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SOLICITATION NO. W912ES-XX-X-00XX

FLOOD RISK MANAGEMENT

RED RIVER OF THE NORTH BASIN

FARGO-MOORHEAD METRO AREA

CASS COUNTY, NORTH DAKOTA

CONSTRUCTION DOCUMENTS FOR

FARGO-MOORHEAD DIVERSION

REACH 1

Revised SEPTEMBER 2014

NOT-BUILT JULY 2013

US Army Corps of Engineers St. Paul District

Revisions to the Fargo-Moorhead Diversion Reach 1 Specifications are dated September 2014. The following parts have been revised:

The Bid Schedule Section 01 22 00.00 13 Submittal Register Section 05 50 00

FLOOD RISK MANAGEMENTFARGO-MOORHEAD DIVERSIONREACH 1RED RIVER OF THE NORTH BASINFARGO-MOORHEAD METRO AREACASS COUNTY, NORTH DAKOTAW912ES-XX-X-00XXDate: 31-Jul-2013Revised: 12-Sep-2014

UnitItem Description Quantity Unit Price Amount

ITEMS (CLINS 0001 - 0042)

0001 Demolition 1.0 JOB

0002 Stripping0002AA First 20,000 Cubic Yards 20,000.0 CY0002AB Over 20,000 Cubic Yards 6,250.0 CY

0003 Clearing and Grubbing 1.0 JOB

0004 Temporary Erosion Protection 1.0 JOB

0005 Traffic Control 1.0 JOB

0006 Care of Water 1.0 JOB

0007 Diversion Channel Excavation - Station 25+50.50 to 53+000007AA First 680,000 Cubic Yards 680,000.0 CY0007AB Over 680,000 Cubic Yards 170,100.0 CY

*** BID SCHEDULE ***NOT-BUILT

0007AB Over 680,000 Cubic Yards 170,100.0 CY

0008 Diversion Channel Excavation - Station 53+00 to 81+860008AA First 630,000 Cubic Yards 630,000.0 CY0008AB Over 630,000 Cubic Yards 162,600.0 CY

0009 Diversion Channel Excavation - Station 91+86 to 227+000009AA First 3,200,000 Cubic Yards 3,200,000.0 CY0009AB Over 3,200,000 Cubic Yards 824,200.0 CY

0010 Shaping of Right Bank EMB Undulations 513,560.0 SY

0011 Geotextile Fabric - Type 1 24,700.0 SY

0012 Geotextile Fabric - Type 2 73,800.0 SY

0013 B1 Bedding0013AA First 3,000 Tons 3,000.0 TN0013AB Over 3,000 Tons 780.0 TN

0014 B2 Bedding0014AA First 5,800 Tons 5,800.0 TN0014AB Over 5,800 Tons 1,480.0 TN

0015 B3 Bedding0015AA First 500 Tons 500.0 TN0015AB Over 500 Tons 200.0 TN

0016 R20 Riprap 0016AA First 4,300 Tons 4,300.0 TN0016AB Over 4,300 Tons 1,160.0 TN




0017 R80 Riprap 0017AA First 700 Tons 700.0 TN0017AB Over 700 Tons 280.0 TN

0018 R140 Riprap 0018AA First 29,000 Tons 29,000.0 TN0018AB Over 29,000 Tons 7,540.0 TN

0019 R270 Riprap0019AA First 1,900 Tons 1,900.0 TN0019AB Over 1,900 Tons 480.0 TN

0020 5-foot Diameter Boulders0020AA First 3,900 Tons 3,900.0 TN0020AB Over 3,900 Tons 1,000.0 TN

0021 60-inch Reinforced Concrete Pipe Class V 532.0 LF

0022 Drain 30 Inlet Headwall 1.0 JOB0022 Drain 30 Inlet Headwall 1.0 JOB

0023 Drain 30 Impact Basin Outlet Structure 1.0 JOB

0024 Topsoil0024AA First 500,000 Cubic Yards 500,000.0 CY0024AB Over 500,000 Cubic Yards 152,000.0 CY

0025 Seeding - Dry Zone Seed Mix 361.0 AC

0026 Seeding - Wet Zone Seed Mix 265.0 AC

0027 Right Bank Drainage Ditching0027AA First 100,000 Cubic Yards 100,000.0 CY0027AB Over 100,000 Cubic Yards 29,000.0 CY

0028 Left Bank Drainage Ditching0028AA First 70,000 Cubic Yards 70,000.0 CY0028AB Over 70,000 Cubic Yards 20,300.0 CY

0029 EMB Maintenance Road Corridor 12,000.0 CY

0030 18-inch Corrugated Steel Pipe 671.0 LF

0031 18-inch Corrugated Steel Pipe Flared End Section 24.0 EA

0032 30-inch Corrugated Steel Pipe 148.0 LF

0033 30-inch Corrugated Steel Pipe Flared End Section 4.0 EA

0034 64x43-inch Corrugated Steel Pipe Arch 80.0 LF




0035 64x43-inch Corrugated Steel Pipe Arch Flared End Section 2.0 EA

0036 Outlet Access Road - Left Bank Sta. LA 0+00 to 14+66 1,466.0 LF

0037 Outlet Access Road - Right Bank Sta. RA 0+00 to 26+24 2,624.0 LF

0038 EMB Access Road - Left Bank Sta. LB 0+00 to 6+36 636.0 LF

0039 EMB Access Road - Right Bank Sta. RB 0+00 to 4+92 492.0 LF

0040 EMB Access Road - Left Bank Sta. LC 0+00 to 3+62 362.0 LF

0041 EMB Access Road - Right Bank Sta. RC 0+00 to 3+68 368.0 LF0+00 to 3+68 368.0 LF

0042 Performance & Payment Bonds 1.0 JOB

TOTAL AMOUNT (CLINS 0001 - 0042)

Fargo Moorhead DiversionReach 1

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00.00 13 GENERAL01 14 00.00 13 WORK RESTRICTIONS01 22 00.00 13 MEASUREMENT AND PAYMENT01 32 01.00 13 PROJECT SCHEDULE01 33 00 SUBMITTAL PROCEDURES01 35 29.00 13 SAFETY AND OCCUPATIONAL HEALTH REQUIREMENTS01 41 26.00 13 NORTH DAKOTA POLLUTANT DISCHARGE ELIMINATION SYSTEM01 45 02.00 10 QUALITY CONTROL SYSTEM (QCS)01 45 04.00 13 CONTRACTOR QUALITY CONTROL (CQC)01 50 02.00 13 TEMPORARY CONSTRUCTION FACILITIES01 57 20.00 13 ENVIRONMENTAL PROTECTION01 71 23.01 13 CONTRACTOR SURVEYS AND REMOTE SENSING DATA COLLECTION01 78 02.00 10 CLOSEOUT SUBMITTALS

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

DIVISION 03 - CONCRETE

03 11 13.00 10 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING03 15 00.00 10 CONCRETE ACCESSORIES03 15 13.00 10 EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS03 20 01.00 10 CONCRETE REINFORCEMENT03 22 70.01 13 CONTROLLED LOW-STRENGTH MATERIAL (CLSM)03 31 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE

DIVISION 05 - METALS

05 50 00 METAL: MISCELLANEOUS AND FABRICATIONS05 50 03.00 10 METALWORK FABRICATION, MACHINE WORK, MISCELLANEOUS

PROVISIONS

DIVISION 31 - EARTHWORK

31 00 00.00 13 EARTHWORK31 05 19 GEOTEXTILE31 11 00 CLEARING AND GRUBBING31 23 19.41 13 DEWATERING, COFFERDAMS, AND CARE OF WATER

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 11 16.00 13 AGGREGATE BASE COURSE32 92 19.01 13 SEEDING

DIVISION 33 - UTILITIES

33 40 01 STORM DRAINAGE

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 31 19.00 13 STONE PROTECTION (RIPRAP)

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 1


SECTION TABLE OF CONTENTS


SECTION 01 00 00.00 13

GENERAL

PART 1 GENERAL

1.1 ORGANIZATION OF SPECIFICATIONS 1.2 USE OF REFERENCES 1.3 MEASUREMENT AND PAYMENT

PART 2 PRODUCTS

2.1 RECYCLED/RECOVERED MATERIALS

PART 3 EXECUTION

3.1 DISPOSAL OF DEBRIS AND WASTE 3.1.1 Burning 3.1.2 Disposal offsite for useful purposes 3.1.3 Disposal in a locally operated sanitary landfill 3.1.4 Disposal of Solid Construction Debris and Waste 3.2 SCHEDULING 3.2.1 General 3.2.2 Notification 3.3 OTHER CONTRACTS 3.3.1 List of other contracts 3.4 HISTORICAL CONE PENETRATION TEST (CPT) DATA 3.4.1 CPT Data Collection 3.4.2 CPT Data Interpretation

-- End of Section Table of Contents --

July 2013 SECTION 01 00 00.00 13 Page 1 NOT-BUILT


SECTION 01 00 00.00 13

GENERAL PART 1 GENERAL

1.1 ORGANIZATION OF SPECIFICATIONS

The specifications which govern the materials and equipment to be furnished and the work to be performed under this contract are listed in the Table of Contents. No attempt has been made in the specifications to segregate work to be performed by any trade, craft, or subcontractor. Any segregation between the trades or crafts shall be solely a matter for agreement between the Contractor, Contractor's employees, and subcontractors.

1.2 USE OF REFERENCES

Reference to the standards, specifications, or codes of any technical society, organization, or association, or local, State, or Federal authority shall mean the specific edition or revision listed.

Various publications are referenced in other sections of the specifications to establish requirements for the work. Any referenced publication is to be used solely for technical requirements. Measurement and payment and any other matters respecting the administration of this contract shall be governed by the terms of this contract without considering any referenced publication. These references are identified in each section by document number, date and title. The addresses, phone numbers, and Internet addresses (if available) for references cited in these specifications are listed in the Unified Facilities Guide Specification: UFGS 01 42 00 SOURCES FOR REFERENCE PUBLICATIONS. The UFGS 01 42 00 is available on the TECHINFO page of the Corps of Engineers Huntsville District Internet site: http://www.hnd.usace.army.mil/.

1.3 MEASUREMENT AND PAYMENT

The Contractor shall be responsible for the work of this section, without any direct compensation being made other than the payment received for contract line items on the bidding schedule.

PART 2 PRODUCTS

2.1 RECYCLED/RECOVERED MATERIALS

Government procurement policy is to acquire, in a cost effective manner, items containing the highest percentage of recycled and recovered materials practicable consistent with maintaining a satisfactory level of competition without adversely affecting performance requirements or exposing suppliers' employees to undue hazards from the recovered materials. The Environmental Protection Agency (EPA) has designated certain items which must contain a specified percent range of recovered or recycled materials. EPA designated products specified in this contract comply with the stated policy and with the EPA guidelines. The Contractor shall make all reasonable efforts to use recycled and recovered materials in providing the EPA designated products and in otherwise utilizing recycled and recovered materials in the execution of the work.



PART 3 EXECUTION

3.1 DISPOSAL OF DEBRIS AND WASTE

The Contractor's attention is directed to SECTION 01 57 20.00 13 ENVIRONMENTAL PROTECTION and to the following CONTRACT CLAUSES: 52.236-7 PERMITS AND RESPONSIBILITIES; 52.236-9 PROTECTION OF EXISTING VEGETATION, STRUCTURES, EQUIPMENT, UTILITIES, AND IMPROVEMENTS; 52.236-10 OPERATIONS AND STORAGE AREAS; and 52.236-12 CLEANING UP. Burning will not be permitted at the project site and debris or waste shall not be left on the site. Disposal of clearing and grubbing debris shall be by one of the following methods:

3.1.1 Burning

Burning will not be permitted at the project site.

3.1.2 Disposal offsite for useful purposes

In the interest of conservation, it is required that the Contractor make a reasonable effort to dispose of the material offsite for some useful purpose. Timber may be cut into convenient lengths and utilized for making saw logs, posts, cordwood, wood chips for paper making or other uses, or other similar use.

3.1.3 Disposal in a locally operated sanitary landfill

Contractor shall select the disposal site with the approval of the Contracting Officer. The Contractor shall secure the required permits for disposal and provide copies of the permit to the Contracting Officer.

3.1.4 Disposal of Solid Construction Debris and Waste

Disposal of Solid Construction Debris and Waste shall consist of removal from the construction site and disposal in compliance with Federal, State, and local requirements for solid waste disposal. Contractor shall select the disposal site with the approval of the Contracting Officer.

3.2 SCHEDULING

3.2.1 General

It shall be the responsibility of the Contractor to schedule and execute the work, incorporating the necessary requirements set forth in these specifications. The Contractor shall develop and submit a schedule in accordance with CONTRACT CLAUSE: 52.236-15 SCHEDULES FOR CONSTRUCTION CONTRACTS.

3.2.2 Notification

The Contractor shall inform the Government in writing within 5 days afterreceipt of notice to proceed and before work begins as to which hours of the day and days of the week for which work under this contract will be performed. The Contractor shall notify the Government at least 24 hours before work is to be conducted on overtime, in multiple shifts, on weekends, or on Federal government holidays.



3.3 OTHER CONTRACTS

The Contractor shall coordinate with other contractors in the performance of the work and schedule such work to provide for a minimum of delays and interferences. Coordination shall be through the Contracting Officer. Work listed below is currently required under separate contract or is scheduled to be awarded as a separate contract prior to completion of work under this contract. These contracts will be considered in the application of CONTRACT CLAUSE: 52.236-8 OTHER CONTRACTS.

3.3.1 List of other contracts

Fargo-Moorhead Diversion Reach 1, Station 81+86 to 91+86. Excavation of the diversion channel and construction of a bridge spanning the diversion channel. Relocation of Cass County Roads 4 and 31. Contract XXXXXXX scheduled for construction from MONTH/YEAR to MONTH/YEAR.

3.4 HISTORICAL CONE PENETRATION TEST (CPT) DATA

The CPT Sounding reports are provided as reference material only. The Contractor shall make its own interpretation of the data, and shall use data for informational purposes only. A copy of the raw data is attached at the end of this Section and also available at:

U.S. Army Corps of EngineersSt Paul District180 Fifth Street East, Suite 700St. Paul, MN 55101-1678Contact: Kurt A. Heckendorf, P.E.Telephone: 651-290-5411

3.4.1 CPT Data Collection

The CPT Soundings were performed from a 20-ton, track-mounted rig manufactured by ARA Vertek meeting all requirements of ASTM D 5778-07. ARA Vertek seismic piezocones (cones) of Hogentogler design were used for the soundings. These cones meet all specifications and calibration requirements of ASTM D 5778-07. Three independent transducers measure tip, sleeve friction, and pore water pressures. Each cone has a projected tip area of 10 cm2 and a friction sleeve (sleeve) area of 150 cm2. The piezocone measurements of pore water pressure were taken at the filter element immediately behind the tip and between the tip and sleeve, the configuration is referred to as U2.

3.4.2 CPT Data Interpretation

The program RAPID CPT from Dataforensics was used to process the raw data. The Soil Behavior Types are shown for two different correlations. The first correlation is the Non-Normalized correlations by Robertson and Campanella (1986) that relates the tip resistance (qt) to the normalized excess porewater pressure reading (Bq). The second correlation is the Normalized correlation by Robertson and Campanella (1990) that relates the normalize tip resistance (Qt) to the normalized excess porewater pressure reading (Bq).



-- End of Section --


Electronic Filename: 10-81-C.cpt

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Project No: FMMFS 153866 & FMMFRM 370365-SA

Fargo-Moorhead Metro Feasibility Study & PEDFargo, ND (Fargo,North Dakota)

Elevation:Water Depth:Total Depth:

884.110.0179.3 ftProbe ID/Net Area Ratio:

Nov. 20, 2010JohnstonUSACE, Savannah District

Date:Operator:

Drilling Agency: DDG1069 / 0.8

CP

T R

EP

OR

T -

DY

NA

MIC

FA

RG

O 6

.6.1

2.G

PJ

AC

E M

VD

WIT

H R

AP

ID C

PT

200

8_11

_17.

