B.08.03 Amendment 0003.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

Flood Repairs located at Fort Leavenw orth, Kansas

Purpose of this amendment is to Update Clin Structure and to Update Construction Document dated Aug 31, 2020

See SF 30 Block 14 continuation

The proposal due date remain the same September 08, 2020 at 11:00 A.M. local time.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 9

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 01-Sep-2020

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street , County, State and Zip Code) X W912DQ20R4021

X 9B. DATED (SEE ITEM 11)

06-Aug-2020

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 0 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

01-Sep-2020

CODE

USACE, KANSAS CITY +

FEDERAL BLDG. CT-M RM 647; 601 E 12TH ST

KANSAS CITY MO 64106-2896

W912DQ 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W912DQ20R4021

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

The following items are applicable to this modification:

AMENDMENT 0007

The solicitation is amended as follows:

Deleted text is shown with a strikethrough. Added text is shown with underline.

1. Update the CLINs schedule Section 00 10 00.

2. Updated Construction Document, dated August 31, 2020

3. Offerors are required to acknowledge receipt of this amendment on the Bidding Form in the space provided. Failure to acknowledge all amendments may cause rejection of the bid.

4. Proposal due date remains the same: September 08, 2020, at 11:00 a.m local time.

Section 00 10 00 - Solicitation

ITEM NO SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

0001 1 Job Northwest Levee Extension

FFP

Northwest Levee Extension - Includes all pricing related to the construction of the Northwest Levee Extension per the contract documents.

FOB: Destination

NET AMT

0002 1 Job Chief J. Lane & Quarry Creek Diversion

FFP

Chief Joseph Lane and Quarry Creek Diversion Channel - Includes all pricing related to the construction of Chief Joseph Lane and Quarry Creek Diversion Channel.

FOB: Destination

Contractor Manpower Reporting (CMR)

FFP

Contractor Manpower Reporting- The contractor shall report ALL contractor labor hours (including subcontractor labor hours) required for performance of services provided under this contract for the Army via a secure data collection site. The contractor is required to completely fill in all required data fields using the following web address:

http://www.armycmra.dmdc.osd.mil/default.aspx?ReturnUrl=%2f. Reporting inputs will be for the labor executed during the period of performance during each Government fiscal year (FY), which runs October 1 through September 30. While inputs may be reported any time during the FY, all data shall be reported no later than October 31 of each calendar year of the contract/task order performance.

Contractors may direct questions to the help desk at help desk at:

http://www.ecmra.mil https://beta.sam.gov/, to review user manuals and gain an understanding about the data fields that will be included in the reporting structure.

.that is hosted at http://www.ecmra.mil/. CMR reporting was previously completed through https://www.ecmra.mil. These functions are transitioning to be available for FY21.

0003 1 Job South Levee and Pump Stations 1 & 2

FFP

South Levee and Pump Stations 1 & 2 - Includes all pricing related to the construction of South Levee and Pump Stations 1 and 2 per the contract documents. Includes installation of one pump at each pump station.

OPTION

1 Job

Contractor Manpower Reporting (CMR)

FFP

Contractor Manpower Reporting- The contractor shall report ALL contractor labor hours (including subcontractor labor hours) required for performance of services provided under this contract for the Army via a secure data collection site. The contractor is required to completely fill in all required data fields using the following web address:

http://www.armycmra.dmdc.osd.mil/default.aspx?ReturnUrl=%2f. Reporting inputs will be for the labor executed during the period of performance during each Government fiscal year (FY), which runs October 1 through September 30. While inputs may be reported any time during the FY, all data shall be reported no later than October 31 of each calendar year of the contract/task order performance .Contractors may direct questions to the help desk at help desk at:

http://www.ecmra.mil to review user manuals and gain an understanding about the data fields that will be included in the reporting structure that is hosted at http://www.ecmra.mil/.

FOB: Destination

Chief J. Lane & Quarry Creek Diversion

FFP

Chief Joseph Lane and Quarry Creek Diversion Channel - Includes all pricing related to the construction of Chief Joseph Lane and Quarry Creek Diversion Channel.

0005 1 Job OPTION UPRR Drainage Project

FFP

UPRR Drainage Project- Includes all pricing related to the construction of the UPRR Drainage Project per the contract documents.

0006 1 Job OPTION North and East Levee Repairs –

FFP

North and East Levee Repairs-Includes all pricing related to the construction of North and East Levee Repairs per the contract documents.

ITEM NO SUPPLIES/SERVIC QUANTITY UNIT UNIT PRICE AMOUNT

OPTION

1 Job

Regrading of Drainage Ditches & Culverts

FFP

Interior Regrading of Drainage Ditches and Culverts - Includes all pricing related to the construction of Interior Regrading of Drainage Ditches and Culverts per the contract documents.

OPTION

1 Job

RIPRAP Levee Face Above Elevation 16 Ft HPTRM on Levee Face Above Elevation 16 Ft

FFP

RIPRAP Levee Face Above elevation 16 Feet of Flood Stage HPTRM on Levee Face Above Elevation 16 feet of Flood Stage.- Includes all pricing related to the construction of RIPRAP HPTRM Levee Face Above elevation 16 Feet of Flood Stage per the contract documents.

