
86Brewers Neck Blvd and Brewers Neck Extended Intersection1LS$ -
Concrete Signal Pole Foundation, VDOT Standard PF-8, 4 Foundations,
87Benns Church Blvd and Brewers Neck Extended Intersection1LS$ -
88Pedestrian Signal Head and Assembly, Countdown LED Hand/Man Symbol2EA$ -
89Traffic Signal Head Assembly, LED 3 Section 12" 33EA$ -
90Traffic Signal Head Assembly, LED 5 Section 12" 1EA$ -
91Emergency Pre-emption Equipment, One-Way11EA$ -
92Emergency Pre-emption Detector Cable 2500LF$ -
93Electrical Service, VDOT Standard SE-3, Type A3EA$ -
94Signal Junction Box, VDOT Standard JB-S122EA$ -
95Signal Junction Box, VDOT Standard JB-S33EA$ -
96Loop Detector Amplifier18EA$ -
97Conduit, PVC, 1"250LF$ -
98Conduit, PVC, 3"604LF$ -
99Conduit, HDPE, 3", Bored2400LF$ -
100Conduit, Metal, 1 1/4"200LF$ -
101Conductor Cable, 1C/6 AWG 1725LF$ -
102Conductor Cable, 1C/14 AWG 11430LF$ -
103Conductor Cable, 2C/14 AWG Shielded 7380LF$ -
104Conductor Cable, 3C/14 AWG 270LF$ -
105Conductor Cable, 5C/14 AWG5100LF$ -
106Conductor Cable, 7C/14 AWG205LF$ -
107Trench Excavation, EC-1804LF$ -
108Sign Panel230SF$ -
109Remove and Salvage Existing Traffic Signal Equipment1LS$ -
$
110Ethernet Radio3EA-
111Radio Antenna Cable530LF$ -
EROSION AND SEDIMENT CONTROL
112Eros. Contr. Stone Cl. A1, EC-128TON$ -
113Eros. Contr. Stone Cl. 1, EC-132TON$ -
114Construction Entrance2EA$ -
115Topsoil Class A4ACRE$ -
116Regular Seed840LBS$ -
117Overseeding840LBS$ -
118Fertilizer (15-30-15)2TON$ -
119Lime14TON$ -
March, 201515
ddendum No. 1
A
SCHEDULE OF UNIT PRICES
PROJECT: Reconfiguration of Route 10/258 Intersection at Benns Church Boulevard
UPC # 98244
Isle of Wight IFB No.: 15-4110-18
ITEM
ITEM DESCRIPTIONQUANTITYUNIT UNIT PRICE IN FIGURES TOTAL ITEM PRICE IN FIGURES
NO.
120Siltation Control Excavation1832CY$ -
121Inlet Protection, Type A5EA$ -
122Inlet Protection, Type B9EA$ -
123Rock Check Dam27EA$ -
124EC-2 Ditch Lining 7920SY$ -
125EC-3 Ditch Lining 1980SY$ -
126Mowing120HR$ -
127Clay Liner 12"2600SY$ -
128Temporary Silt Fence10000LF$ -
TEMPORARY TRAFFIC CONTROL
129Allaying Dust200HR$ -
130Group 2 Channelizing Devices30680DAY$ -
131Type 3 Barricade20EA$ -
132Electronic Arrow4500HR$ -
133Truck Mounted Attenuator4500HR$ -
134Portable Changeable Message Sign750HR$ -
135Flagger Service300HR$ -
136Police Flagger Service300HR$ -
137Eradication of Existing Pavement Markings11500LF$ -
138Construction Pavement Marking (TY. D) 4"2500LF$ -
139Construction Pavement Marking (TY. D) 6"28210LF$ -
140Construction Pavement Marking (TY. D) 24"217LF$ -
141Construction Sign904SF$ -
142Const Pave Mark Elong Arrow Single23EA$ -
143Const Pave Mark Elong Arrow Double3EA$ -
UTILITY
144Remove and Replace Exist. Fire Hydrant1EA$ -
145Remove, Salvage, and Deliver Existing Well Lot Equipment1LS$ -
146Remove, Salvage, and Deliver Existing Transformers (2)1LS$ -
147Abandon Existing Well1LS$ -
148Plug Existing 6" Waterline2EA$ -
149Abandon Existing 6" Waterline3000LF$ -
1501" Copper Pipe, Service Line325LF$ -
1511" Gate Valve1EA$ -
$
1528" Ductile Iron Pipe, Fire Flow Line325LF-
1538" Gate Valve1EA$ -
1541" Water Meter1EA$ -
155Water Service Connection1LS$ -
156Relocate Exist. Water Meter2EA$ -
TOTAL BID$ -
March, 201516
ddendum No. 1
A
WFSU/!TDBMF!2#>3/6(
IPS\[/!TDBMF!2#>36(
242,357.0077,098.0037,588.3233,264.00249,284.0050,696.40176,445.60578,397.56279,275.94352,526.70317,944.7126,472.516,244.0233,667.505,025.602,409.257,969.751,787.00708.84834.3023,665.1411,818.3257,66
0.005,588.101,397.205,100.481,663.209,543.159,612.009,730.0053,444.1615,134.601,330.5612,862.08200,979.1844,241.4014,436.70181,371.96
Total Item Price in
Figures
$ $
$ $ $ $ $ $ $ $ $ $ $
$ $
Branscome Inc.