GD

T 4

/23

/13

1 2 3 4 5 6

SBTBq

MAI = 1(1990)

Normalized Pore PressureBq

-0.2 0.2 0.6 1.0

u0

-2 36 74 112

Pore Pressureu2

(psi)

-2 36 74 112

Elev(ft)

880

875

870

865

860

855

850

845

840

835

830

825

820

815

810

805

Tip Resistanceqt

(tsf)

60 120 180 240

Sleeve Frictionfs

(tsf)

0.6 1.2 1.8 2.4 1 2 3 4 5 6 7 8 9 1011

SBTBq

MAI = 1(1986)

qt

(tsf)

2418126

>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>

>>>>>>>>>>>>>>>>>>>>>>

>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>

Cone Penetration Test 10-81C


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Date:Operator:


CP

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NA

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VD

WIT

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ID C

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8_11

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GD

T 4

/23

/13

1 2 3 4 5 6

SBTBq

MAI = 1(1990)


-0.2 0.2 0.6 1.0

u0

-2 36 74 112

Pore Pressureu2

(psi)

-2 36 74 112

Elev(ft)

880

875

870

865

860

855

850

845

840

835

830

825

820

815

810

805

800

795

790

Tip Resistanceqt

(tsf)

60 120 180 240

Sleeve Frictionfs

(tsf)

0.6 1.2 1.8 2.4 1 2 3 4 5 6 7 8 9 1011

SBTBq

MAI = 1(1986)

qt

(tsf)

2418126

>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>



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Date:Operator:


CP

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OR

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DY

NA

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RG

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.6.1

2.G

PJ

AC

E M

VD

WIT

H R

AP

ID C

PT

200

8_11

_17.

GD

T 4

/23

/13

1 2 3 4 5 6

SBTBq

MAI = 1(1990)


-0.2 0.2 0.6 1.0

u0

-2 36 74 112

Pore Pressureu2

(psi)

-2 36 74 112

Elev(ft)

880

875

870

865

860

855

850

845

840

835

830

825

820

815

810

805

Tip Resistanceqt

(tsf)

60 120 180 240

Sleeve Frictionfs

(tsf)

0.6 1.2 1.8 2.4 1 2 3 4 5 6 7 8 9 1011

SBTBq

MAI = 1(1986)

qt

(tsf)

2418126

>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>



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Date:Operator:


CP

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NA

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VD

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AP

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200

8_11

_17.

GD

T 4

/23

/13

1 2 3 4 5 6

SBTBq

MAI = 1(1990)


-0.2 0.2 0.6 1.0

u0

-2 36 74 112

Pore Pressureu2

(psi)

-2 36 74 112

Elev(ft)

885

880

875

870

865

860

855

850

845

840

835

830

825

820

Tip Resistanceqt

(tsf)

60 120 180 240

Sleeve Frictionfs

(tsf)

0.6 1.2 1.8 2.4 1 2 3 4 5 6 7 8 9 1011

SBTBq

MAI = 1(1986)

qt

(tsf)

2418126

>>>>>>>>>>>>





SECTION 01 14 00.00 13

WORK RESTRICTIONS

05/2012

PART 1 GENERAL

1.1 GROUNDS AND ROADWAYS 1.1.1 Parking 1.1.2 Snow Removal 1.2 BLASTING 1.3 WORK SEQUENCE 1.3.1 Prehistoric Archeological Site

PART 2 PRODUCTS (Not Used)

PART 3 EXECUTION

3.1 EXISTING UTILITIES 3.1.1 General 3.1.2 Buried Utilities 3.1.3 Interruption of Services 3.1.4 North Dakota One Call Excavation Notice System 3.2 TEMPORARY PLUG EARTHEN BARRIER 3.3 PROTECTION OF TREES 3.3.1 Restoration of Damaged Trees




SECTION 01 14 00.00 13

WORK RESTRICTIONS05/2012

PART 1 GENERAL

1.1 GROUNDS AND ROADWAYS

1.1.1 Parking

Contractor parking will be permitted only in the area(s) shown, including the Contractor's staging area. Contractor parking shall be coordinated with the Government.

1.1.2 Snow Removal

The Contractor shall be responsible for snow removal in the Contractor's access, work, and parking areas.

1.2 BLASTING

Blasting will not be permitted.

1.3 WORK SEQUENCE

1.3.1 Prehistoric Archeological Site

Cultural resources surveys have found a large prehistoriic archeological site north of Drain 30 and east of 171st Avenue SE in the general area of diversion channel stations 192+00 to 203+00 and the Right Ditch stations RD 110+00 to 171st Ave SE. No work of this contract shall commence in this area until cultural resources mitigation by others is complete and the Contractor is notified by the Contracting Officer that work may proceed. It is anticipated that cultural resources mitigation will be complete by [date TBD].

PART 2 PRODUCTS (Not Used)

PART 3 EXECUTION

3.1 EXISTING UTILITIES

3.1.1 General

The Contractor shall coordinate all utility relocation requirements and make payment to the utility companies for all services, fees, and permits required to relocate and reestablish service. The Contractor shall be responsible for all costs related to protecting existing utilities.

3.1.2 Buried Utilities

The approximate locations of known existing buried utilities are shown on the drawings to the extent of available information at the time the drawings were prepared. Prior to commencing excavation, the Contractor



shall accurately locate all such installations. In the event the Contractor damages any existing utility lines, report thereof shall be made immediately to the Contracting Officer. Repair of damaged utilities shall be in accordance with CONTRACT CLAUSE 52.236-9 PROTECTION OF EXISTING VEGETATION, STRUCTURES, EQUIPMENT, UTILITIES, AND IMPROVEMENTS.

The approximate locations of known abandoned buried utilities are shown on the drawings to the extent of available information at the time the drawings were prepared. The Contractor shall be responsible for removing all abandoned utilities within the project work limits.

3.1.3 Interruption of Services

Utility services shall not be interrupted except for brief periods to facilitate cut-ins. The Contractor shall provide temporary service and shall relocate existing utilities as required to construct the work shown and insure uninterrupted service. If interruption of services is unavoidable, the Contractor shall request approval in writing at least 15 calendar days prior to the proposed interruption. This submittal shall fully describe all details of proposed interruption and the reasons why alternatives are not feasible. Information contained in the submittal shall include, but not be limited to, utilities being affected, duration of outage, and any sketches required to support the submittal. The Contractor shall further coordinate with the owner of the utility and notify affected consumers at least 10 calendar days in advance of interruption of services. The Contracting Officer will not in general approve proposals which require interruption of services for more than 4 continuous hours.

3.1.4 North Dakota One Call Excavation Notice System

For contract work performed within the State of North Dakota, the Contractor shall meet the requirements of North Dakota Statutes, Chapter 42-23 "One Call Excavation Notice System." The North Dakota One Call notification center telephone numbers are:

Hotline 1-800-795-0555 or 811

3.2 TEMPORARY PLUG EARTHEN BARRIER

The Contractor shall maintain the temporary plug earthen barrier between the Red River of the North and the diversion channel excavation until temporary erosion control measures are established and permission to remove the temporary plug is granted by the Contracting Officer.

3.3 PROTECTION OF TREES

Trees to be protected shall be determined and staked by the Contracting Officer. The following measures shall be implemented for tree protection and shall be addressed in the Environmental Protection Plan required under SECTION 01 57 20.00 13 ENVIRONMENTAL PROTECTION:

a. The trees shall be protected from wounds to the bark and foliage.

b. The critical root zone shall be protected from compaction and grading.

c. Changes in temporary site drainage and ponding that affect the protected trees shall be minimized to the extent possible.



The critical root zone of trees designated to be protected shall be surrounded by a high visibility fence 4 feet in height, supplied and erected by the Contractor. The critical root zone shall be defined by an area extending for 1.5 feet radius from each tree for each inch of Diameter at Breast Height (DBH). The fence shall be securely erected and installed prior to any movement through the project site by construction vehicles or equipment, and remain in place until construction and clean-up are completed. The critical root zone shall remain free of all construction activities including trenching, staging, stockpiling and storage of materials. Vehicles and equipment shall not drive or park within the critical root zone. Variation to the critical root zone size or configuration will only be permitted where it is absolutely necessary for construction of the project, and requires approval of the Contracting Officer. Short duration alterations of the critical root zone involving wood chips and limited equipment travel shall be submitted in writing for approval.

The Contractor shall not operate equipment in vegetated areas outside the work limits.

3.3.1 Restoration of Damaged Trees

Any existing tree designated to be protected that is damaged by the Contractor's operations shall be replaced. Trees will be considered damaged if the critical root zone in cohesive soils is compacted, if there are significant wounds that could contribute to rot, or if distress (evident by reduced growth or other observations of distress documented by a forester) is observed prior to closing the contract. Trees shall be replaced in kind on a caliper inch per caliper inch basis (DBH) (e.g. one 6-inch red oak shall be replaced with two 3-inch red oaks, three 2-inch red oaks, or six 1-inch red oaks). Replacement tree size and location will be determined and staked by the Contracting Officer. Repair by pruning, aeration, soil conditioning, or other recommendation from a qualified forester will be considered by the Contracting Officer for substitution for replacement.






SECTION 01 22 00.00 13

MEASUREMENT AND PAYMENT

10/2006

PART 1 GENERAL

1.1 REFERENCES 1.2 COMPENSATION 1.3 APPROVAL OF MATERIALS OR ALTERNATES 1.4 QUANTITY SURVEYS 1.5 MEASUREMENT BY WEIGHT 1.6 MEASUREMENT UNITS 1.7 SUBMITTALS 1.8 LUMP SUM PAYMENT ITEMS 1.8.1 Demolition 1.8.1.1 Payment 1.8.1.2 Unit of Measurement 1.8.2 Clearing and Grubbing 1.8.2.1 Payment 1.8.2.2 Unit of Measurement 1.8.3 Temporary Erosion Protection 1.8.3.1 Payment 1.8.3.2 Unit of Measurement 1.8.4 Traffic Control 1.8.4.1 Payment 1.8.4.2 Unit of Measurement 1.8.5 Care of Water 1.8.5.1 Payment 1.8.5.2 Unit of Measurement 1.8.6 Drain 30 Inlet Headwall 1.8.6.1 Payment 1.8.6.1.1 Unit of Measurement 1.8.7 Drain 30 Impact Basin Outlet Structure 1.8.7.1 Payment 1.8.7.2 Unit of Measurement 1.8.8 Performance and Payment Bonds 1.8.8.1 Payment 1.8.8.2 Unit of Measurement 1.9 UNIT PRICE PAYMENT ITEMS 1.9.1 Stripping 1.9.1.1 Payment 1.9.1.2 Measurement 1.9.1.3 Unit of Measure 1.9.2 Diversion Channel Excavation 1.9.2.1 Payment 1.9.2.2 Measurement 1.9.2.3 Unit of Measure 1.9.3 Shaping of Right Bank Excavated Material Berm (EMB) Undulations 1.9.3.1 Payment 1.9.3.2 Measurement



1.9.3.3 Unit of Measure 1.9.4 Geotextile (Type 1 and Type 2) 1.9.4.1 Payment 1.9.4.2 Measurement 1.9.4.3 Unit of Measure 1.9.5 Bedding (B1, B2 and B3) 1.9.5.1 Measurement 1.9.5.2 Unit of Measure 1.9.6 Riprap (R20, R80, R140 and R270) 1.9.6.1 Payment 1.9.6.2 Measurement 1.9.6.3 Unit of Measure 1.9.7 Boulders 1.9.7.1 Payment 1.9.7.2 Measurement 1.9.7.3 Unit of Measure 1.9.8 60-inch Reinforced Concrete Pipe (Class IV, Class V) 1.9.8.1 Payment 1.9.8.2 Measurement 1.9.8.3 Unit of Measure 1.9.9 Corrugated Steel Pipe (18-inch, 30-inch and 64x43-inch Arch) 1.9.9.1 Payment 1.9.9.2 Measurement 1.9.9.3 Unit of Measure 1.9.10 Corrugated Steel Pipe Flared End Sections (18-inch, 30-inch

and 64x43-inch Arch) 1.9.10.1 Payment 1.9.10.2 Measurement 1.9.10.3 Unit of Measure 1.9.11 Topsoil 1.9.11.1 Payment 1.9.11.2 Measurement 1.9.11.3 Unit of Measure 1.9.12 Seeding (Dry Zone and Wet Zone Seed Mixes) 1.9.12.1 Payment 1.9.12.2 Measurement 1.9.12.3 Unit of Measure 1.9.13 EMB Maintenance Road Corridor 1.9.13.1 Payment 1.9.13.2 Measurement 1.9.13.3 Unit of Measurement 1.9.14 Drainage Ditching (Right Bank and Left Bank) 1.9.14.1 Payment 1.9.14.2 Measurement 1.9.14.3 Unit of Measurement 1.9.15 Access Roads (Outlet and EMB) 1.9.15.1 Payment 1.9.15.2 Measurement 1.9.15.3 Unit of Measurement

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION (Not Applicable)




SECTION 01 22 00.00 13

MEASUREMENT AND PAYMENT10/2006

PART 1 GENERAL

1.1 REFERENCES

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

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST HB 44 (2010) Specifications, Tolerances, and Other Technical Requirements for Weighing and Measuring Devices

1.2 COMPENSATION

The payment provided for in the contract shall constitute full compensation for furnishing all materials and for performing all work under the contract in a complete and acceptable manner. The contract work shall include providing plant, equipment, tools, supplies, labor, supervision, incidental materials, quality control, environmental protection, and meeting safety requirements, and for performing all work required for which separate payment is not otherwise provided. Compensation for all work shown, specified, or essential to completion of the project (whether or not the specific material or operation is indicated) shall be included on the bidding schedule. The payment provided for in the contract includes compensation for all risk, loss, damage, and expense arising out of the nature of the work or its prosecution, subject to conditions of the contract. Payment for each contract line item will constitute full compensation for furnishing the materials and constructing the work complete in place as specified.

1.3 APPROVAL OF MATERIALS OR ALTERNATES

Requests for approval of materials and products, or substitutes thereof, will not be considered prior to award of the contract.

1.4 QUANTITY SURVEYS

The Contractor shall provide quantity surveys for bulk materials measured by volume or weight, unless an alternate method of measurement is specified. Quantity surveys are specified in Section 01 71 23.01 13 CONTRACTOR SURVEYS AND REMOTE SENSING DATA COLLECTION.

1.5 MEASUREMENT BY WEIGHT

Bulk materials paid for by weight will be measured by weighing each truck load on an approved scale before being placed in the work. Scales shall be

September 2014 SECTION 01 22 00.00 13 Page 3 NOT-BUILT


of sufficient length to permit simultaneous weighing of all axle loads and shall be sensitive to a change in load of 0.2 percent throughout the range of the scale. The scale's accuracy shall conform to the applicable requirements of NIST HB 44 and shall be certified by a scale servicing company or by an inspector of the State Inspection Bureau. Each load shall be accompanied by a delivery ticket certified by the weighmaster. Delivery tickets shall be collected by the Contractor, and copies thereof shall be furnished to the Contracting Officer. As a minimum, each ticket shall contain the following information:

(1) Date and time. (2) Vehicle number. (3) Gross weight. (4) Vehicle tare weight. (5) Net weight. (6) Signature of weighmaster. (7) Signature of Contractor's receiver.