0009 1 Job

OPTION

Quarry Creek Channel Lining

FFP

Quarry Creek Channel Lining - Includes all pricing related to the construction of Quarry Creek Channel Lining per the contract documents.

FOB: Destination0

0010 1 Job OPTION Electrical Work

FFP

Electrical Work - Includes all pricing related to the electrical work per the contract documents.

0011 1 Job

OPTION

Coffer Dam

FFP

Coffer Dam - Includes all pricing related to the design and construction of coffer dam flood protection for contractor's site during construction. When the Missouri River exceeds elevation 755.0 feet up to water surface elevation 765.2 feet.

0012 1 Job OPTION Common Excavation Cohesive Levee Clays

FFP

10,000 Cu. Yd.Compacted in place Cohesive Common Excavation Levee Clays -furnished from Fort Leavenworth borrow areas.

0013 1 Job OPTION Common Filled furnished Excavation Borrow

FFP

10,000 Cu. Yd. Compacted in place Common filled Excavation Borrow - Borrow furnished from Fort Leavenworth borrow areas.

0014 1 Job OPTION Contractor Furnish Excavation

Cohesive Levee Clay

FFP

10,000 Cu. Yd. Compacted in place Cohesive Levee Clay Contractor furnished Excavation Levee Clays - Levee clays from contractor obtained furnished from location outside of Fort Leavenworth.

0015 1 Job OPTION Contractor Furnished Common Fill Excavation Borrow

FFP

10,000 Cu. Yd compacted in place Common Fill furnished from contractor obtained Contractor Furnished Excavation Borrow - Borrow furnished from location outside of Fort Leavenworth.

0016 1 Job

OPTION Quarry Creek Sheet Pile Protection

FFP

As an alternative to the Quarry Creek Channel Lining CLIN Option 0009.

0017 1 Job OPTION Pumps

FFP

Includes all pricing related to purchase and installation of two pumps at pump station #1 and one pump at pump station #2. Additional to pumps included in

CLIN 0003.

TOTAL BASE PLUS OPTION CLINs_______________________________________ ms2099

Amendment 29207.02.00

AMENDMENT

August 31, 2020

FORT LEAVENWORTH FLOOD REPAIRS

U.S. ARMY CORPS OF ENGINEERS

KANSAS CITY DISTRICT

FORT LEAVENWORTH, KANSAS

1. SECTION 31 0000 – EARTHWORK

Delete in its entirety and insert attached pages in their place.

2. DRAWINGS

The following Drawings have been revised, as indicated by revision number, and are reissued herewith:

Drawing No. Title Rev. No.