$ $ $ $ $ $ $ $ $ $ $ $
$ $
$ $ $ $ $ $ $ $ $
242,357.0077,098.004,698.548,316.0015.3520.3619.8781.1981.0276.4730.511.7167.142.0120.9420.9522.4589.35236.2846.35162.09171.2838.4417.7419.962,550.24831.60788.697.121.39110.88116.42166.32221.76210.67
316.01232.85249.48
Unit Price in
Figures
Project: Reconfiguration of Route 10/258 Intersection at Benn's Church Boulevard (UPC # 98244)
357,829.14132,000.008,000.00180,000.00389,760.0079,680.00195,360.00584,168.00282,654.00354,970.00291,788.0032,510.102,976.0046,062.504,080.001,955.006,035.002,000.00600.00810.0020,732.0010,005.0048,0
00.005,670.001,400.004,800.001,600.002,420.008,100.0049,000.0019,280.008,060.00880.003,596.0090,630.0016,100.0012,400.00112,685.00
Howard Brothers Contractor Inc.
Total Item Price in
Figures
$ $ $
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357,829.14132,000.001,000.0045,000.002,400.00
24.0032.0022.0082.0082.0077.0028.002.1032.002.7517.0017.0017.00100.00200.0045.00142.00145.0032.0018.0020.00800.00200.006.007.0040.0062.00110.0062.0095.00115.00200.00155.00
Unit Price in
Figures
Isle of Wight IFB No: 15-4110-18
BID COMPARISON
254,000.0055,000.0035,200.00100,000.00162,400.0042,330.00142,080.00591,292.00299,889.00364,190.00302,209.0046,443.003,441.0037,687.506,240.002,990.009,230.004,800.002,250.0024,820.0011,730.0069,000.0
08,505.001,750.005,000.005,400.0010,890.009,450.0056,000.0041,452.0020,150.002,880.007,424.00131,652.0020,580.0022,630.00170,845.00
660.00
Total Item Price in
Curtis Contracting, Inc.
Figures
$
$ $ $ $ $ $ $ $ $ $ $
$ $
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$ $
$ $ $ $ $ $ $ $ $ $
254,000.0055,000.004,400.0025,000.0010.0017.0016.0083.0087.0079.0029.003.0037.002.2526.0026.0026.00240.00220.00125.00170.00170.0046.0027.0025.002,500.002,700.00900.007.008.0086.00155.00360.00128.0013
8.00147.00365.00235.00
Unit Price in
Figures
220,929.2850,000.0054,328.0833,169.16284,849.6045,641.7081,163.20639,521.48308,782.26389,775.50296,685.878,978.983,854.8555,610.004,831.202,316.107,146.151,530.00776.82758.8813,972.2010,238.9148,270.
006,268.501,702.405,417.641,769.0416,099.1717,050.5048,440.0032,462.7015,325.704,325.844,996.70118,400.9418,649.4014,357.96135,149.30
Total Item Price in
Figures
$ $
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$
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$ $ $ $
E.V. Williams
$ $ $ $ $ $ $ $
220,929.2850,000.006,791.018,292.292,708.821,330.51
17.5418.339.1489.7789.5884.5528.470.5841.453.3220.1320.1420.1376.50258.9442.1695.70148.3932.1819.9024.32884.5212.636.9267.35117.89540.7386.15124.11133.21231.58185.90
Unit Price in
Figures
Unit
16240104211548116750
24908880712434474610150013507000
12.1
Qty
240115355146315482130954140727
93201869705862
11843228
Item No.
1011121314151617181920212223242526272829303132333435363738
123456789
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$
11.091,330.561,663.203,326.403,326.403.881,552.321,995.848,316.003,548.165,322.246,652.8110,533.6110,810.8111,642.419,424.8111,642.417,207.211,995.841,441.44831.605,544.001,995.840.651.613.3855.4483.
1612.2015.52332.645.54166.3272.0725,965.892,679.9712,268.29268.0015,841.5711,613.1813,102.0514,769.5915,782.0316,973.1217,985.5522,630.82
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1,500.002,200.001,800.002,600.002,800.004,100.005,900.006,600.006,800.005,000.005,300.003,100.002,000.006,300.0022,018.002,272.5010,403.0013,433.009,847.5011,110.0012,254.0013,382.5014,392.5015,251.0
019,190.00
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$
$
3.00460.00515.00975.006,000.001.0024.0024.00600.004,500.005,100.006,900.008,200.009,300.009,000.007,200.008,300.006,000.002,000.001,200.00570.002,850.001,550.000.701.653.5057.0065.0012.5016.00340.006
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1,028.841,158.251,957.807,500.003,441.555,189.795,649.007,466.768,930.7310,477.527,550.787,581.435,984.011,408.161,476.492,946.193,000.0024,935.132,573.5811,781.2715,212.7211,152.1812,581.9514,183.29
15,155.5216,299.3417,271.5921,732.46
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18,819.3150,026.0250,026.02869.50762.301,566.292,382.192.022,501.301,036.251,596.07268.0017.872.6817.8714.291.310.601.491.792.022.029.8358.366,431.928,099.452.98109.34103.803,650.575,358.4712.2017.74
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18,000.0047,850.0047,850.00830.00730.001,500.002,300.002.002,400.001,000.001,500.00260.0017.003.0017.0013.751.250.601.401.702.002.009.5056.006,150.007,750.003.0096.0096.004,150.0015,600.0017.007.002,
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