1.6 MEASUREMENT UNITS

When materials are measured in units other than the measurement units specified as the basis of payment, the measured quantities shall be converted to the specified unit of measure. Factors for conversions from one basis or unit of measurement to another shall be approved by the Contracting Officer.

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. The following shall be submitted in accordance with SECTION 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Delivery Ticket

Submit certified delivery tickets.

1.8 JOB PAYMENT ITEMS

Payment items for the work of this contract for which contract job payments will be made are listed in the BID SCHEDULE and described below. All costs for items of work, which are not specifically mentioned to be included in a particular job or unit price payment item, shall be included in the listed contract line item most closely associated with the work involved. The price and payment made for each item listed shall constitute full compensation for performing all work required for which separate payment is not otherwise provided.

1.8.1 Demolition

1.8.1.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for demolition, removal, disposal and salvage of existing structures and equipment, unless the item is specifically covered under a separate bid item. Any items designated for



salvage shall be placed in a location as specified by the Contracting Officer. Items to be demolished or removed may include, but are not limited to, abandoned storm sewer culverts, abandoned water lines, abandoned underground power and telecommunication utility lines, and roads. Debris shall be taken off site and disposed of in accordance with all local, state and federal requirements.

1.8.1.2 Unit of Measurement

Unit of measure: job.

1.8.2 Clearing and Grubbing

1.8.2.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary to complete Clearing and Grubbing operations as shown and specified. Clearing and grubbing includes, but is not limited to, preparation of areas scheduled for construction of structures, excavations, levees, excavated material berms, excavated material piles and roads. Debris shall be removed from the site and disposed of properly. All incidentals required to complete the work shall be included in the bid price. No allowances will be made for clearing and grubbing outside the limits of construction unless authorized.



1.8.3 Temporary Erosion Protection

1.8.3.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for Temporary Erosion Protection measures required to install, maintain and to ensure compliance with all permiting requirements and those measures required by the contract documents, including preparation, development, implementation and modifications for the Stormwater Pollution Prevention Plan (SWPPP) as well as installation, maintenance, site inspections and corrective actions of the Best Management Practices (BMPs) for temporary erosion prevention and sediment controls. Work shall include, but is not limited to, measures such as silt fencing, straw bales, detention ponds, control of runoff and temporary seeding.



1.8.4 Traffic Control

1.8.4.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for any Traffic Control measures required for this project. Work shall include, but is not limited to, detours, signage, flag persons, jersey barriers, pilot vehicles, and maintenance of these traffic control measures throughout the project contract period.





1.8.5 Care of Water

1.8.5.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for any Care of Water measures required for this project. Work shall include, but is not limited to, construction site water management, removal of water within the diversion channel excavation, management of surface water drainage, sediment control, all measures to meet the Stormwater Pollution Prevention Plan (SWPPP), and maintenance and operations of these features throughout the contract period.



1.8.6 Drain 30 Inlet Headwall

1.8.6.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for the construction of the Drain 30 Inlet Headwall. Work includes, but is not limited to, structural excavation, temporary shoring, dewatering, select granular material, formwork, reinforcing, concrete, contraction and expansion joints, geotextile fabric, steel pipe handrailing, trash rack, backfill, compaction, grading and all incidentals required to complete the work as shown and specified.

1.8.6.1.1 Unit of Measurement


1.8.7 Drain 30 Impact Basin Outlet Structure

1.8.7.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for the construction of the Drain 30 Impact Basin Outlet Structue. Work includes, but is not limited to, structural excavation, temporary shoring, dewatering, select granular fill, formwork, reinforcing, concrete, joints, geotextile fabric, steel sheet pile, flap gates, steel pipe handrailing, fiberglass posts, gratings, backfill, compaction, grading and all incidentals required to complete the work as shown and specified.



1.8.8 Performance and Payment Bonds

1.8.8.1 Payment

Payment will be made for the costs associated with obtaining bid,



performance and payment bonds in accordance with the contract requirements. Bonds will be paid for on a Lump Sum basis in accordance with CONTRACT CLAUSE 52.232-5 PAYMENTS UNDER FIXED-PRICE CONSTRUCTION CONTRACTS.



1.9 UNIT PRICE PAYMENT ITEMS

Payment items for the work of this contract on which the contract unit price payments will be made are listed in the BID SCHEDULE and described below. The unit price and payment made for each item listed shall constitute full compensation for furnishing all plant, labor, materials, and equipment, and performing any associated Contractor quality control, environmental protection, meeting safety requirements, tests and reports, and for performing all work, including incidental work, required for each of the unit price items.

1.9.1 Stripping

1.9.1.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary to complete stripping operations as shown and specified. Work shall include, but not be limited to, stripping vegetation, topsoil, and organic material within the stripping limits as shown on the drawings and stockpiling of topsoil for reuse. No allowances will be made for stripping outside the limits defined by the contract drawings unless authorized.

1.9.1.2 Measurement

Stripping shall be measured for payment by the cubic yard (CY) using the triangle volume method. The basis for payment will be the difference between (1) the digital terrain model (DTM) of the areas prior to stripping and (2) the digital terrain model of the areas after stripping is complete. The Contractor shall be responsible to perform the necessary quantity surveys. Except for authorized over-depth excavation, materials removed outside the lines and grades shown will not be measured for payment. Material removed outside the lines and grades shown, but within the specified tolerance shall not be measured for payment. Disposal of excess stripping shall not be measured for payment.

1.9.1.3 Unit of Measure

Unit of measure: cubic yard.

1.9.2 Diversion Channel Excavation

1.9.2.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for excavation of the Diversion Channel Excavation material as shown and specified. Work shall include, but not be limited to, excavation of the diversion channel material, hauling, placement in the Embedded Levee, Excavated Material Berms, Excavated Material Piles or access road embankments, grading, compaction and



restoration following completion of excavation. All diversion channel excavation material shall be placed in the areas shown for placement within the limits of work. No separate payment will be made for placement of material placed outside of the limits of work.

1.9.2.2 Measurement

Diversion Channel Excavation shall be measured for payment by the cubic yard (CY) and quantities shall be determined by the triangle volume method. The basis for payment will be the difference between (1) the digital terrain model (DTM) of the areas prior to excavation and (2) the DTM of the areas to the lines and grades shown on the contract drawings. Final surveys shall be used for any authorized over-depth excavation. Except for authorized over-depth excavation, materials removed outside the lines and grades shown on the contract drawings shall not be measured for payment. Material removed outside the lines and grades shown, but within the specified tolerance shall not be measured for payment. The Contractor shall be required to perform the necessary quantity surveys.



1.9.3 Shaping of Right Bank Excavated Material Berm (EMB) Undulations

1.9.3.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for Shaping of the Right Bank EMB Undulations as shown and specified. Work shall include, but not be limited to, rough grading, shaping and finish grading of material placed from the excavation of the diversion channel in the undulating area of the Right Bank EMB, as well as additional surveys and control required for layout and verification that the undulations meet the contract requirements. Excavation, hauling and compaction of material from the diversion channel excavation shall not be paid for under this item but shall be included in the bid item for Diversion Channel Excavation.

1.9.3.2 Measurement

Shaping of the Right Bank EMB Undulations shall be measured for payment by the square yard (SY) in two-dimensional plan view for the undulation area as shown on the contract drawings.


Unit of measure: square yard.

1.9.4 Geotextile (Type 1 and Type 2)

1.9.4.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for placement of Geotextile as shown and specified. Work shall include, but not be limited to, any preparation work required for surfaces on which Geotextile is to be placed; delivery, storage, and installation of geotextile; and furnishing product data attesting that the geotextile meets specification requirements.



1.9.4.2 Measurement

Geotextile shall be measured for payment by the as-built surface area in square yards (SY) covered by Geotextile. No allowance will be made for waste, overlaps, damaged materials, repairs or materials used for the convenience of the Contractor.


Unit of measure: square yard.

1.9.5 Bedding (B1, B2 and B3)

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for placing bedding material of the specified gradations (B1, B2 and B3), as shown and within the tolerances specified unless specifically addressed under another bid item. Work shall include, but not be limited to, obtaining, hauling, and final placement of Bedding. No separate payment will be made for stockpiling materials.

Deductions. Payment will be made only for bedding placed within the specified tolerances. All bedding permitted by the Contracting Officer to remain outside the tolerances specified shall be deducted from the quantity for which payment is to be made. Volume of excess bedding shall be computed, using the difference between the ditigal terrain model of the areas after bedding placement and of the excess above the tolerance line. The excess volume shall be deducted for the payment quantity at the rate of 1.65 tons per cubic yard, regardless of actual weight per cubic yard.

1.9.5.1 Measurement

Bedding shall be measured for payment by the ton (TN) (2,000 pounds avoirdupois) in accordance with paragraph MEASUREMENT BY WEIGHT. Quantities shall be computed to the nearest whole ton. Weight tickets shall include time, date, truck number and net weight. Weight tickets furnished by a public weighmaster shall be acceptable.


Unit of measure: ton.

1.9.6 Riprap (R20, R80, R140 and R270)

1.9.6.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for placing riprap of the specified gradations (R20, R80, R140 and R270), as shown and within the tolerances specified unless specifically addressed under another bid item. Work shall include, but not be limited to, obtaining, hauling, and final placement of Riprap. No separate payment will be made for stockpiling materials.

Deductions. Payment will be made only for riprap placed within the specified tolerances. All riprap permitted by the Contracting Officer to remain outside the tolerances specified shall be deducted from the quantity for which payment is to be made. Volume of excess riprap shall be computed, using the difference between the ditigal terrain model of the areas after riprap placement and of the excess above the tolerance line.



The excess volume shall be deducted for the payment quantity at the rate of 1.35 tons per cubic yard, regardless of actual weight per cubic yard.

1.9.6.2 Measurement

Riprap shall be measured for payment by the ton (TN) (2,000 pounds avoirdupois) in accordance with paragraph MEASUREMENT BY WEIGHT. Quantities shall be computed to the nearest whole ton. Weight tickets shall include time, date, truck number and net weight. Weight tickets furnished by a public weighmaster shall be acceptable.



1.9.7 Boulders

1.9.7.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for placing boulders of the specified sizes (5-foot nominal diameters), as shown and within the tolerances specified. Work shall include, but not be limited to, obtaining, hauling, and final placement of Boulders as shown on the drawings or as directed by the Contracting Officer. No separate payment will be made for stockpiling materials.

1.9.7.2 Measurement

Boulders shall be measured for payment by the ton (TN) (2,000 pounds avoirdupois) in accordance with paragraph MEASUREMENT BY WEIGHT. Quantities shall be computed to the nearest whole ton. Weight tickets shall include time, date, truck number and net weight. Weight tickets furnished by a public weighmaster shall be acceptable.



1.9.8 60-inch Reinforced Concrete Pipe (Class V)

1.9.8.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for placement of 60-inch Reinforced Concrete Pipe (RCP) of the specified Class (Class V), as shown and specified. Work shall include, but not be limited to, all related excavation, pipe, pipe placement, tie-bolt fasteners, backfilling and compaction required in the accepted work.

1.9.8.2 Measurement

60-inch Reinforced Concrete Pipe (RCP) shall be measured for payment by the linear foot (LF), of the appropriate class of pipe, in place along the centerline of the pipe between the Inlet Headwall and the Impact Basin Outlet Structure.




Unit of measure: linear foot.

1.9.9 Corrugated Steel Pipe (18-inch, 30-inch and 64x43-inch Arch)

1.9.9.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for placement of Corrugated Steel Pipe of the specified sizes (18-inch, 30-inch and 64x43-inch Arch), as shown and specified. Work shall include, but not be limited to, all related excavation, pipe, pipe placement, band fasteners, backfilling and compaction required in the accepted work.

1.9.9.2 Measurement

Corrugated Steel Pipe shall be measured for payment by the linear foot (LF), of the appropriate sizes of pipe, in place along the centerline of the pipe from end to end, not including flared end sections.


Unit of measure: linear foot.

1.9.10 Corrugated Steel Pipe Flared End Sections (18-inch, 30-inch and 64x43-inch Arch)

1.9.10.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for placement of Corrugated Steel Pipe Flared End Sections of the specified sizes (18-inch, 30-inch and 64x43-inch Arch), as shown and specified. Work shall include, but not be limited to, all related excavation, flared end section, placement, band fasteners, backfilling and compaction required in the accepted work.

1.9.10.2 Measurement

Corrugated Steel Pipe Flared End Sections shall be measured for payment by each (EA), of the appropriate size, in place.


Unit of measure: Each.

1.9.11 Topsoil

1.9.11.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for placement of topsoil material to the proper depth, as specified in the contract documents. Work shall include, but not be limited to, haulng topsoil from the stripping operations, obtaining on-site topsoil from excavation areas prior to excavations, stockpiling topsoil, placement of topsoil, grading and preparing the specified areas for turf establishment.




Topsoil shall be measured for payment by the cubic yard (CY) in place using the triangle volume method based on the original ground lines as determined by the required digital terrain model (DTM) of the areas prior to placement of topsoil and the DTM of the areas to the lines and grades shown after the placement of topsoil with the following limitations or exceptions:

(1) Tolerances are provided only for the convenience of the Contractor and no material placed outside of the lines, grades, and sections shown as a result of the permitted tolerances will be measured for payment.



1.9.12 Seeding (Dry Zone and Wet Zone Seed Mixes)

1.9.12.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for establishment of the Seeding, for the specified Seed Mixes (Dry Zone and Wet Zone), to the areas designated for seeding as shown on the contract drawings. Work shall include, but not be limited to, soil preparation, soil amendments, placement of seed, fertilizer, mulch, watering, maintenance and all other work incidental to seeding. No additional payment will be made for restoration of areas damaged by Contractor operations. Restoration by seeding of disturbed areas not designated on the contract drawings will not be measured for payment and shall be incidental to the work being performed.


Seeding shall be measured for payment by the acre (AC) in place. The area measured for payment will be limited to the areas designated for seeding as shown on the drawings. Quantities shall be determined by measuring the lengths of the seeded area perimeters and calculating the acres. The Contractor shall be responsible for performing the necessary quantity surveys.


Unit of measure: acre.

1.9.13 EMB Maintenance Road Corridor

1.9.13.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for constructing the EMB Maintenance Road Corridor as shown and specified, unless specifically addressed under another bid item. All incidentals shall be included in the bid price.


EMB Maintenance Road Corridor shall be measured for payment by the cubic yard (CY) in place, within neat lines and to the compacted thicknesses shown on the drawings. No payment will be made for overfill due to surface



or subgrade variations. Material wasted, unused, rejected, or used for the convenience of the Contractor shall not be measured for payment.


Unit of measure: cubic yard

1.9.14 Drainage Ditching (Right Bank and Left Bank)

1.9.14.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for excavation of the Right and Left Bank Drainage Ditches as shown and specified. Work shall include, but not be limited to, excavation of the drainage ditches, hauling, placement of material in the designated areas, grading, compaction and restoration following completion of excavation.


Drainage Ditch excavation shall be measured for payment by the cubic yard (CY) and quantities shall be determined by the triangle volume method. The basis for payment will be the difference between (1) the digital terrain model (DTM) of the areas prior to excavation and (2) the DTM of the areas to the the lines and grades shown on the contract drawings. Final surveys shall be used for any authorized over-depth excavation. Except for authorized over-depth excavation, materials removed outside the lines and grades shown shall not be measured for payment. Material removed outside the lines and grades shown, but within the specified tolerance shall not be measured for payment. The Contractor shall be required to perform the necessary quantity surveys.


Unit of measure: cubic yard

1.9.15 Access Roads (Outlet and EMB)

1.9.15.1 Payment

Payment will be made for furnishing all materials, equipment, labor and performing all operations necessary for constructing the Access Roads as shown and specified, unless specifically addressed under another bid item. All incidentals shall be included in the bid price.