C-303 TYPICAL SECTIONS AND DETAILS 2

CG102 GRADING PLAN – PUMP STATION #1 2

CG103 SITE PLAN AND PROFILE – PUMP STATION #2 2

S-103 STRUCTURAL SLAB PLAN – PUMP STATIONS #1 AND #2 2

S-304 BOX CULVERT DETAILS 2

S-506 STOP LOG DETAILS 2

M-102 MECHANICAL PLAN AND ELEVATION – PUMP STATION #2 2

E-601 ONE-LINE DIAGRAM – PUMP STATION #1 2

E-602 ONE-LINE DIAGRAM – PUMP STATION #2 2

END OF AMENDMENT

1) J. Jacks, M. Dubbin, Y. Ding

2) B. Holman, E. Daly

Fort Leavenworth Flood Repairs #W912DQ20R4021 Fort Leavenworth, Kansas

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 00 00

EARTHWORK

08/08

PART 1 GENERAL

1.1 MEASUREMENT PROCEDURES

1.1.1 Excavation

1.1.2 Topsoil Requirements

1.1.3 Overhaul Requirements

1.1.4 Select Granular Material

1.2 PAYMENT PROCEDURES

1.2.1 Classified Excavation

1.2.2 Unclassified Excavation

1.2.3 Classified Borrow

1.2.4 Unclassified Borrow

1.2.5 Authorized Overhaul

1.3 CRITERIA FOR BIDDING

1.4 REFERENCES

1.5 DEFINITIONS

1.5.1 Satisfactory Materials (Common Fill)

1.5.2 Unsatisfactory Materials

1.5.3 Granular and Cohesive Materials

1.5.4 Levee Cohesive Fill

1.5.5 Coarse Aggregate

1.5.6 Degree of Compaction

1.5.7 Overhaul

1.5.8 Topsoil

1.5.9 Unstable Material

1.5.10 Select Granular Material

1.5.10.1 General Requirements

1.5.11 Initial Backfill Material

1.6 SYSTEM DESCRIPTION

1.6.1 Dewatering Work Plan

1.7 SUBMITTALS

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

2.2 BURIED WARNING AND IDENTIFICATION TAPE

2.2.1 Warning Tape for Metallic Piping

2.2.2 Detectable Warning Tape for Non-Metallic Piping

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

2.4 MATERIAL FOR RIP-RAP

2.4.1 Geotextile Fabric

2.4.2 Bedding Material

2.4.3 Rock

2.5 CAPILLARY WATER BARRIER

PART 3 EXECUTION

ms2099 SECTION 31 00 00 Page 1 Amendment

3.1 STRIPPING OF TOPSOIL

3.2 GENERAL EXCAVATION

3.2.1 Ditches, Gutters, and Channel Changes

3.2.2 Drainage Structures

3.2.3 Drainage

3.2.4 Dewatering

3.2.5 Trench Excavation Requirements

3.2.5.1 Bottom Preparation

3.2.5.2 Removal of Unstable Material

3.2.5.3 Excavation for Appurtenances

3.2.6 Underground Utilities

3.2.7 Structural Excavation

3.3 SELECTION OF BORROW MATERIAL

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

3.5 GRADING AREAS

3.6 FINAL GRADE OF SURFACES TO SUPPORT CONCRETE

3.7 GROUND SURFACE PREPARATION

3.7.1 General Requirements

3.7.2 Frozen Material

3.8 UTILIZATION OF EXCAVATED MATERIALS

3.9 BURIED TAPE AND DETECTION WIRE

3.9.1 Buried Warning and Identification Tape

3.9.2 Buried Detection Wire

3.10 BACKFILLING AND COMPACTION

3.10.1 Trench Backfill

3.10.1.1 Replacement of Unstable Material

3.10.1.2 Bedding and Initial Backfill

3.10.1.2.1 Class II

3.10.1.2.2 Sand

3.10.1.2.3 Gravel and Crushed Stone

3.10.1.3 Final Backfill

3.10.1.3.1 Roadways and Airfields

3.10.1.3.2 Embankments

3.10.1.3.3 Turfed or Seeded Areas and Miscellaneous Areas

3.10.2 Backfill for Appurtenances

3.11 SPECIAL REQUIREMENTS

3.11.1 Electrical Distribution System

3.11.2 Rip-Rap Construction

3.11.2.1 Bedding Placement

3.11.2.2 Stone Placement

3.12 EMBANKMENTS

3.12.1 Earth Embankments

3.12.2 Tolerances

3.13 SUBGRADE PREPARATION

3.13.1 Proof Rolling

3.13.2 Construction

3.13.3 Compaction

3.13.3.1 Subgrade for Pavements

3.13.3.2 Subgrade for Shoulders

3.13.3.3 Subgrade for Airfield Pavements

3.14 SHOULDER CONSTRUCTION

3.15 FINISHING

3.15.1 Subgrade and Embankments

3.15.2 Capillary Water Barrier

3.15.3 Grading Around Structures

3.16 PLACING TOPSOIL

3.17 TESTING

3.17.1 Fill and Backfill Material Gradation

ms2099 SECTION 31 00 00 Page 2 Amendment

3.17.2 In-Place Densities

3.17.3 Moisture Contents

3.17.4 Optimum Moisture and Laboratory Maximum Density

3.17.5 Tolerance Tests for Subgrades

3.17.6 Displacement of Sewers

3.18 DISPOSITION OF SURPLUS MATERIAL

ATTACHMENTS:

Subsurface soil boring logs

-- End of Section Table of Contents --ms2099 SECTION 31 00 00 Page 3 Amendment

SECTION 31 00 00

EARTHWORK

08/08

PART 1 GENERAL

1.1 MEASUREMENT PROCEDURES

1.1.1 Excavation

The unit of measurement for excavation and borrow will be the cubic yard, computed by the average end area method from cross sections taken before and after the excavation and borrow operations, including the excavation for ditches, gutters, and channel changes, when the material is acceptably utilized or disposed of as herein specified. The measurements will include authorized excavation of rock (except for piping trenches that is covered below), authorized excavation of unsatisfactory subgrade soil, and the volume of loose, scattered rocks and boulders collected within the limits of the work; allowance will be made on the same basis for selected backfill ordered as replacement. The measurement will not include the volume of subgrade material or other material that is scarified or plowed and reused in-place, and will not include the volume excavated without authorization or the volume of any material used for purposes other than directed. The volume of overburden stripped from borrow pits and the volume of excavation for ditches to drain borrow pits, unless used as borrow material, will not be measured for payment. The measurement will not include the volume of any excavation performed prior to the taking of elevations and measurements of the undisturbed grade.

1.1.2 Topsoil Requirements

Separate excavation, hauling, and spreading or piling of topsoil and related miscellaneous operations will be considered subsidiary obligations of the Contractor, covered under the contract unit price for excavation.

1.1.3 Overhaul Requirements

Allow the unit of measurement for overhaul to be the station-yard. The overhaul distance will be the distance in stations between the center of volume of the overhaul material in its original position and the center of volume after placing, minus the free-haul distance in stations. The haul distance will be measured along the shortest route determined by the Contracting Officer as feasible and satisfactory. Do no measure or waste unsatisfactory materials for overhaul where the length of haul for borrow is within the free-haul limits.

1.1.4 Select Granular Material

Measure select granular material in place as the actual cubic yards replacing wet or unstable material within the levee limits shown. Provide unit prices which include furnishing and placing the granular material, excavation and disposal of unsatisfactory material, and additional requirements for sheeting and bracing, pumping, bailing, cleaning, and other incidentals necessary to complete the work.

ms2099 SECTION 31 00 00 Page 4 Amendment

1.2 PAYMENT PROCEDURES

Payment will constitute full compensation for all labor, equipment, tools, supplies, and incidentals necessary to complete the work.