Access Roads shall be measured for payment by the linear foot (LF) in place, within neat lines and to the compacted thicknesses shown on the drawings. Work shall include, but not be limited to, placing required fill, compaction of subgrade, vehicle gates, grading and aggregate base material. No payment will be made for overfill due to surface or subgrade variations. Material wasted, unused, rejected, or used for the convenience of the Contractor shall not be measured for payment.


Unit of measure: linear foot




PART 3 EXECUTION (Not Applicable)






SECTION 01 32 01.00 13

PROJECT SCHEDULE

01/02

PART 1 GENERAL

1.1 SUBMITTALS 1.2 QUALIFICATIONS

PART 2 PRODUCTS

2.1 COMPUTER SOFTWARE REQUIREMENTS

PART 3 EXECUTION

3.1 GENERAL 3.2 BASIS FOR PAYMENT 3.3 SOFTWARE 3.3.1 Use of the Critical Path Method 3.3.2 Level of Detail Required 3.3.2.1 Activity Durations 3.3.2.2 Procurement Activities 3.3.2.3 Critical Activities 3.3.2.4 Government Activities 3.3.2.5 Responsibility 3.3.2.6 Feature of Work 3.3.3 Scheduled Project Completion 3.3.3.1 Constraint of Last Activity 3.3.3.2 Early Project Completion 3.3.4 Interim Completion Dates 3.3.5 Default Progress Data Disallowed 3.3.6 Out-of-Sequence Progress 3.3.7 Extended Non-Work Periods 3.3.8 Negative Lags 3.4 PROJECT SCHEDULE SUBMISSIONS 3.4.1 Initial Project Schedule Submission 3.4.2 Periodic Updates 3.4.3 Standard Activity Coding Dictionary 3.5 SUBMISSION REQUIREMENTS 3.5.1 Earnings Report 3.5.2 Network Diagram 3.6 PERIODIC PROGRESS MEETINGS 3.6.1 Meeting Attendance 3.6.2 Update Submission Following Progress Meeting 3.6.3 Progress Meeting Contents 3.7 REQUESTS FOR TIME EXTENSIONS 3.7.1 Justification of Delay 3.7.2 Submission Requirements 3.8 DIRECTED CHANGES 3.9 OWNERSHIP OF FLOAT



SECTION 01 32 01.00 13

PROJECT SCHEDULE01/02

PART 1 GENERAL

1.1 SUBMITTALS


SD-01 Preconstruction Submittals

Initial Project Schedule; G,COR Periodic Updates; G,COR

Five copies of the initial project schedule shall be submitted. Two copies of periodic project schedule updates shall be submitted.

SD-04 Samples

Software;

The Contractor shall furnish the Government copies of the scheduling software if required under paragraph COMPUTER SOFTWARE REQUIREMENTS.

1.2 QUALIFICATIONS

The Contractor shall designate an authorized representative who shall be responsible for the preparation of all required project schedule reports.

PART 2 PRODUCTS

2.1 COMPUTER SOFTWARE REQUIREMENTS

The Contractor shall furnish the Government with the software to be used, unless waived by the Contracting Officer. The Contactor shall assist in installing the software in the Government resident office. The Contractor shall provide the software complete, including documentation and updates used in the Contractor's system. The software shall remain the property of the Contractor, but shall be in the possession of and for the exclusive use by the Government during the contract period. The Government shall have rights to install the software on 3 computers (resident office, area office, and district office).

PART 3 EXECUTION

3.1 GENERAL

Pursuant to the CONTRACT CLAUSE 52.236-15, SCHEDULES FOR CONSTRUCTION



CONTRACTS, a project schedule as described below shall be prepared. The scheduling of construction shall be the responsibility of the Contractor. Contractor management personnel shall actively participate in its development. Subcontractors and suppliers working on the project shall contribute in developing and maintaining an accurate project schedule. The approved project schedule shall be used to measure the progress of the work, to aid in evaluating time extensions, and to provide the basis of progress payments.

3.2 BASIS FOR PAYMENT

The project schedule shall be the basis for measuring Contractor progress. The Contracting Officer will use an approved project schedule to evaluate Contractor progress for payment purposes. In the case where project schedule revisions have been directed by the Contracting Officer and those revisions have not been included in the project schedule, then the Contracting Officer may hold retainage up to the maximum allowed by contract, each payment period, until the project schedule updates have been accepted.

3.3 SOFTWARE

Computer software systems utilized by the Contractor to produce the project schedule shall be capable of providing all requirements of this specification.

3.3.1 Use of the Critical Path Method

The project schedule shall clearly show the critical path. If a network analysis system is used, the Critical Path Method (CPM) of network calculation shall be used to generate the project schedule, provided in either the Precedence Diagram Method (PDM) or the Arrow Diagram Method (ADM).

3.3.2 Level of Detail Required

The project schedule shall include an appropriate level of detail. The Contracting Officer will use, but is not limited to, the following conditions to determine the appropriate level of detail to be used in the project schedule.

3.3.2.1 Activity Durations

The Contractor shall breakout lump-sum or sum-job contract line items into subcategories, or activities. The number of activities shall be sufficient to allow the progress to be accurately determined between payment periods.

3.3.2.2 Procurement Activities

Tasks related to the procurement of long lead materials or equipment shall be included as separate activities in the project schedule. Long lead materials and equipment are those materials that have a procurement cycle of over 90 calendar days. Examples of procurement process activities include, but are not limited to: submittals, approvals, procurement, fabrication, and delivery.

3.3.2.3 Critical Activities

The following activities shall be listed as separate line activities on the



Contractor's project schedule:

a. Submission and approval of as-built drawings. b. Prefinal inspection.

c. Correction of punchlist from prefinal inspection.

d. Final inspection.

3.3.2.4 Government Activities

Government and other agency activities that could impact progress shall be shown. These activities include, but are not limited to: approvals, inspections, utility tie-in, Government furnished property, and notice to proceed for phasing requirements.

3.3.2.5 Responsibility

All activities shall be identified in the project schedule by the party (Prime Contractor, subcontractor, Government agency, etc.) responsible to perform the work. Activities shall not belong to more than one responsible party. The responsible party for each activity shall be identified by the Responsibility Code.

3.3.2.6 Feature of Work

All activities shall be identified in the project schedule according to the feature of work to which the activity belongs. Feature of work refers, but is not limited to a work breakdown structure for the project schedule. The feature of work for each activity shall be identified by the Feature of Work Code.

3.3.3 Scheduled Project Completion

The schedule interval shall extend from notice to proceed to the contract completion date. The notice to proceed date shall be taken as the date that notice to proceed was acknowledged.

3.3.3.1 Constraint of Last Activity

Completion of the last activity in the project schedule shall be constrained by the contract completion date. If the early finish of the last activity falls after the contract completion date, then the critical path shall show a negative float.

3.3.3.2 Early Project Completion

If the project schedule shows project completion prior to the contract completion date, the Contractor shall identify activities that have been accelerated and activities that are scheduled in parallel to support the "early" completion. The Contractor shall assist the Contracting Officer in evaluating the Contractor's ability to actually complete prior to the contract completion date.

3.3.4 Interim Completion Dates

Contractually specified interim completion dates shall also be constrained to show negative float if the early finish date of the last activity in



that phase falls after the interim completion date.

3.3.5 Default Progress Data Disallowed

The Contractor shall document the actual start and actual finish dates on the daily quality control report for every in-progress or completed activity and ensure that the data contained on the daily quality control reports is the sole basis for project schedule updating. Actual Start and Finish dates shall not be automatically updated by default mechanisms that may be included in CPM scheduling software systems. Actual start and finish dates on the CPM schedule shall match those dates provided from Contractor quality control reports.

3.3.6 Out-of-Sequence Progress

The Contracting Officer shall be notified prior to work on any activities that are out-of-sequence with the project schedule. The Contractor shall update the project schedule to correct any out-of-sequence work.

3.3.7 Extended Non-Work Periods

Non-work periods of over 5 working days shall be identified by addition of activities that represent the delays.

3.3.8 Negative Lags

Lag durations contained in the project schedule shall not have a negative value.

3.4 PROJECT SCHEDULE SUBMISSIONS

The Contractor shall provide the submissions as described below.

3.4.1 Initial Project Schedule Submission

The project schedule shall provide a reasonable sequence of activities which represent work through the entire contract period and shall be at a reasonable level of detail.

3.4.2 Periodic Updates

Based on the result of progress meetings, the Contractor shall submit periodic project schedule updates. The Contractor shall furnish information and project schedule data, which in the judgment of the Contracting Officer, is necessary for verifying the Contractor's progress.

3.4.3 Standard Activity Coding Dictionary

The Contractor shall submit, with the initial project schedule, a coding scheme that shall be used throughout the project schedule for all activity codes contained in the project schedule. The coding scheme submitted shall list the values for each activity code category and translate those values into project specific designations. For example, a responsibility code value, "ELE", may be identified as "Electrical Subcontractor". Activity code values shall represent the same information throughout the duration of the contract.



3.5 SUBMISSION REQUIREMENTS

The following items shall be submitted for each project schedule submission:

3.5.1 Earnings Report

The Contractor shall submit a compilation of the Contractor's Total Earnings on the project through the most recent Monthly Progress Meeting. Activities shall be grouped by contract line item. The printed report shall contain, for each contract line item: activity number, activity description, original budgeted amount, total quantity, quantity to date, percent complete (based on cost), and earnings to date. A total project percent complete shall also be provided. If necessary to substantiate partial payment and requested by the Contracting Officer, the earnings report shall detail activities within a contract line item.

3.5.2 Network Diagram

A network diagram shall be required on the initial project schedule submission and on periodic submissions when requested by the Contracting Officer (not less than quarterly). The network diagram shall depict and display the order and interdependence of activities and the sequence in which the work is to be accomplished. The network diagram shall be constructed to meet the following conditions:

a. Continuous Flow. Diagrams shall show a continuous flow from left to right with no arrows from right to left. The activity or event number, description, duration, and estimated earned value shall be shown on the diagram.

b. Project Milestone Dates. Dates shall be shown on the diagram for start of project, any contract required interim completion dates, and contract completion dates.

c. Critical Path. The critical path shall be clearly shown.

d. Banding. Activities shall be grouped to assist in the understanding of the activity sequence. Typically, this flow will group activities by category of work, work area and/or responsibility.

e. S-Curves. Earnings curves showing projected early and late earnings and earnings to date.

3.6 PERIODIC PROGRESS MEETINGS

Progress meetings to discuss payment shall include a monthly onsite meeting or other regular intervals mutually agreed to at the preconstruction conference. During this meeting the Contractor shall describe, on an activity by activity basis, all proposed revisions and adjustments to the project schedule required to reflect the current status of the project.

3.6.1 Meeting Attendance

The Contractor's project manager and the Contractor's authorized representative responsible for preparation of the project schedule shall attend the regular progress meeting.



3.6.2 Update Submission Following Progress Meeting

A complete update of the project schedule containing all approved progress, revisions, and adjustments, based on the regular progress meeting, shall be submitted not later than 4 working days after every third monthly progress meeting.

3.6.3 Progress Meeting Contents

Update information, including actual start dates, actual finish dates, remaining durations, and cost-to-date shall be subject to the approval of the Contracting Officer. The Contractor shall address the following minimum set of items, on an activity by activity basis, during each progress meeting.

a. Start and Finish Dates. The actual start and actual finish dates for each completed activity. The actual start and projected finish dates for each activity in-progress.

b. Cost Completion. The earnings for each activity started. Payment will be based on earnings for each in-progress or completed activity. Payment for individual activities will not be made for work that contains defects.

c. Project Schedule Changes. All changes pertaining to notice to proceed on change orders, change orders to be incorporated into the project schedule, Contractor proposed changes in work sequence, corrections to project schedule for out-of-sequence progress, lag durations, and other changes that have been made pursuant to contract provisions shall be specifically identified and discussed.

d. Other Changes. Other changes required due to delays in completion of any activity or group of activities include unusually severe weather, product procurement, or other delays or work stoppages which make re-planning the work necessary.

3.7 REQUESTS FOR TIME EXTENSIONS

In the event the Contractor requests an extension of the contract completion date, the Contractor shall furnish such justification, project schedule data and supporting evidence as the Contracting Officer may deem necessary for a determination as to whether or not the Contractor is entitled to an extension of time under the provisions of the contract.

3.7.1 Justification of Delay

The project schedule shall clearly display that the Contractor has used, in full, all the float time available for the work involved with this request. The Contracting Officer's determination as to the number of allowable days of contract extension shall be based upon an approved project schedule and other factual information. Delays that are caused by the Contractor's own actions will not be a cause for a time extension to the contract completion date.

3.7.2 Submission Requirements

The Contractor shall submit a justification in accordance with the requirements of other appropriate contract clauses and shall include, as a minimum:



a. A list of affected activities, with their associated project schedule activity number.

b. A brief explanation of the cause(s) of the change.

c. An analysis of the overall impact of the changes proposed.

d. If requested by the Contracting Officer, the Contractor shall provide an interim project schedule update with revised activities.

3.8 DIRECTED CHANGES

If notice to proceed is issued for undefinitized work, the Contractor shall submit proposed project schedule revisions to the Contracting Officer within 14 calendar days of the notice to proceed being issued. The proposed revisions to the project schedule must be approved by the Contracting Officer prior to inclusion of those changes within the project schedule. If the Contractor fails to submit the proposed revisions, the Contracting Officer may furnish the Contractor with suggested revisions to the project schedule; and the Contractor shall update the project schedule with the Contracting Officer's revisions until a mutual agreement in the revisions is reached.

3.9 OWNERSHIP OF FLOAT

Float available in the project schedule, at any time, shall not be considered for the exclusive use of either the Government or the Contractor.






SECTION 01 33 00

SUBMITTAL PROCEDURES

10/2006

PART 1 GENERAL

1.1 SUBMITTAL IDENTIFICATION 1.2 SUBMITTAL CLASSIFICATION 1.2.1 Government Approved 1.2.2 Information Only 1.3 APPROVED SUBMITTALS 1.4 DISAPPROVED SUBMITTALS 1.5 WITHHOLDING OF PAYMENT 1.6 MEASUREMENT AND PAYMENT


PART 3 EXECUTION

3.1 GENERAL 3.2 SUBMITTAL REGISTER 3.3 SCHEDULING 3.4 TRANSMITTAL FORM (ENG FORM 4025) 3.5 SUBMITTAL PROCEDURE 3.5.1 Submittal Copies 3.5.2 Schedule 3.5.3 Shop Drawings 3.5.4 Warranties 3.5.5 Deviations 3.6 CONTROL OF SUBMITTALS 3.7 GOVERNMENT APPROVED SUBMITTALS 3.8 INFORMATION ONLY SUBMITTALS 3.9 STAMPS


July 2013 SECTION 01 33 00 Page 1 NOT-BUILT


SECTION 01 33 00

SUBMITTAL PROCEDURES10/2006

PART 1 GENERAL

1.1 SUBMITTAL IDENTIFICATION

Submittals required are identified by SD numbers and titles as follows:


SD-02 Shop Drawings

SD-03 Product Data

SD-04 Samples

SD-06 Test Reports

SD-07 Certificates

SD-08 Manufacturer's Instructions

SD-11 Closeout Submittals

1.2 SUBMITTAL CLASSIFICATION

Submittals are classified as follows:

1.2.1 Government Approved

Governmental approval is required for extensions of design, critical materials, deviations, equipment whose compatibility with the entire system must be checked, and other items as designated by the Contracting Officer. Within the terms of the CONTRACT CLAUSE 52.236-21 SPECIFICATIONS AND DRAWINGS FOR CONSTRUCTION, Government approved submittals are considered to be "shop drawings."

1.2.2 Information Only

All submittals not requiring Government approval will be for information only. They are not considered to be "shop drawings" within the terms of the Contract Clause referred to above.

1.3 APPROVED SUBMITTALS

The Contracting Officer's approval of submittals shall not to be construed as a complete check, but will indicate only that the general method of construction, materials, detailing and other information are satisfactory. Approval will not relieve the Contractor of the responsibility for any error which may exist, as the Contractor under the Contractor Quality Control (CQC) requirements of this contract is responsible for dimensions, the design of adequate connections and details, and the satisfactory construction of all work. After submittals have been approved by the



Contracting Officer, no resubmittal for the purpose of substituting materials or equipment will be considered unless accompanied by an explanation of why a substitution is necessary.

1.4 DISAPPROVED SUBMITTALS

The Contractor shall make all corrections required by the Contracting Officer and promptly furnish a corrected submittal in the form and number of copies specified for the initial submittal. If the Contractor considers any correction indicated on the submittals to constitute a change to the contract, a notice in accordance with the CONTRACT CLAUSE 52.243-4 CHANGES shall be given promptly to the Contracting Officer.

1.5 WITHHOLDING OF PAYMENT

Payment for materials incorporated in the work will not be made if required approvals have not been obtained.


The work of this section will not be measured for payment. The Contractor shall be responsible for the work of this section, without any direct compensation being made other than the payment received for contract items.


PART 3 EXECUTION

3.1 GENERAL

The Contractor shall make submittals as required by the specifications. The Contracting Officer may request submittals in addition to those specified when deemed necessary to adequately describe the work covered in the respective sections. Units of weights and measures used on all submittals shall be the same as those used in the contract drawings. Each submittal shall be complete and in sufficient detail to allow ready determination of compliance with contract requirements. Prior to submittal, all items shall be checked and approved by the Contractor's Quality Control (CQC) System Manager and each item shall be stamped, signed, and dated by the CQC System Manager indicating action taken. Proposed deviations from the contract requirements shall be clearly identified. Submittals shall include items such as: Contractor's, manufacturer's, or fabricator's drawings; descriptive literature including (but not limited to) catalog cuts, diagrams, operating charts or curves; test reports; test cylinders; samples; O&M manuals (including parts list); certifications; warranties; and other such required submittals. Submittals requiring Government approval shall be scheduled and made prior to the acquisition of the material or equipment covered thereby. Samples remaining upon completion of the work shall be picked up and disposed in accordance with manufacturer's Material Safety Data Sheets (MSDS) and in compliance with existing laws and regulations.

3.2 SUBMITTAL REGISTER

At the end of this section is a sample Submittal Register, showing items of equipment and materials for which submittals are required by the specifications. This list may not be all inclusive and additional



submittals may be required. The Contractor shall use QCS to track and transmit all submittals. The Submittal Register shall be produced using RMS. The Contractor shall maintain a submittal register for the project in accordance with SECTION 01 45 02.00 10 QUALITY CONTROL SYSTEM (QCS).

3.3 SCHEDULING

Submittals covering component items forming a system or items that are interrelated shall be scheduled to be coordinated and submitted concurrently. Certifications to be submitted with the pertinent drawings shall be so scheduled. Adequate time (a minimum of 30 calendar days exclusive of mailing time) shall be allowed and shown on the register for review and approval. No delay damages or time extensions will be allowed for time lost in late submittals. The submittal register shall provide for a reasonable timely distribution of shop drawings as they are prepared (particularly within a specific discipline, i.e.: structural, mechanical).

3.4 TRANSMITTAL FORM (ENG FORM 4025)

A sample transmittal form (ENG Form 4025) is attached to this section, however the ENG Form 4025 shall be produced using QCS and shall be used for submitting both Government approved and information only submittals.

3.5 SUBMITTAL PROCEDURE

3.5.1 Submittal Copies The Contractor shall submit 6 hardcopies of each submittal (both Government approved and for information only), or 1 hardcopy and 1 electronic copy, unless otherwise indicated. Each transmittal shall address only one submittal item. Transmittals returned for resubmission shall be resubmitted in their entirety. When approved by the Contracting Officer, routine test reports and delivery tickets may be submitted with daily quality control reports in place of following submittal procedures under this section.

3.5.2 Schedule

Shop drawings shall be submitted with ample time to secure Government approval prior to the time the items covered thereby are to be delivered to the site. Additional time should be allowed for possible resubmittal. Materials fabricated or delivered without Government approval of the shop drawing will be subject to rejection. All submittals shall be made prior to commencement of applicable work, and allow adequate time for government review acceptable to the Contracting Officer.

3.5.3 Shop Drawings

Shop drawings shall be reproductions on high quality paper with clear legible print. Drawings shall generally be bordered a minimum of one inch and trimmed to neat lines. Shop drawing quality will be subject to approval. Each shop drawing, including catalog data, shall be identified with a title block including the name of the Contractor, contract number, name and location of project, and name of the item of work or structure to which the shop drawing applies. Catalog data, including specifications and full descriptive matter, may be submitted as shop drawings. Catalog data must be supplemented as necessary to include all pertinent data to verify conformance to the contract documents. When catalog data includes non applicable data, the applicable data shall be clearly indicated.



3.5.4 Warranties

Any items that are submitted for review or approval of the Contracting Officer should include a copy of the manufacturer's standard warranty if one is available.

3.5.5 Deviations

For submittals which include proposed deviations requested by the Contractor, the column "variation" of ENG Form 4025 shall be checked. The Contractor shall set forth in writing the reason for any deviations and annotate such deviations on the submittal. The Government reserves the right to rescind inadvertent approval of submittals containing unnoted deviations.

3.6 CONTROL OF SUBMITTALS

The Contractor shall carefully control its procurement operations to ensure that each individual submittal is made on or before the Contractor scheduled submittal date shown on the approved "Submittal Register."

3.7 GOVERNMENT APPROVED SUBMITTALS

Upon completion of review of submittals requiring Government approval, the submittals will be identified as having received approval by being so stamped and dated. Five copies of the submittal will be retained by the Contracting Officer and 1 copy of the submittal will be returned to the Contractor.

3.8 INFORMATION ONLY SUBMITTALS

Normally submittals for information only will not be returned. Approval of the Contracting Officer is not required on information only submittals. The Government reserves the right to require the Contractor to resubmit any item found not to comply with the contract. This does not relieve the Contractor from the obligation to furnish material conforming to the plans and specifications; will not prevent the Contracting Officer from requiring removal and replacement of nonconforming material incorporated in the work; and does not relieve the Contractor of the requirement to furnish samples for testing by the Government laboratory or for check testing by the Government in those instances where the technical specifications so prescribe.

3.9 STAMPS

Stamps used by the Contractor on the submittal data to certify that the submittal meets contract requirements shall be similar to the following:



________________________________________________________________________ | CONTRACTOR | | | | (Firm Name) | | | | | | | | _____ Approved | | | | | | _____ Approved with corrections as noted on submittal data and/or | | attached sheet(s). | | | | | | | | SIGNATURE: __________________________________________________________ | | | | TITLE: ______________________________________________________________ | | | | DATE: _______________________________________________________________ | | | |________________________________________________________________________|



SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 1 OF 8 PAGES

Fargo-Moorhead Diversion Reach 1

01 22 00.00 13 SD-03 Product DataDelivery Ticket

01 32 01.00 13 SD-01 Preconstruction Submittals3.4.1 G CORInitial Project Schedule3.4.2 G CORPeriodic Updates

SD-04 Samples2.1Software

01 35 29.00 13 SD-01 Preconstruction Submittals1.6 G SOAccident Prevention Plan (APP)1.7 G SOActivity Hazard Analysis (AHA)1.6.1 G SOCrane Critical Lift Plan1.5.1.2 G SOCrane Operators

SD-06 Test Reports1.11Reports1.11.2Monthly Exposure Reports1.11.1Accident Reports1.11.3Crane Reports

Regulatory Citations andViolations

SD-07 Certificates1.11.4Certificate of Compliance

01 41 26.00 13 SD-01 Preconstruction Submittals1.3.3 G CIVStormwater Pollution Prevention

Plan (SWPPP)G PMNotice of Intent (NOI)


SUBMITTAL REGISTERCONTRACT NO.

TITLE AND LOCATION CONTRACTOR

CONTRACTOR:SCHEDULE DATES

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01 41 26.00 13 G PMNotice of Termination (NOT)Records

01 45 04.00 13 SD-01 Preconstruction Submittals3.2 GQuality Control Plan (QCP)3.6.2.1 GQuality Management Manual

01 50 02.00 13 SD-02 Shop DrawingsSite Plan

2.2Government Field OfficeSD-06 Test ReportsFormaldehyde Emission TestResults

01 57 20.00 13 SD-01 Preconstruction Submittals1.7 G ENVEnvironmental Protection Plan

01 71 23.01 13 SD-01 Preconstruction Submittals3.1.5 G SURVConstruction Surveying Work

Plan and ScheduleG SURVPreliminary Survey

1.8 G SURVProfessional License/CertificationDocumentation

1.4 G SURVGeospatial DataSD-11 Closeout Submittals

GSURVAs-Built Survey1.4 GSURVGeospatial Data

01 78 02.00 10 SD-11 Closeout SubmittalsG GENAs-Built Drawings

02 41 00 SD-01 Preconstruction Submittals




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02 41 00 G STRDemolition Work Plan03 11 13.00 10 SD-02 Shop Drawings

3.1.1 G STRFormworkSD-03 Product Data

1.2Design2.1Form Materials2.1.6Form Releasing Agents

SD-06 Test Reports3.5Inspection

03 15 00.00 10 SD-03 Product Data2.2Preformed Expansion Joint Filler2.3Sealant

SD-04 Samples2.3.2Lubricant for Preformed

Compression Seals2.3.3Field-Molded Type

SD-07 Certificates2.2Preformed Expansion Joint Filler2.3Sealant

03 15 13.00 10 SD-02 Shop Drawings2.4 G STRWaterstops

SD-03 Product Data2.2Preformed Expansion Joint Filler2.3Sealant2.4Waterstops

SD-04 Samples




CONTRACTORACTION

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03 15 13.00 10 2.3.2Lubricant for PreformedCompression Seals

2.3.3Field-Molded Type2.4.1Non-metallic Materials

SD-07 Certificates2.2Preformed Expansion Joint Filler2.3Sealant2.4Waterstops

03 20 01.00 10 SD-02 Shop Drawings3.1 G STRReinforcement

SD-03 Product Data1.3Welding

SD-07 Certificates2.3Reinforcing Steel

03 22 70.01 13 SD-01 Preconstruction SubmittalsOn-Site Batching and MixingWater ReducingConcrete Mixture ProportionsPlacing

SD-03 Product Data1.2.1CLSM Flowable Fill Mixture

ProportionsSD-06 Test ReportsCLSM Mixture Proportions Tests

SD-07 CertificatesCement




CONTRACTORACTION

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ACTIVITY NO

TRANSMITTAL NO

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03 22 70.01 13 Aggregates03 31 00.00 10 SD-01 Preconstruction Submittals

G MATConcrete Operation Plan3.6.3 G MATCold Weather Plan

G MATHot Weather PlanJoint Treatment Plan

SD-02 Shop DrawingsG STRShop Drawings

SD-03 Product DataG MATConcrete Mixture Design

SD-07 CertificatesManufacturer's CertificatesQualifications

05 50 00 SD-02 Shop Drawings2.3 G STRFloor gratings2.4 G STRHandrails2.5 G STRWelded Steel Gate2.6 G STRangles and plates

SD-03 Product Data2.3Floor gratings2.4Handrails2.1.7Metal Sheet Piling2.7Spring Mounts For Fiberglass

Posts05 50 03.00 10 SD-02 Shop Drawings

1.3 G STRDetail Drawings




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05 50 03.00 10 SD-03 Product Data2.2.2.1 G STRWelding of Structural Steel2.3.4 G STRStructural Steel Welding Repairs2.1.1Materials Orders2.1.2 G STRMaterials List

Shipping BillSD-06 Test Reports

2.3Tests, Inspections, andVerifications

SD-07 Certificates1.4 G STRQualification of Welders and

Welding Operators31 00 00.00 13 SD-01 Preconstruction Submittals

3.2 G GEOEarthwork and Grading PlanG GEOWinter Operations PlanGSnow Removal

3.7 G GEODrain 30 Excavation PlanSD-06 Test Reports

G GEOInitial Test Results3.18Testing

Daily Report Forms31 05 19 SD-03 Product Data

2.1.2Thread2.2Manufacturing Quality Control

Sampling and TestingSD-04 Samples




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31 05 19 2.1.1GeotextileSD-07 Certificates

2.1.1Geotextile31 23 19.41 13 SD-01 Preconstruction Submittals

Dewatering PlanShoring PlanCofferdam and flow conveyanceplan

Unwatering Plan32 11 16.00 13 SD-01 Preconstruction Submittals

Aggregate SourcesSD-03 Product DataGeotextile Data

SD-04 SamplesAggregate Samples

SD-06 Test Reports3.13Testing

32 92 19.01 13 SD-03 Product DataManufacturer's Literature

SD-06 Test ReportsSeed TestQuantity CheckMaintenance Record

SD-07 CertificatesCertificates of Compliance

33 40 01 SD-02 Shop Drawings




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33 40 01 G MEAFlap GatesG MEAFlap Gate Wall Mounting Details

SD-03 Product Data3.3Placing Pipe

SD-07 CertificatesPipeline Testing

2.4Hydrostatic Test on WatertightJoints

3.7.5Determination of Density2.3.4Frame and Cover Castings

SD-08 Manufacturer’s InstructionsG MEAFlap Gate Installation Procedures

35 31 19.00 13 SD-01 Preconstruction SubmittalsG GEOMaterial SourcesG SURVSurvey Plan for Verification of

SectionSD-02 Shop DrawingsSurvey Sections for Verificationof Section

SD-03 Product DataGeotextile Data

SD-06 Test ReportsGradation Test

SD-07 CertificatesCertified Weight Scale Tickets




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SECTION 01 35 29.00 13.00 13

SAFETY AND OCCUPATIONAL HEALTH REQUIREMENTS

10/05

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 DEFINITIONS 1.4 REGULATORY REQUIREMENTS 1.5 SITE QUALIFICATIONS, DUTIES AND MEETINGS 1.5.1 Personnel Qualifications 1.5.1.1 Site Safety and Health Officer (SSHO) 1.5.1.2 Crane Operators 1.5.2 Personnel Duties 1.5.2.1 Site Safety and Health Officer (SSHO)/Superintendent 1.5.3 Meetings 1.5.3.1 Preconstruction Conference 1.5.3.2 Safety Meetings 1.6 ACCIDENT PREVENTION PLAN (APP) 1.6.1 EM 385-1-1 Contents 1.7 ACTIVITY HAZARD ANALYSIS (AHA) 1.8 DISPLAY OF SAFETY INFORMATION 1.9 SITE SAFETY REFERENCE MATERIALS 1.10 EMERGENCY MEDICAL TREATMENT 1.11 REPORTS 1.11.1 Accident Reports 1.11.2 Monthly Exposure Reports 1.11.3 Crane Reports 1.11.4 Certificate of Compliance

PART 2 PRODUCTS

PART 3 EXECUTION

3.1 CONSTRUCTION AND/OR OTHER WORK 3.1.1 Hazardous Material Exclusions 3.1.2 Unforeseen Hazardous Material 3.2 PRE-OUTAGE COORDINATION MEETING 3.3 FALL HAZARD PROTECTION AND PREVENTION PROGRAM 3.3.1 Training 3.3.2 Fall Protection Equipment and Systems 3.3.2.1 Personal Fall Arrest Equipment 3.3.3 Existing Anchorage 3.3.4 Horizontal Lifelines 3.3.5 Guardrails and Safety Nets 3.3.6 Rescue and Evacuation Procedures 3.4 EQUIPMENT 3.4.1 Material Handling Equipment



3.4.2 Weight Handling Equipment 3.5 EXCAVATIONS 3.5.1 Utility Locations 3.5.2 Utility Location Verification 3.5.3 Shoring Systems 3.5.4 Trenching Machinery 3.6 UTILITIES WITHIN CONCRETE SLABS 3.7 ELECTRICAL 3.7.1 Portable Extension Cords




SECTION 01 35 29.00 13.00 13

SAFETY AND OCCUPATIONAL HEALTH REQUIREMENTS10/05

PART 1 GENERAL

1.1 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 SOCIETY OF SAFETY ENGINEERS (ASSE/SAFE)

ASSE/SAFE A10.32 (2004) Fall Protection

ASSE/SAFE A10.34 (2001; R 2005) Protection of the Public on or Adjacent to Construction Sites

ASSE/SAFE Z359.1 (2007) Safety Requirements for Personal Fall Arrest Systems, Subsystems and Components

ASME INTERNATIONAL (ASME)

ASME B30.22 (2005) Articulating Boom Cranes

ASME B30.3 (2009) Construction Tower Cranes

ASME B30.5 (2007) Mobile and Locomotive Cranes

ASME B30.8 (2010) Floating Cranes and Floating Derricks

NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)

NFPA 10 (2010; Errata 2012) Standard for Portable Fire Extinguishers

NFPA 70 (2011; Errata 2 2012) National Electrical Code

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2008; Errata 1 2010; Changes 1-3 2010; Changes 4-6 2011; Change 7 2012) Safety and Health Requirements Manual

U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)

29 CFR 1926 Safety and Health Regulations for Construction

29 CFR 1926.500 Fall Protection



1.2 SUBMITTALS


Government acceptance is required for submittals with a "G, A" designation.