1.2.1 Classified Excavation

Classified excavation will be paid for at the contract unit prices per cubic yard for common or rock excavation.

1.2.2 Unclassified Excavation

Unclassified excavation will be paid for at the contract unit price per cubic yard for unclassified excavation.

1.2.3 Classified Borrow

Classified borrow will be paid for at the contract unit prices per cubic yard for common or rock borrow.

1.2.4 Unclassified Borrow

Unclassified borrow will be paid for at the contract unit price per cubic yard for unclassified borrow.

1.2.5 Authorized Overhaul

The number of station-yards of overhaul to be paid for will be the product of number of cubic yards of overhaul material measured in the original position, multiplied by the overhaul distance measured in stations of 100 feet and will be paid for at the contract unit price per station-yard for overhaul in excess of the free-haul limit as designated in paragraph

DEFINITIONS.

1.3 CRITERIA FOR BIDDING

Base bids on the following criteria:

a. Surface elevations are as indicated.

b. Pipes or other artificial obstructions, except those indicated, will not be encountered.

c. Ground water elevations indicated by the boring log were those existing at the time subsurface investigations were made and do not necessarily represent ground water elevation at the time of construction.

d. Material character is indicated by the boring logs.

1.4 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 180 (2017) Standard Method of Test for ms2099 SECTION 31 00 00 Page 5 Amendment

Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

AASHTO T 224 (2010) Standard Method of Test for Correction for Coarse Particles in the Soil Compaction Test

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C600 (2017) Installation of Ductile-Iron Mains and Their Appurtenances

ASTM INTERNATIONAL (ASTM)

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

ASTM C136/C136M (2019) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM D1140 (2017) Standard Test Methods for Determining the Amount of Material Finer than 75-µm (No. 200) Sieve in Soils by Washing

ASTM D1556/D1556M (2015; E 2016) Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method

ASTM D1557 (2012; E 2015) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D2487 (2017) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D4318 (2017; E 2018) Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D6938 (2017a) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

EPA 600/4-79/020 (1983) Methods for Chemical Analysis of Water and Wastes

EPA SW-846.3-3 (1999, Third Edition, Update III-A) Test Methods for Evaluating Solid Waste:

Physical/Chemical Methods ms2099 SECTION 31 00 00 Page 6 Amendment

1.5 DEFINITIONS

1.5.1 Satisfactory Materials (Common Fill)

Satisfactory materials comprise any materials classified by ASTM D2487 as

GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, SM, SW-SM, SC, SW-SC,

SP-SM, SP-SC, CL, CL-ML, CH. Satisfactory materials for grading comprise stones less than 3 inches in any dimension.

1.5.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include man-made fills; trash; refuse; and material classified as satisfactory which contains root and other organic matter or frozen material. Notify the Contracting Officer when encountering any contaminated materials.

1.5.3 Granular and Cohesive Materials

Granular materials include materials classified in ASTM D2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are nonplastic. Perform testing, required for classifying materials, in accordance with ASTM D4318, ASTM C136/C136M and ASTM D1140.

1.5.4 Levee Cohesive Fill

Levee cohesive fill materials include cohesive materials classified as CL.

Perform testing required for classifying materials in accordance with ASTM D4318, ASTM C136/C136M, and ASTM D1140. The liquid limit of such material must not exceed 50 percent when tested in accordance with ASTM D4318. The plasticity index must be greater than 15 percent when tested in accordance with ASTM D4318. A minimum of 50 percent must pass the U.S. No. 200 sieve when tested in accordance with ASTM D6913, ASTM D7928, or ASTM D1140. Use in levee embankments where indicated.

1.5.5 Coarse Aggregate

Clean gravel or crushed stone or gravel conforming to ASTM C33/C33M coarse aggregate with gradation meeting Size 57, 67, or 7.

1.5.6 Degree of Compaction

Degree of compaction required, except as noted in the second sentence, is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D1557 abbreviated as a percent of laboratory maximum density. Since ASTM D1557 applies only to soils that have 30 percent or less by weight of their particles retained on the 3/4 inch sieve, express the degree of compaction for material having more than 30 percent by weight of their particles retained on the 3/4 inch sieve as a percentage of the maximum density in accordance with AASHTO T 180 and corrected with AASHTO T 224. To maintain the same percentage of coarse material, use the "remove and replace" procedure as described in NOTE 8 of Paragraph 7.2 in AASHTO T 180.

1.5.7 Overhaul

Overhaul is the authorized transportation of satisfactory excavation or ms2099 SECTION 31 00 00 Page 7 Amendment borrow materials in excess of the free-haul limit. Overhaul is the product of the quantity of materials hauled beyond the free-haul limit, and the distance such materials are hauled beyond the free-haul limit, expressed in station yards.

1.5.8 Topsoil

Material suitable for topsoils obtained from offsite areas excavations areas indicated on the drawings is defined as: Natural, friable soil representative of productive, well-drained soils in the area, free of subsoil, stumps, rocks larger than one inch diameter, brush, weeds, toxic substances, and other material detrimental to plant growth. Amend topsoil pH range to obtain a pH of 5.5 to 7.

1.5.9 Unstable Material

Unstable materials are too wet to properly support the utility pipe, conduit, or appurtenant structure.

1.5.10 Select Granular Material

1.5.10.1 General Requirements

Select granular material consist of materials classified as GW, GP, SW, or SP, by ASTM D2487 where indicated. The liquid limit of such material must not exceed 35 percent when tested in accordance with ASTM D4318. The plasticity index must not be greater than 12 percent when tested in accordance with ASTM D4318, and not more than 35 percent by weight may be finer than No. 200 sieve when tested in accordance with ASTM D1140.

1.5.11 Initial Backfill Material

Initial backfill consists of select granular material or satisfactory materials free from rocks 1 inch or larger in any dimension or free from rocks of such size as recommended by the pipe manufacturer, whichever is smaller. When the pipe is coated or wrapped for corrosion protection, free the initial backfill material of stones larger than 1 inch in any dimension or as recommended by the pipe manufacturer, whichever is smaller.

1.6 SYSTEM DESCRIPTION

Subsurface soil boring logs are attached to this section. These data represent the best subsurface information available; however, variations may exist in the subsurface between boring locations.

1.6.1 Dewatering Work Plan

Submit procedures for accomplishing dewatering work.

1.7 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals ms2099 SECTION 31 00 00 Page 8 Amendment

Dewatering Work Plan; G DO

SD-03 Product Data

Utilization of Excavated Materials; G DO Opening of any Excavation or Borrow Pit; G DO Shoulder Construction

SD-06 Test Reports

Testing

Borrow Site Testing; G DO

Within 24 hours of conclusion of physical tests, submit test results, including calibration curves and results of calibration tests.

SD-07 Certificates

Testing G RO

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

Test offsite soils brought in for use as backfill for Total Petroleum Hydrocarbons (TPH), Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and full Toxicity Characteristic Leaching Procedure (TCLP) including ignitability, corrosivity and reactivity. Backfill shall contain a maximum of 100 parts per million (ppm) of total petroleum hydrocarbons (TPH) and a maximum of 10 ppm of the sum of Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and shall pass the TCPL test. Determine TPH concentrations by using EPA 600/4-79/020 Method 418.1. Determine BTEX concentrations by using EPA SW-846.3-3 Method 5030/8020. Perform TCLP in accordance with EPA SW-846.3-3 Method 1311. Provide Borrow Site Testing for TPH, BTEX and TCLP from a composite sample of material from the borrow site, with at least one test from each borrow site. Do not bring material onsite until tests have been approved by the Contracting Officer.

2.2 BURIED WARNING AND IDENTIFICATION TAPE

Provide polyethylene plastic and metallic core or metallic-faced, acid- and alkali-resistant, polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines.

Provide tape on rolls, 3 inches minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Provide permanent color and printing, unaffected by moisture or soil.

Warning Tape Color Codes

Red Electric ms2099 SECTION 31 00 00 Page 9 Amendment

Warning Tape Color Codes

Blue Water Systems

2.2.1 Warning Tape for Metallic Piping

Provide acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.003 inch and a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

2.2.2 Detectable Warning Tape for Non-Metallic Piping

Provide polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.004 inch, and a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Manufacture tape with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

Insulate a single strand, solid copper detection wire with a minimum of 12

AWG.

2.4 MATERIAL FOR RIP-RAP

Provide Bedding material and rock conforming to KDOT for construction indicated.

2.4.1 Geotextile Fabric

Provide geosynthetic material meeting KDOT 1710.

2.4.2 Bedding Material

Provide bedding material meeting KDOT 1114.2c - Type III.

2.4.3 Rock

Provide rock fragments sufficiently durable to ensure permanence in the structure and the environment in which it is to be used. Use rock fragments free from cracks, seams, and other defects that would increase the risk of deterioration from natural causes. Provide in accordance with KDOT 1114.2a gradation series as indicated on drawings. Provide rock with a minimum specific gravity of 2.50. Do not permit the inclusion of more than 1 percent quantities of dirt, sand, clay, and rock fines.

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2.5 CAPILLARY WATER BARRIER

Provide capillary water barrier of clean, poorly graded crushed rock, crushed gravel, or uncrushed gravel placed beneath a building slab with or without a vapor barrier to cut off the capillary flow of pore water to the area immediately below. Conform to ASTM C33/C33M for fine aggregate grading with a maximum of 3 percent by weight passing ASTM D1140, 1-1/2 inch and no more than 2 percent by weight passing the No. 4 size sieve.

PART 3 EXECUTION

3.1 STRIPPING OF TOPSOIL

Where indicated or directed, strip topsoil to a depth of 6 inches. Spread topsoil on areas already graded and prepared for topsoil, or transported and deposited in stockpiles convenient to areas that are to receive application of the topsoil later, or at locations indicated or specified.

Keep topsoil separate from other excavated materials, brush, litter, objectionable weeds, roots, stones larger than 2 inches in diameter, and other materials that would interfere with planting and maintenance operations. Stockpile in locations indicated by Directorate of Public Works any surplus of topsoil from excavations and gradings.