Accident Prevention Plan (APP); G, SO

Activity Hazard Analysis (AHA); G, SO

Crane Critical Lift Plan; G, SO

Proof of qualification for Crane Operators; G, SO

SD-06 Test Reports

Reports

Submit reports as their incidence occurs, in accordance with the requirements of the paragraph entitled, "Reports."

Monthly Exposure Reports

Accident Reports

Crane Reports

Regulatory Citations and Violations

SD-07 Certificates

Certificate of Compliance

1.3 DEFINITIONS

a. High Visibility Accident. Any mishap which may generate publicity and/or high visibility.

b. Medical Treatment. Treatment administered by a physician or by registered professional personnel under the standing orders of a physician. Medical treatment does not include first aid treatment even through provided by a physician or registered personnel.

c. Recordable Injuries or Illnesses. Any work-related injury or illness that results in:

(1) Death, regardless of the time between the injury and death, or the length of the illness;

(2) Days away from work (any time lost after day of injury/illness onset);

(3) Restricted work;



(4) Transfer to another job;

(5) Medical treatment beyond first aid;

(6) Loss of consciousness; or

(7) A significant injury or illness diagnosed by a physician or other licensed health care professional, even if it did not result in (1) through (6) above.

d. Recordable Accident. Any recordable injuries and illnesses, and property damage accidents resulting in at least $2,000 in damages.

e. "USACE" property and equipment specified in USACE EM 385-1-1 should be interpreted as Government property and equipment.

1.4 REGULATORY REQUIREMENTS

In addition to the detailed requirements included in the provisions of this contract, work performed shall comply with USACE EM 385-1-1, and any applicable federal, state, and local laws, ordinances, criteria, rules and regulations. Submit matters of interpretation of standards to the appropriate administrative agency for resolution before starting work. Where the requirements of this specification, applicable laws, criteria, ordinances, regulations, and referenced documents vary, the most stringent requirements shall apply.

1.5 SITE QUALIFICATIONS, DUTIES AND MEETINGS

1.5.1 Personnel Qualifications

1.5.1.1 Site Safety and Health Officer (SSHO)

Site Safety and Health Officer (SSHO) shall be provided at the work site at all times to perform safety and occupational health management, surveillance, inspections, and safety enforcement for the Contractor. The SSHO shall meet the following requirements:

Level 3: A minimum of 5 years safety work on similar projects.30-hour OSHA construction safety class or equivalent within the last 5 years.An average of at least 24 hours of formal safety training each year for the past 5 years.Competent person training as needed.

1.5.1.2 Crane Operators

Crane operators shall meet the requirements in USACE EM 385-1-1, Section 16. In addition, for mobile cranes with Original Equipment Manufacturer (OEM) rated capacitates of 50,000 pounds or greater, crane operators shall be designated as qualified by a source that qualifies crane operators (i.e., union, a government agency, or and organization that tests and qualifies crane operators). Proof of current qualification shall be provided.



1.5.2 Personnel Duties

1.5.2.1 Site Safety and Health Officer (SSHO)/Superintendent

a. Conduct daily safety and health inspections and maintain a written log which includes area/operation inspected, date of inspection, identified hazards, recommended corrective actions, estimated and actual dates of corrections. Safety inspection logs shall be attached to the Contractor's daily quality control reports.

b. Conduct mishap investigations and complete required reports. Maintain the OSHA Form 300 and Daily Quality Control reports for prime and sub-contractors.

c. Maintain applicable safety reference material on the job site.

d. Attend the pre-construction conference, pre-work meetings including preparatory inspection meeting, and periodic in-progress meetings.

e. Implement and enforce accepted APPS and AHAs.

f. Maintain a safety and health deficiency tracking system that monitors outstanding deficiencies until resolution. A list of unresolved safety and health deficiencies shall be posted on the safety bulletin board.

g. Ensure sub-contractor compliance with safety and health requirements.

Failure to perform the above duties will result in dismissal of the superintendent and/or SSHO, and a project work stoppage. The project work stoppage will remain in effect pending approval of a suitable replacement.

1.5.3 Meetings

1.5.3.1 Preconstruction Conference

a. Contractor representatives who have a responsibility or significant role in accident prevention on the project shall attend the preconstruction conference. This includes the project superintendent, site safety and health officer, quality control supervisor, or any other assigned safety and health professionals who participated in the development of the APP (including the Activity Hazard Analyses (AHAs) and special plans, program and procedures associated with it).

b. The Contractor shall discuss the details of the submitted APP to include incorporated plans, programs, procedures and a listing of anticipated AHAs that will be developed and implemented during the performance of the contract. This list of proposed AHAs will be reviewed at the conference and an agreement will be reached between the Contractor and the Contracting Officer as to which phases will require an analysis. In addition, a schedule for the preparation, submittal, review, and acceptance of AHAs shall be established to preclude project delays.

c. Deficiencies in the submitted APP will be brought to the attention of the Contractor at the preconstruction conference, and the Contractor shall revise the plan to correct deficiencies and re-submit it for acceptance. Work shall not begin until there is an accepted APP.



1.5.3.2 Safety Meetings

Shall be conducted and documented as required by EM 385-1-1. Minutes showing contract title, signatures of attendees and a list of topics discussed shall be attached to the Contractors daily quality control report.

1.6 ACCIDENT PREVENTION PLAN (APP)

The Contractor shall use a qualified person to prepare the written site-specific APP. Prepare the APP in accordance with the format and requirements of USACE EM 385-1-1 and as supplemented herein. Cover all paragraph and subparagraph elements in USACE EM 385-1-1, Appendix A, "Minimum Basic Outline for Accident Prevention Plan". Specific requirements for some of the APP elements are described below. The APP shall be job-specific and shall address any unusual or unique aspects of the project or activity for which it is written. The APP shall interface with the Contractor's overall safety and health program. Any portions of the Contractor's overall safety and health program referenced in the APP shall be included in the applicable APP element and made site-specific. The Government considers the Prime Contractor to be the "controlling authority" for all work site safety and health of the subcontractors. Contractors are responsible for informing their subcontractors of the safety provisions under the terms of the contract and the penalties for noncompliance, coordinating the work to prevent one craft from interfering with or creating hazardous working conditions for other crafts, and inspecting subcontractor operations to ensure that accident prevention responsibilities are being carried out. The APP shall be signed by the person and firm (senior person) preparing the APP, the Contractor, the on-site superintendent, and the designated site safety and health officer.

Submit the APP to the Contracting Officer 15 calendar days prior to the date of the preconstruction conference for acceptance. Work cannot proceed without an accepted APP.

Once accepted by the Contracting Officer, the APP and attachments will be enforced as part of the contract. Disregarding the provisions of this contract or the accepted APP will be cause for stopping of work, at the discretion of the Contracting Officer, until the matter has been rectified.

Once work begins, changes to the accepted APP shall be made with the knowledge and concurrence of the Contracting Officer, project superintendent, SSHO and quality control manager. Should any hazard become evident, stop work in the area, secure the area, and develop a plan to remove the hazard. Notify the Contracting Officer within 24 hours of discovery. Eliminate/remove the hazard. In the interim, all necessary action shall be taken to restore and maintain safe working conditions in order to safeguard onsite personnel, visitors, the public (as defined by ASSE/SAFE A10.34,) and the environment.

Copies of the accepted plan will be maintained at the resident engineer's office and at the job site. The APP shall be continuously reviewed and amended, as necessary, throughout the life of the contract. Unusual or high-hazard activities not identified in the original APP shall be incorporated in the plan as they are discovered.

1.6.1 EM 385-1-1 Contents

In addition to the requirements outlined in Appendix A of USACE EM 385-1-1,



the following is required:

a. Crane Critical Lift Plan. Prepare and sign weight handling critical lift plans for lifts over 75 percent of the capacity of the crane or hoist (or lifts over 50 percent of the capacity of a barge mounted mobile crane's hoists) at any radius of lift; lifts involving more than one crane or hoist; lifts of personnel; and lifts involving non-routine rigging or operation, sensitive equipment, or unusual safety risks. The plan shall be submitted 15 calendar days prior to on-site work and include the requirements of USACE EM 385-1-1, Section 16.H and the following:

(1) For lifts of personnel, the plan shall demonstrate compliance with the requirements of 29 CFR 1926.550(g).

(2) For barge mounted mobile cranes, barge stability calculations identifying barge list and trim based on anticipated loading; and load charts based on calculated list and trim. The amount of list and trim shall be within the crane manufacturer's requirements.

b. Site Demolition Plan. The safety and health aspects prepared in accordance with SECTION 02 41 00 DEMOLITION and referenced sources. Include engineering survey as applicable.

c. Excavation Plan. The safety and health aspects prepared in accordance with SECTION 31 00 00.00 13 EARTHWORK.

1.7 ACTIVITY HAZARD ANALYSIS (AHA)

The Activity Hazard Analysis (AHA) format shall be in accordance with USACE EM 385-1-1. Submit the AHA for review at least 15 calendar days prior to the start of each phase. Format subsequent AHAs as amendments to the APP. The analysis should be used during daily inspections to ensure the implementation and effectiveness of the activity's safety and health controls.

The AHA list will be reviewed periodically (at least monthly) at the Contractor supervisory safety meeting and updated as necessary when procedures, scheduling, or hazards change.

The activity hazard analyses shall be developed using the project schedule as the basis for the activities performed. Any activities listed on the project schedule will require an AHA. The AHAs will be developed by the Contractor, supplier or subcontractor and provided to the Prime Contractor for submittal to the Contracting Officer.

1.8 DISPLAY OF SAFETY INFORMATION

Within 15 days after receipt of the notice to proceed, erect a safety bulletin board at the job site. The safety bulletin board shall include information and be maintained as required by EM 385-1-1, section 01.A.06.

1.9 SITE SAFETY REFERENCE MATERIALS

Maintain safety-related references applicable to the project, including those listed in the article "References." Maintain applicable equipment manufacturer's manuals.



1.10 EMERGENCY MEDICAL TREATMENT

Contractors will arrange for their own emergency medical treatment. Government has no responsibility to provide emergency medical treatment.

1.11 REPORTS

1.11.1 Accident Reports

a. For recordable injuries and illnesses, and property damage accidents resulting in at least $2,000 in damages, the Prime Contractor shall conduct an accident investigation to establish the root cause(s) of the accident, complete the USACE Accident Report Form 3394 and provide the report to the Contracting Officer within 5 calendar day(s) of the accident. The Contracting Officer will provide copies of any required or special forms.

1.11.2 Monthly Exposure Reports

Monthly exposure reporting to the Contracting Officer is required to be attached to the monthly billing request. This report is a compilation of employee-hours worked each month for all site workers, both prime and subcontractor. The Contracting Officer will provide copies of any special forms.

1.11.3 Crane Reports

Submit crane inspection reports required in accordance with USACE EM 385-1-1, Section 16 and as specified herein with Daily Reports of Inspections.

1.11.4 Certificate of Compliance

The Contractor shall provide a Certificate of Compliance for each crane entering an activity under this contract (see Contracting Officer for a blank certificate). Certificate shall state that the crane and rigging gear meet applicable OSHA regulations (with the Contractor citing which OSHA regulations are applicable, e.g., cranes used in construction, demolition, or maintenance shall comply with 29 CFR 1926 and USACE EM 385-1-1 section 16. Certify on the Certificate of Compliance that the crane operator(s) is qualified and trained in the operation of the crane to be used. The Contractor shall also certify that all of its crane operators working on the activity have been trained in the proper use of all safety devices (e.g., anti-two block devices). These certifications shall be posted on the crane.

PART 2 PRODUCTS

Not used.

PART 3 EXECUTION

3.1 CONSTRUCTION AND/OR OTHER WORK

3.1.1 Hazardous Material Exclusions

Notwithstanding any other hazardous material used in this contract, radioactive materials or instruments capable of producing



ionizing/non-ionizing radiation (with the exception of radioactive material and devices used in accordance with USACE EM 385-1-1 such as nuclear density meters for compaction testing and laboratory equipment with radioactive sources) as well as materials which contain asbestos, mercury or polychlorinated biphenyls, di-isocynates, lead-based paint are prohibited. The Contracting Officer, upon written request by the Contractor, may consider exceptions to the use of any of the above excluded materials.

3.1.2 Unforeseen Hazardous Material

The design should have identified materials such as PCB, lead paint, and friable and non-friable asbestos. If material, not indicated, that may be hazardous to human health upon disturbance during construction operations is encountered, stop that portion of work and notify the Contracting Officer immediately. Within 14 calendar days the Government will determine if the material is hazardous. If material is not hazardous or poses no danger, the Government will direct the Contractor to proceed without change. If material is hazardous and handling of the material is necessary to accomplish the work, the Government will issue a modification pursuant to CONTRACT CLAUSE 52.243-4, CHANGES and CONTRACT CLAUSE 52.236-2, DIFFERING SITE CONDITIONS.

3.2 PRE-OUTAGE COORDINATION MEETING

Contractors are required to apply for utility outages in advance of when they are required. The period of notification prior to initiation of outages is as defined in PARAGRAPH: INTERRUPTION OF SERVICES in SECTION 01 14 00.00 13 WORK RESTRICTIONS. Once approved, and prior to beginning work on the utility system requiring shut down, the Contractor shall attend a pre-outage coordination meeting with the Contracting Officer to review the scope of work and the lock-out/tag-out procedures for worker protection. No work will be performed on energized electrical circuits unless proof is provided that no other means exist.

3.3 FALL HAZARD PROTECTION AND PREVENTION PROGRAM

The Contractor shall establish a fall protection and prevention program, for the protection of all employees exposed to fall hazards. The program shall include company policy, identify responsibilities, education and training requirements, fall hazard identification, prevention and control measures, inspection, storage, care and maintenance of fall protection equipment and rescue and evacuation procedures.