3.2 GENERAL EXCAVATION

Perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Perform the grading in accordance with the typical sections shown and the tolerances specified in paragraph FINISHING. Transport satisfactory excavated materials and place in fill or embankment within the limits of the work. Excavate unsatisfactory materials encountered within the limits of the work below grade and replace with satisfactory materials as directed. Include such excavated material and the satisfactory material ordered as replacement in excavation. Dispose surplus satisfactory excavated material not required for fill or embankment in areas approved for surplus material storage or designated waste areas. Dispose unsatisfactory excavated material in designated waste or spoil areas.

During construction, perform excavation and fill in a manner and sequence that will provide proper drainage at all times. Excavate material required for fill or embankment in excess of that produced by excavation within the grading limits from the borrow areas indicated or from other approved areas selected by the Contractor as specified.

3.2.1 Ditches, Gutters, and Channel Changes

Finish excavation of ditches, gutters, and channel changes by cutting accurately to the cross sections, grades, and elevations shown. Backfill the excessive open ditch or gutter excavation with satisfactory, thoroughly compacted, material. Dispose excavated material as shown or as directed.

Maintain excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the work.

3.2.2 Drainage Structures

Make excavations to the lines, grades, and elevations shown, or as directed. Provide trenches and foundation pits of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Clean rock or other hard foundation material of loose debris and cut to a firm, level, stepped, or ms2099 SECTION 31 00 00 Page 11 Amendment serrated surface. Remove loose disintegrated rock and thin strata. Do not disturb the bottom of the excavation when concrete or masonry is to be placed in an excavated area. Do not excavate to the final grade level until just before the concrete or masonry is to be placed.

3.2.3 Drainage

Provide for the collection and disposal of surface and subsurface water encountered during construction. Completely drain construction site during periods of construction to keep soil materials sufficiently dry. Construct storm drainage features (ponds/basins) at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. When unsuitable working platforms for equipment operation and unsuitable soil support for subsequent construction features develop, remove unsuitable material and provide new soil material as specified herein. It is the responsibility of the Contractor to assess the soil and ground water conditions presented by the plans and specifications and to employ necessary measures to permit construction to proceed.

3.2.4 Dewatering

Control groundwater flowing toward or into excavations to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. Do not permit French drains, sumps, ditches or trenches within 3 feet of the foundation of any structure, except with specific written approval, and after specific contractual provisions for restoration of the foundation area have been made. Take control measures by the time the excavation reaches the water level in order to maintain the integrity of the in situ material. While the excavation is open, maintain the water level continuously, at least 2 feet below the working level. Relieve hydrostatic head in previous zones below subgrade elevation in layered soils to prevent uplift.

3.2.5 Trench Excavation Requirements

Excavate the trench as recommended by the manufacturer of the pipe to be installed. Slope trench walls below the top of the pipe, or make vertical, and of such width as recommended in the manufacturer's printed installation manual. Cut back to a stable slope, or provide with equivalent means of protection for employees who may be exposed to moving ground or cave in.

Excavate trench walls which are cut back to at least the angle of repose of the soil. Give special attention to slopes which may be adversely affected by weather or moisture content. Do not exceed the trench width below the pipe top of 24 inches plus pipe outside diameter (O.D.) for pipes of less than 24 inches inside diameter, and do not exceed 36 inches plus pipe outside diameter for sizes larger than 24 inches inside diameter. Where recommended trench widths are exceeded, provide redesign, stronger pipe, or special installation procedures by the Contractor. The Contractor is responsible for the cost of redesign, stronger pipe, or special installation procedures without any additional cost to the Government.

3.2.5.1 Bottom Preparation

Grade the bottoms of trenches accurately to provide uniform bearing and support for the bottom quadrant of each section of the pipe. Excavate bell ms2099 SECTION 31 00 00 Page 12 Amendment holes to the necessary size at each joint or coupling to eliminate point bearing. Remove stones of 3 inch or greater in any dimension, or as recommended by the pipe manufacturer, whichever is smaller, to avoid point bearing.

3.2.5.2 Removal of Unstable Material

Where unstable material is encountered in the bottom of the trench, remove such material to the depth directed and replace it to the proper grade with select granular material as provided in paragraph BACKFILLING AND COMPACTION. When removal of unstable material is required due to the Contractor's fault or neglect in performing the work, the Contractor is responsible for excavating the resulting material and replacing it without additional cost to the Government.

3.2.5.3 Excavation for Appurtenances

Provide excavation for manholes, catch-basins, inlets, or similar structures sufficient to leave at least 12 inches clear between the outer structure surfaces and the face of the excavation or support members.

Clean rock or loose debris and cut to a firm surface either level, stepped, or serrated, as shown or as directed. Remove loose disintegrated rock and thin strata. Specify removal of unstable material. When concrete or masonry is to be placed in an excavated area, take special care not to disturb the bottom of the excavation. Do not excavate to the final grade level until just before the concrete or masonry is to be placed.

3.2.6 Underground Utilities

The Contractor is responsible for movement of construction machinery and equipment over pipes and utilities during construction. Perform work adjacent to non-Government utilities as indicated in accordance with procedures outlined by utility company. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the contract excavation until approval for backfill is granted by the Contracting Officer. Report damage to utility lines or subsurface construction immediately to the Contracting Officer.

3.2.7 Structural Excavation

Ensure that footing subgrades have been inspected and approved by the Contracting Officer prior to concrete placement. Backfill and compact over excavations and changes in grade due to pile driving operations to 95 percent of maximum density.

3.3 SELECTION OF BORROW MATERIAL

Select borrow material to meet the requirements and conditions of the particular fill or embankment for which it is to be used. Obtain borrow material from the borrow areas selected or as otherwise directed. Unless otherwise provided in the contract, the Contractor is responsible for obtaining the right to procure material, pay royalties and other charges involved, and bear the expense of developing the sources, including rights-of-way for hauling from the owners. Borrow material from approved sources on Government-controlled land may be obtained without payment of royalties. Borrow can be obtained from locations shown, or an alternate ms2099 SECTION 31 00 00 Page 13 Amendment offsite location as selected by the Contractor. Consider necessary clearing, grubbing, and satisfactory drainage of borrow pits and the disposal of debris thereon related operations to the borrow excavation.

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

Notify the Contracting Officer sufficiently in advance of the opening of any excavation or borrow pit or borrow areas to permit elevations and measurements of the undisturbed ground surface to be taken. Except as otherwise permitted, excavate borrow pits and other excavation areas providing adequate drainage. Transport overburden and other spoil material to spoil areas or otherwise dispose of off site. Provide neatly trimmed and drained borrow pits after the excavation is completed. Ensure that excavation of any area, operation of borrow pits, or dumping of spoil material results in minimum detrimental effects on natural environmental conditions.

3.5 GRADING AREAS

Where indicated, divide work into grading areas within which satisfactory excavated material will be placed in embankments, fills, and required backfills. Do not haul satisfactory material excavated in one grading area to another grading area except when so directed in writing. Keep stockpiles in a neat and well drained condition, giving due consideration to drainage at all times. Clear, grub, and seal by rubber-tired equipment, the ground surface at stockpile locations; separately stockpile excavated satisfactory and unsatisfactory materials. Protect stockpiles of satisfactory materials from contamination which may destroy the quality and fitness of the stockpiled material. If the Contractor fails to protect the stockpiles, and any material becomes unsatisfactory, remove and replace such material with satisfactory material from approved sources.

3.6 FINAL GRADE OF SURFACES TO SUPPORT CONCRETE

Do not excavate to final grade until just before concrete is to be placed.

Roughen the level surfaces, and cut the sloped surfaces, as indicated, into rough steps or benches to provide a satisfactory bond. Protect shales from slaking and all surfaces from erosion resulting from ponding or water flow.

3.7 GROUND SURFACE PREPARATION

3.7.1 General Requirements

Remove and replace unsatisfactory material with satisfactory materials, as directed by the Contracting Officer, in surfaces to receive fill or in excavated areas. Scarify the surface to a depth of 6 inches before the fill is started. Plow, step, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so that the fill material will bond with the existing material. When subgrades are less than the specified density, break up the ground surface to a minimum depth of 6 inches, pulverizing, and compacting to the specified density. When the subgrade is part fill and part excavation or natural ground, scarify the excavated or natural ground portion to a depth of 12 inches and compact it as specified for the adjacent fill.

3.7.2 Frozen Material

Do not place material on surfaces that are muddy, frozen, or contain frost. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, ms2099 SECTION 31 00 00 Page 14 Amendment steel-wheeled rollers, or other approved equipment well suited to the soil being compacted. Moisten material as necessary to plus or minus 2 percent of optimum moisture.

3.8 UTILIZATION OF EXCAVATED MATERIALS

Dispose unsatisfactory materials removing from excavations into designated waste disposal or spoil areas. Use satisfactory material removed from excavations, insofar as practicable, in the construction of fills, embankments, subgrades, shoulders, bedding (as backfill), and for similar purposes. Submit procedure and location for disposal of unused satisfactory material. Submit proposed source of borrow material. Do not waste any satisfactory excavated material without specific written authorization. Dispose of satisfactory material, authorized to be wasted, in designated areas approved for surplus material storage or designated waste areas as directed. Clear and grub newly designated waste areas on Government-controlled land before disposal of waste material thereon.

Stockpile and use coarse rock from excavations for constructing slopes or embankments adjacent to streams, or sides and bottoms of channels and for protecting against erosion. Do not dispose excavated material to obstruct the flow of any stream, endanger a partly finished structure, impair the efficiency or appearance of any structure, or be detrimental to the completed work in any way.

3.9 BURIED TAPE AND DETECTION WIRE

3.9.1 Buried Warning and Identification Tape

Provide buried utility lines with utility identification tape. Bury tape 12 inches below finished grade; under pavements and slabs, bury tape 6 inches below top of subgrade.