3.3.1 Training

The Contractor shall institute a fall protection training program. As part of the Fall Hazard Protection and Prevention Program, the Contractor shall provide training for each employee who might be exposed to fall hazards. A competent person for fall protection shall provide the training. Training requirements shall be in accordance with USACE EM 385-1-1, Section 21.B.

3.3.2 Fall Protection Equipment and Systems

The Contractor shall enforce use of the fall protection equipment and systems designated for each specific work activity in the Fall Protection and Prevention Plan and/or AHA at all times when an employee is exposed to a fall hazard. Employees shall be protected from fall hazards as specified in EM 385-1-1, Section 21. In addition to the required fall protection



systems, safety skiff, personal floatation devices, life rings etc., are required when working above or next to water in accordance with USACE EM 385-1-1, Sections 05.J. and 05.K. Personal fall arrest systems are required when working from an articulating or extendible boom, swing stages, or suspended platform. In addition, personal fall arrest systems are required when operating other equipment such as scissor lifts if the work platform is capable of being positioned outside the wheelbase. The need for tying-off in such equipment is to prevent ejection of the employee from the equipment during raising, lowering, or travel. Fall protection must comply with 29 CFR 1926.500, Subpart M, USACE EM 385-1-1 and ASSE/SAFE A10.32.

3.3.2.1 Personal Fall Arrest Equipment

Personal fall arrest equipment, systems, subsystems, and components shall meet ASSE/SAFE Z359.1. Only a full-body harness with a shock-absorbing lanyard or self-retracting lanyard is an acceptable personal fall arrest body support device. Body belts may only be used as a positioning device system (for uses such as steel reinforcing assembly and in addition to an approved fall arrest system). Harnesses shall have a fall arrest attachment affixed to the body support (usually a Dorsal D-ring) and specifically designated for attachment to the rest of the system. Only locking snap hooks and carabiners shall be used. Webbing, straps, and ropes shall be made of synthetic fiber. The maximum free fall distance when using fall arrest equipment shall not exceed 1.8 m (6 feet). The total fall distance and any swinging of the worker (pendulum-like motion) that can occur during a fall shall always be taken into consideration when attaching a person to a fall arrest system.

3.3.3 Existing Anchorage

Existing anchorages, to be used for attachment of personal fall arrest equipment, shall be certified (or re-certified) by a qualified person for fall protection in accordance with ASSE/SAFE Z359.1. Exiting horizontal lifeline anchorages shall be certified (or re-certified) by a registered professional engineer with experience in designing horizontal lifeline systems.

3.3.4 Horizontal Lifelines

Horizontal lifelines shall be designed, installed, certified and used under the supervision of a qualified person for fall protection as part of a complete fall arrest system which maintains a safety factor of 2 (29 CFR 1926.500).

3.3.5 Guardrails and Safety Nets

Guardrails and safety nets shall be designed, installed and used in accordance with EM 385-1-1 and 29 CFR 1926 Subpart M.

3.3.6 Rescue and Evacuation Procedures

When personal fall arrest systems are used, the contractor must ensure that the mishap victim can self-rescue or can be rescued promptly should a fall occur. A Rescue and Evacuation Plan shall be prepared by the contractor and include a detailed discussion of the following: methods of rescue; methods of self-rescue; equipment used; training requirement; specialized training for the rescuers; procedures for requesting rescue and medical assistance; and transportation routes to a medical facility. The Rescue



and Evacuation Plan shall be included in the Activity Hazard Analysis (AHA) for the phase of work, in the Fall Protection and Prevention (FP&P) Plan, and the Accident Prevention Plan (APP).

3.4 EQUIPMENT

3.4.1 Material Handling Equipment

a. Material handling equipment such as forklifts shall not be modified with work platform attachments for supporting employees unless specifically delineated in the manufacturer's printed operating instructions.

b. The use of hooks on equipment for lifting of material must be in accordance with manufacturer's printed instructions.

c. Operators of forklifts or power industrial trucks shall be licensed in accordance with OSHA.

3.4.2 Weight Handling Equipment

a. Cranes and derricks shall be equipped as specified in EM 385-1-1, Section 16.

b. The Contractor shall comply with the crane manufacturer's specifications and limitations for erection and operation of cranes and hoists used in support of the work. Erection shall be performed under the supervision of a designated person (as defined in ASME B30.5). All testing shall be performed in accordance with the manufacturer's recommended procedures.

c. The Contractor shall comply with ASME B30.5 for mobile and locomotive cranes, ASME B30.22 for articulating boom cranes, ASME B30.3 for construction tower cranes, and ASME B30.8 for floating cranes and floating derricks.

d. Under no circumstance shall a Contractor make a lift at or above 90% of the cranes rated capacity in any configuration.

e. When operating in the vicinity of overhead transmission lines, operators and riggers shall be alert to this special hazard and shall follow the requirements of USACE EM 385-1-1 section 11 and ASME B30.5 or ASME B30.22 as applicable.

f. Crane suspended personnel work platforms (baskets) shall not be used unless the Contractor proves that using any other access to the work location would provide a greater hazard to the workers or is impossible. Personnel shall not be lifted with a line hoist or friction crane.

g. Portable fire extinguishers shall be inspected, maintained, and recharged as specified in NFPA 10, Standard for Portable Fire Extinguishers.

h. All employees shall be kept clear of loads about to be lifted and of suspended loads.

i. The Contractor shall use cribbing when performing lifts on outriggers.



j. The crane hook/block must be positioned directly over the load. Side loading of the crane is prohibited.

k. A physical barricade must be positioned to prevent personnel from entering the counterweight swing (tail swing) area of the crane.

l. Certification records which include the date of inspection, signature of the person performing the inspection, and the serial number or other identifier of the crane that was inspected shall always be available for review by Contracting Officer personnel.

m. Written reports listing the load test procedures used along with any repairs or alterations performed on the crane shall be available for review by Contracting Officer personnel.

n. Certify that all crane operators have been trained in proper use of all safety devices (e.g. anti-two block devices).

3.5 EXCAVATIONS

The competent person shall perform soil classification in accordance with 29 CFR 1926.

3.5.1 Utility Locations

Prior to digging, the appropriate digging permit must be obtained. All underground utilities in the work area must be positively identified by a private utility locating service. Any markings made during the utility investigation must be maintained throughout the contract.

3.5.2 Utility Location Verification

The Contractor must physically verify underground utility locations by hand digging using wood or fiberglass handled tools when any adjacent construction work is expected to come within three feet of the underground system. Digging within 2 feet of a known utility must not be performed by means of mechanical equipment; hand digging shall be used. If construction is parallel to an existing utility the utility shall be exposed by hand digging every 100 feet if parallel within 5 feet of the excavation.

3.5.3 Shoring Systems

Trench and shoring systems must be identified in the accepted safety plan and AHA. Manufacture tabulated data and specifications or registered engineer tabulated data for shoring or benching systems shall be readily available on-site for review. Job-made shoring or shielding shall have the registered professional engineer stamp, specifications, and tabulated data. Extreme care must be used when excavating near direct burial electric underground cables.

3.5.4 Trenching Machinery

Trenching machines with digging chain drives shall be operated only when the spotters/laborers are in plain view of the operator. Operator and spotters/laborers shall be provided training on the hazards of the digging chain drives with emphasis on the distance that needs to be maintained when the digging chain is operating. Documentation of the training shall be kept on file at the project site.



3.6 UTILITIES WITHIN CONCRETE SLABS

Utilities located within concrete slabs or pier structures, bridges, and the like, are extremely difficult to identify due to the reinforcing steel used in the construction of these structures. Whenever contract work involves concrete chipping, saw cutting, or core drilling, the existing utility location must be coordinated with a private locating service. Outages to isolate utility systems shall be used in circumstances where utilities are unable to be positively identified. The use of historical drawings does not alleviate the contractor from meeting this requirement.

3.7 ELECTRICAL

3.7.1 Portable Extension Cords

Portable extension cords shall be sized in accordance with manufacturer ratings for the tool to be powered and protected from damage. All damaged extension cords shall be immediately removed from service. Portable extension cords shall meet the requirements of NFPA 70.






SECTION 01 41 26.00 13

NORTH DAKOTA POLLUTANT DISCHARGE ELIMINATION SYSTEM

01/13

PART 1 GENERAL

1.1 GENERAL 1.1.1 Definitions 1.2 SUBMITTALS 1.3 PERMIT COMPLIANCE AND REQUIREMENTS 1.3.1 Schedule 1.3.2 Application 1.3.3 Stormwater Pollution Prevention Plan (SWPPP) 1.3.3.1 The SWPPP Drawing 1.3.3.2 The Surface Water Map 1.3.3.3 The Site Map 1.3.3.4 The Narrative 1.3.3.5 SWPPP Template 1.4 MEASUREMENT AND PAYMENT

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.1 IMPLEMENTATION 3.2 MAINTENANCE 3.3 RECORDS 3.4 ATTACHMENTS




SECTION 01 41 26.00 13

NORTH DAKOTA POLLUTANT DISCHARGE ELIMINATION SYSTEM01/13

PART 1 GENERAL

1.1 GENERAL

This section covers best management practices (BMPs)to be implemented for prevention of stormwater pollution as required by the National Pollutant Discharge Elimination System (NPDES). The North Dakota Department of Healthis responsible for administering permits for NPDES in the state of North Dakota. The Government has determined that the project work included under this contract requires NPDES permitting. The requirements herein supplement those covered in SECTION 01 57 20.00 13 ENVIRONMENTAL PROTECTION.

1.1.1 Definitions

The following terms apply to this specification and the General Permit, unless redefined in subsequent paragraphs.

a. "EPA" means the United States Environmental Protection Agency. b. "NPDES" means the National Pollutant Discharge Elimination System.c. "BMP" means Best Management Practices.d. "General Permit" means the permit authorizing the discharge of

stormwater associated with a construction activity under the National Pollutant Discharge Elimination System/State Disposal System Permit Program.

e. "Owner" as referred to in the general permit shall mean the Federal Government.

f. "NDPDES" means the North Dakota Pollutant Discharge Elimination System.

g. "Notice of Intent (NOI)" means the application to be filed with the state to receive a general permit for stormwater discharges associated with a construction activity.

h. "SWPPP" means the Stormwater Pollution Prevention Plan.

1.2 SUBMITTALS



Stormwater Pollution Prevention Plan (SWPPP); G, CIV

A specific SWPPP shall be prepared by the Contractor and submitted to the Contracting Officer along with the Application in accordance with the General Permit and these Specifications. The Government shall be allowed 7 working days to review the SWPPP once a complete and correct submittal is received.



Notice of Intent (NOI); G, PM

A copy of the NOI (ND Form SFN 19145) shall be submitted to the Contracting Officer for review and signature prior to transmitting to the state.


Notice of Termination (NOT); G, PM

A copy of the notice of termination shall be submitted to the Contracting Officer for review and signature prior to transmitting to the state.

Records

A copy of all SWPPP revisions, if applicable, shall be submitted to the Contracting Officer along with all inspection reports and all documentation required for recording keeping as required by the permit.

1.3 PERMIT COMPLIANCE AND REQUIREMENTS

The Contractor shall comply with the requirements of General Permit No. NDR10-0000 including the following.

1.3.1 Schedule

No contract project construction activities which require an NPDES permit may commence until the State's General Permit is effective.

1.3.2 Application

A blank copy of the application form is included at the end of this section. The Contractor shall complete the application form, and submit it to the Government. Once the application is reviewed and approved, it will be signed by the Government as the Owner. The Contractor shall then submit it to the State. The point of contact (POC) information for the Owner will be provided to the Contractor. On-line submittal of the application to the State will not be allowed unless a hard copy of the application has been signed by the Government Representative. The Contractor is responsible for payment of the application fee.

1.3.3 Stormwater Pollution Prevention Plan (SWPPP)

The Contractor is responsible for preparing and implementing the SWPPP. At a minimum, the SWPPP shall consist of the following documents.

a. The SWPPP Drawing

b. The Surface Water Map

c. The Site Map

d. The Narrative

The SWPPP shall be maintained at the site and made available to federal, state, and local officials as required by the General Permit



1.3.3.1 The SWPPP Drawing

The drawings prepared for this project may be used for the base drawing for the SWPPP drawing. The plans used for the SWPPP drawing shall be neatly and clearly reproduced. Full size plan sheets are recommended, but shall not be smaller than 11x17-inches. The SWPPP drawing shall be clear, neat and readable. At a minimum, the drawing shall include the following.

a. The drawings shall be labeled "SWPPP"

b. The date and the name of the person who prepared the SWPPP

c. Location and type of all temporary and permanent erosion prevention and sediment control BMPs

d. Tabulation of quantities of all proposed BMPs (This may be included in the Narrative)

e. Details and appropriate notes for all proposed BMPs

f. If applicable, location of staging areas, temporary stockpiles, concrete washout areas, construction access, construction equipment washing area

g. Notes describing final stabilization

h. All other information required by the General Permit

1.3.3.2 The Surface Water Map

This map can be a USGS 7.5 minute quad or equivalent. All surface waters within one mile of project boundary shall be identified. All Special Waters and Impaired Waters as defined by the General Permit that are within one mile of project boundary that will receive stormwater from the site shall be identified.

1.3.3.3 The Site Map

The drawings prepared for this project may be used for the base drawing for the site map. The plans used for the site map shall be neatly and clearly reproduced. Full size plan sheets are recommended, but shall not be smaller than 11x17-inches. The site map shall be clear, neat and readable. At a minimum, the map shall include the following.

a. The drawings shall be labeled "Site Map"

b. The date and the name of the person who prepared the site map

c. Construction Site Boundaries

d. Delineation of disturbed and non-disturbed areas

e. Existing and final grades

f. Delineation of drainage areas

g. Flow direction arrows

h. Soil types shall be summarized or delineated on the plan view. Soil



information may be obtained from project borings, if provided in the project drawings. Soil information may also be obtained from soil surveys or other sources.

1.3.3.4 The Narrative

At a minimum, the written narrative shall include the following. A SWPPP template, if included with these specifications, or one from the State may be used for the Narrative.

a. A description of the overall project and the type of construction activity

b. A description of all temporary and permanent erosion prevention and sediment control BMPs

c. Provide the drainage path runoff takes as it leaves the site. Include the municipal, county or state-operated storm sewer or drainage ditch, as well as the first named waterbody or wetland to which the site drains

1. Identify whether or not the waterbody is listed in the most recent North Dakota Integrated Section 305(b) Water Quality Assessment Report and Section 303(d) List of Water Needing Total Maximum Daily Loads or if a total maximum daily load (TMDL) has been developed for the waterbody

2. Identify the distance to the waterbody

3. Identify the proposed BMP's to be used to satisfy the additional requirements by the General Permit for the waterbody

d. Describe procedures to be used to establish additional temporary BMPs as necessary for the site conditions during construction.

e. A timeline for the installation of the BMPs

f. Sizing calculations for temporary sedimentation basins if proposed

g. Identify the following personnel, their experience and training. Confirm that their training meets the requirements of the General Permit

1. The person who prepared the SWPPP

2. The person who will oversee the implementation of the SWPPP.

3. Identify the chain of command of all personnel on the site who will be responsible for the implementation of the SWPPP including the installation, inspection, maintenance, and removal of the BMPs

1.3.3.5 SWPPP Template

Attached at the end of this section is a template for the Stormwater Pollution Prevention Plan for the convience of the Contractor to use. The Contractor is not required to use this template but may develop the Contractor's own Stormwater Pollution Prevention Plan.




The Contactor shall be responsible for the work of this section, without any direct compensation being made other than the payment received for contract items.


PART 3 EXECUTION

As between the Government and the Contractor, the Contractor shall be responsible for fulfilling the obligations of the General Permit.