3.9.2 Buried Detection Wire

Bury detection wire directly above non-metallic piping at a distance not to exceed 12 inches above the top of pipe. Extend the wire continuously and unbroken, from manhole to manhole. Terminate the ends of the wire inside the manholes at each end of the pipe, with a minimum of 3 feet of wire, coiled, remaining accessible in each manhole. Furnish insulated wire over its entire length. Install wires at manholes between the top of the corbel and the frame, and extend up through the chimney seal between the frame and the chimney seal. For force mains, terminate the wire in the valve pit at the pump station end of the pipe.

3.10 BACKFILLING AND COMPACTION

Place backfill adjacent to any and all types of structures, in successive horizontal layers of loose materia not more than 8 inches in depth.

Compact to at least 90 percent laboratory maximum density for cohesive materials or 95 percent laboratory maximum density for cohesionless materials, to prevent wedging action or eccentric loading upon or against the structure. Backfill material must be within the range of -2 to +2 percent of optimum moisture content at the time of compaction.

Prepare ground surface on which backfill is to be placed and provide compaction requirements for backfill materials in conformance with the applicable portions of paragraphs GROUND SURFACE PREPARATION. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

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3.10.1 Trench Backfill

Backfill trenches to the grade shown.

3.10.1.1 Replacement of Unstable Material

Replace unstable material removed from the bottom of the trench or excavation with select granular material placed in layers not exceeding 6 inches loose thickness.

3.10.1.2 Bedding and Initial Backfill

Provide bedding of the type and thickness shown. Place initial backfill material and compact it with approved tampers to a height of at least one foot above the utility pipe or conduit. Bring up the backfill evenly on both sides of the pipe for the full length of the pipe. Take care to ensure thorough compaction of the fill under the haunches of the pipe.

Except as specified otherwise in the individual piping section, provide bedding for buried piping in accordance with AWWA C600, Type 4, except as specified herein. Compact backfill to top of pipe to 95 percent of maximum density. Provide plastic piping with bedding to spring line of pipe. Provide materials as follows:

3.10.1.2.1 Class II

Coarse sands and gravels with maximum particle size of 1.5 inch, including various graded sands and gravels containing small percentages of fines, generally granular and noncohesive, either wet or dry. Soil Types GW, GP, SW, and SP are included in this class as specified in ASTM D2487.

3.10.1.2.2 Sand

Clean, coarse-grained sand classified as select granular fill.

3.10.1.2.3 Gravel and Crushed Stone

Clean, coarsely graded natural gravel, crushed stone or a combination thereof having a classification of GW GP in accordance with ASTM D2487. Do not exceed maximum particle size of 3 inches.

3.10.1.3 Final Backfill

Fill the remainder of the trench, except for special materials for roadways, and airfields, or levee embankments with satisfactory material.

Place backfill material and compact as follows:

3.10.1.3.1 Roadways and Airfields

Place backfill up to the required elevation as specified. Do not permit water flooding or jetting methods of compaction.

3.10.1.3.2 Embankments

Deposit backfill in layers of a maximum of 8 inches loose thickness and compact to 95 percent maximum density.

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3.10.1.3.3 Turfed or Seeded Areas and Miscellaneous Areas

Deposit backfill in layers of a maximum of 8 inches loose thickness, and compact it to 90 percent maximum density.

3.10.2 Backfill for Appurtenances

After the manhole, catchbasin, inlet, or similar structure has been constructed, place backfill in such a manner that the structure is not be damaged. Deposit the backfill material, compact it as specified for final backfill, and bring up the backfill evenly on all sides of the structure to prevent eccentric loading and excessive stress.

3.11 SPECIAL REQUIREMENTS

3.11.1 Electrical Distribution System

Provide a minimum cover of 24 inches from the finished grade to direct burial cable and conduit or duct line, unless otherwise indicated.

3.11.2 Rip-Rap Construction

Construct rip-rap in accordance with KDOT in the areas indicated. Trim and dress indicated areas to conform to cross sections, lines and grades shown within a tolerance of 0.1 foot.

3.11.2.1 Bedding Placement

Spread bedding material uniformly to a thickness of at least 6 inches on prepared subgrade as indicated.

3.11.2.2 Stone Placement

Place rock for rip-rap on prepared bedding material to produce a well graded mass with the minimum practicable percentage of voids in conformance with lines and grades indicated. Distribute larger rock fragments, with dimensions extending the full depth of the rip-rap throughout the entire mass and eliminate "pockets" of small rock fragments. Rearrange individual pieces by mechanical equipment or by hand as necessary to obtain the distribution of fragment sizes specified above.

3.12 EMBANKMENTS

3.12.1 Earth Embankments

Construct earth embankments from satisfactory materials free of organic or frozen material and rocks with any dimension greater than 3 inches. Place the material in successive horizontal layers of loose material not more than 8 inches in depth. Spread each layer uniformly on a soil surface that has been moistened or aerated as necessary, and scarified, benched, or otherwise broken up so that the fill will bond with the surface on which it is placed. After spreading, plow, disk, or otherwise break up each layer;

moisten or aerate as necessary; thoroughly mix; and compact to at least 95 percent laboratory maximum density. Backfill material must be within the range of -2 to +2 percent of optimum moisture content at the time of compaction.

Compaction requirements for the upper portion of…