3.1 IMPLEMENTATION

The Contractor shall install the sediment and erosion control BMPs in accordance with the SWPPP submitted to the Contracting Officer. The BMPs shall be modified if inspection indicates distress to the system or reveals unforeseen circumstances, or if directed by the Contracting Officer. Any updates to the plan shall be recorded. Permanent stabilization shall be initiated as soon as practicable in any portion of the site where construction activities are complete.

3.2 MAINTENANCE

The Contractor shall be responsible for implementing and managing the erosion and sediment control BMPs until the entire work site has undergone final stabilization, and a Notice of Termination has been submitted to the Contracting Officer and the State.

3.3 RECORDS

The Contractor shall record on CQC reports:

(1) dates when major stripping and grading activities occur(2) dates when construction activities temporarily or permanently

cease on a portion of the site(3) when permanent stabilization practices are initiated(4) activities associated with inspection and maintenance.

3.4 ATTACHMENTS

NORTH DAKOTA DEPARTMENT OF HEALTH NDPDES PROGRAM - Construction Stormwater Pollution Prevention Plan Guidance Forms (SFN 19388) 9 Pages

APPLICATION (NOTICE OF INTENT)TO OBTAIN COVERAGE UNDER NDPDES GENERAL PERMIT FOR STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY (NDR10-0000), NORTH DAKOTA DEPARTMENT OF HEALTH (SFN 19145) 1 Page

NDPDES General Permit No. NDR10-0000 23 Pages

STORMWATER POLLUTION PREVENTION PLAN (SWPPP) - SWPPP Template for the Fargo Moorhead Metropolitan Area Flood Risk Management Project 56 pages


Stormwater Pollution Prevention Plan (SWPPP)

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STORMWATER POLLUTION PREVENTION PLAN TEMPLATE NORTH DAKOTA DEPARTMENT OF HEALTH DIVISION OF WATER QUALITY SFN 19388 (07/2010)

Stormwater Pollution Prevention Plan

For:

Project Name:

Site Location/Address:

City:

County:

Site Telephone Number: (if applicable)

Owner(s):

Company or Organization:

Contact Name:

Mailing Address:

City, State, Zip Code:

Telephone Number:

Fax:

E-mail:

SWPPP Preparation Date:

/ /

NDPDES Permit Coverage Number:

_____ _____


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Foreword:

All construction projects covered by the North Dakota Pollutant Discharge Elimination System General Permit associated with stormwater discharges from construction activity, NDR10-0000, shall prepare and implement a stormwater pollution prevention (SWPP) plan as part of the permit requirements. The SWPP plan and revisions are subject to review by the North Dakota Department of Health. The objectives of the plan are to identify potential sources of stormwater pollution from construction activity and to ensure practices are implemented to minimize the contribution of pollutants to stormwater runoff. Stormwater management measures developed under other regulatory programs (e.g., Spill Prevention, Control and Countermeasure requirements) can be included in the SWPP plan or incorporated by reference. The SWPP plan may identify more than one permittee and may specify the responsibilities of each permittee by task, area, and/or timing. Permittees may coordinate and prepare more than one SWPP plan to accomplish this. However, in the event there is a requirement under the SWPP plan for which responsibility is ambiguous or is not included in the SWPP plan, each permittee shall be responsible for implementation of that requirement. Each permittee is also responsible for ensuring that its activities do not render another permittee's controls ineffective. The SWPP plan is an enforceable document; the purpose of the plan is not for regulators to review but for owners and operators to implement. The SWPP plan shall include the following information:

1. Site description 2. Operational controls 3. Erosion and sediment controls 4. Stormwater management 5. Maintenance 6. Inspections 7. Records location and retention 8. Plan review and revisions 9. Final stabilization 10. Construction stormwater general permit, NDR10-0000 11. Copy of the notice of intent 12. Coverage letter from the North Dakota Department of Health 13. Guidelines, specifications or manuals for selected best management practices


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1. Site Description. The plan must include a description of the construction site and potential pollutant sources. a. Project location. Please complete one of the selections. Street Address: City:

Subdivision (if known):

Township: Range:

Section: --- ¼ ¼ ¼ ; or ABCD:

Latitude: Longitude:

General Location:

b. Describe the overall project and type of construction activity. Attach additional pages if needed and label 1-b.

c. Estimated total area of the project and total area expected to be disturbed by excavation, grading, grubbing or other activities.

Include the estimated total area of offsite support activities that will be covered by the construction general permit. This includes concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, and borrow areas not already covered by another stormwater permit.

Total area of project: Total area expected to be disturbed:

d. Provide a proposed timetable of soil disturbing activities for major portions of the site (for example; excavation, grading,

grubbing, building, temporary stabilization, final stabilization). A construction schedule may be used if available. Attach additional pages if needed and label 1-d.

Phase Timetable

e. Describe the soil within the disturbed area(s). Attach additional pages if need and label 1-e. (Soil survey information may be

found at websoilsurvey.nrcs.usda.gov/app/.)


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f. Provide the drainage path runoff takes as it leaves the site. Include the municipal, county or state-operated storm sewer or drainage ditch, as well as the first named waterbody or wetland (if known) to which the site drains. Attach additional pages if need and label 1-f.

Also include whether or not the waterbody is listed in the most recent North Dakota Integrated Section 305(b) Water Quality Assessment Report and Section 303(d) List of Water Needing Total Maximum Daily Loads or if a total maximum daily load (TMDL) has been developed for the waterbody. The Integrated Report and a list of waterbodies with a TMDL may be found at: www.ndhealth.gov/WQ/SW/Z2_TMDL/default.htm. If the waterbody is listed in the Integrated Report in the Section 303(d) List as impaired due to sedimentation/siltation, then

distance to the waterbody must be included. If a TMDL allocation has been developed for the waterbody or overall watershed, then a list of the particular pollutants must

be included and the SWPP Plan must be developed to satisfy Part I.B.5 of NDR10-0000. The pollutants of concern often are referenced in the title of the TMDL document.

For example: The site drains to the Bismarck storm sewer and discharges into a tributary of Hay Creek. Hay Creek is listed as impaired for sediment and is 1,000 feet from the site.

g. Provide a site map showing the following items. Please note: Items 1 through 10 all must be shown on the site map. Label as 1-g.

1) Drainage patterns, including flow direction, dividing lines, existing grade and final grade 2) Construction site boundaries 3) Areas of soil disturbance 4) Location of major structural controls identified in this plan 5) Location of major nonstructural controls identified in this plan 6) Location of areas that will be stabilized 7) Surface waters, including an aerial extent of wetland acreage 8) Locations where stormwater is discharged to surface waters 9) Locations where stormwater enters municipal storm sewer systems 10) If part of the project, additional site maps of:

• Off-site concrete/asphalt batch plants • Equipment staging areas • Borrow sites • Offsite material disposal sites

2. Operational Controls. The plan must describe the best management practices (BMPs) used in day-to-day operations on the project site that reduce the contribution of pollutants in stormwater runoff. a. SWPP plan contact. The SWPP plan contact must be an individual who is knowledgeble and experienced in the application of

erosion and sediment control BMPs who will oversee the implementation of the SWPP plan and the installation, inspection and maintenance of the erosion and sediment control BMPs before and during construction. The contact may be identified by name or title.

SWPPP contact: Phone: Title:


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b. Chain of responsibility. A chain of responsibility must be developed by the owner with all operators on site to ensure the SWPP plan will be implemented and remains in effect until (1) the project is complete, (2) final stabilization has been achieved, and (3) a notice of termination (NOT) has been submitted to the department.

c. Good housekeeping. Describe good housekeeping practices used to maintain a clean and orderly project. Properly handle construction debris and waste materials. The appropriate containers for debris and waste material must be

provided until disposal. Litter and debris must be picked up regularly to reduce the chance of being carried away by wind or water. Collected material must be taken to the appropriate facility for disposal or recycling.

Liquid or soluble material (i.e., oil, fuel, paint and hazardous substances) must be stored properly to prevent spills, leaks or

discharges off-site. Restricted access to storage areas must be provided to prevent vandalism. Storage and disposal of hazardous waste must be in compliance with applicable regulations.

1) Describe how the following items will be properly handled to minimize exposure to stormwater and not be carried offsite by

wind or water. Attach additional pages if needed and label 2-c-1. • Litter ● Chemicals • Debris ● Parts

2) Describe how off-site accumulations of tracked sediment caused by vehicles and equipment leaving the project will be

reduced and cleaned up. Attach additional pages if needed and label 2-c-2.

Note: The general permit NDR10-0000 requires you to removed accumulated sediment tracked onto off-site paved surfaces within 24 hours or within a shorter time period specified by local authorities or the department. Be sure to check with local authorities, most specify either the end of the day or within 24 hours. You also should consider whether public safety will be an issue.

3) Describe how dust generation will be reduced and how off-site accumulations will be cleaned up. Attach additional pages if

needed and label 2-c-3.

d. Preventative maintenance. Describe what preventative maintenance practices are used, including routine inspections and

maintenance, to ensure the proper operation of the following. Attach additional pages if needed and label 2-d.

• Stormwater management devices (for example: oil-water separators, catch basins, fiber rolls, etc.)


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• Equipment used on-site, such as a pre-startup inspection

e. Spill prevention and response procedures. Describe spill prevention and response procedures used in areas where spills could

occur. Bulk storage of petroleum products and other chemicals must have adequate leak and spill protection to prevent spilled material from entering waters of the state or storm sewer systems or from draining onto adjacent property.

Include, where appropriate:

• Specific handling procedures. • Storage requirements. • Spill containment procedures. • Spill cleanup procedures.

Reportable spills are those that: Threaten or are in a position to threaten waters of the state, such as surface or ground water. Cause immediate danger to human health or safety. Cause harm or threaten to harm wildlife or aquatic life. Are releases of oil or hazardous substances in excess of reportable quantities under Section 311 of the Clean Water Act (see

40 CFR 110.10 and CFR 117.21) or Section 102 of CERCLA (see 40 CFR 302.4).

Note: CFR stands for Code of Federal Regulations, and CERCLA stands for Comprehensive Environmental Response, Compensation, and Liability Act. Spill Reporting Report any spill that may seriously endanger health or the environment as soon as possible, but no later than 24 hours from the time you became aware of the spill. The report must be made to EPA-Region 8, Emergency Response Branch, at 800.424.8802 and the state of North Dakota, Division of Homeland Security, at 800.472.2121. Some releases may require immediate response by trained emergency personnel. This may be coordinated through the Department of Health, Department of Emergency Services and any other state or local emergency response agencies that may be needed. If there is any question as to proper response, call the Department of Health at 701.328.5210 or the North Dakota hazardous materials emergency assistance and spill reporting number (800.472.2121) and provide all relevant information about the incident. North Dakota Department of Health: Division of Water Quality 701.328.5210 Division of Waste Management 701.328.5166 Division of Air Quality 701.328.5188 Division of Municipal Facilities 701.328.5211 North Dakota hazardous materials emergency assistance and spill reporting: 800.472.2121 (24-hour hotline) Nonemergency releases may be reported by filling out the online Environmental Incident Report Form at www.ndhealth.gov/WQ/GW/spills.htm.


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Material/Chemical Quantity Handling

Procedures Storage Requirements Spill Containment

Procedures Spill Clean-up Procedures

Attach additional pages if needed


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f. Employee training. Describe how personnel are informed about their responsibility in implementing the practices and controls in the plan. Employee training can include spill response procedures, good housekeeping practices, and erosion and sediment control practices. Note: Employee training must be provided at least annually, as new employees are hired or as necessary to ensure compliance with the plan and the general permit, NDR10-0000. Attach additional pages if needed and label 2-f.

g. Concrete wash water, grindings and slurry. Concrete wash water may not be discharged to any water of the state or any storm

sewer system or allowed to drain onto adjacent properties. Disposal must be limited to a defined area or an area designated for cement washout. The area must be sufficient to contain the wash water and residual cement.

Please note that as the project progresses, the wash out area will probably move. Be sure to keep the current position of the wash

out area up-to-date on the site map. Describe what practices will be used to prevent concrete wash water, grindings and slurry from entering waters of the state and

storm sewer systems, or draining onto adjacent property. Attach additional pages if needed and label 2-g.

h. Dewatering and basin draining operations. These operations must not adversely affect receiving waters or downstream

landowners. The operation should be inspected daily and a record should be maintained. The following conditions apply to dewatering activities covered by the construction general permit:

Dewatering is limited to stormwater and groundwater that may collect on site, and the following allowable non-stormwater

sources: fire-fighting, fire hydrant flushing, potable water line flushing, infrequent building and equipment wash down without detergents, uncontaminated foundation drains, springs, lawn watering and air conditioning condensate.

Note: You are allowed to discharge the non-stormwater discharges sources only if you describe what measures will be used to minimize their impact to water quality. A temporary dewatering permit, NDG07-0000, is required for other sources such as hydrostatic testing, contaminated groundwater or surface water. Information about the temporary dewatering permit may be found at: www.ndhealth.gov/WQ/Dewatering/DewateringHome.htm. Discharging wastewater from processing operations or sanitary facilities is not authorized by the construction general permit, NDR10-0000.

The operation must not lead to sediment deposits within storm sewers, ditches and surface waters. The operation must not cause or potentially cause a visible plume in a surface water.

Describe how dewatering operation will be operated to minimize the release of sediment and amount of erosion caused by the discharge.

3. Erosion and Sediment Controls. An erosion and sediment control plan must be developed for the project. The plan must identify the appropriate control measures and when they will be implemented during each major phase of the project (e.g., clearing, grading, and building phases). The basic requirements of an erosion and sediment control plan are:


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a. Sediment basins – or an appropriate combination of equivalent sediment controls such as smaller sediment basins, and/or sediment traps, silt fences, fiber logs, vegetative buffer strips, berms, etc. – are required for all down-slope boundaries of the disturbance area and for those side-slope boundaries as may be appropriate for site conditions.

b. Temporary erosion protection (such as cover crop planting or mulching) or permanent cover must be provided where activities

have been completed or temporarily ceased. For areas with a continuous positive slope within 200 lineal feet of a surface water, this must be accomplished within 21 days. These areas include graded slopes, pond embankments, ditches, berms and soil stockpiles.

A general rule of thumb is that seed germination will occur when the soil temperature is above 50°F. Soil temperature information may be found at ndawn.ndsu.nodak.edu.

c. All control measures must be properly selected, installed and maintained in accordance with the manufacturer’s specifications and

good engineering practices. Include with this plan a copy of the use or installation directions for measures that are used during the project. If periodic inspections or other information indicates a control has been used inappropriately, or incorrectly, it must be replaced or modified for the situation. You may deviate from the manufacturer's specifications and erosion and sediment control guidelines below if you provide justification for the deviation and document the rationale for the deviation in your SWPP plan.

d. If sediment escapes from the site, off-site accumulations of sediment must be removed in a manner and at a frequency sufficient

to minimize off-site impacts. The plan must be modified to prevent further sediment deposition off-site. e. Stormwater controls are expected to withstand and function properly up to a two-year, 24-hour precipitation event. Visible

erosion and/or off-site sediment deposits should be minimal. A two-year, 24 hour rain event in North Dakota ranges from 1.9 inches in the west to 2.3 inches in the east.

f. If the project discharges to a waterbody that has a TMDL allocation for sediment, suspended solids or turbidity, this plan must be

consistent with the requirements of the TMDL. If the TMDL requires certain practices be used to meet the waste load allocation (WLA), then the practices must be included in this plan.

The erosion and sediment control plan must conform to the guidelines outlined in Appendix 1 of NDR10-0000 for designing, implementing and maintaining effective erosion and sediment controls. The following questions break down the requirements of Appendix 1.

Yes No 1. Where practical, temporary or permanent sediment basins must be provided when 10 or more acres of disturbed area drains to a common location. The basins must be provided prior to runoff leaving the site or entering surface waters. The use of sediment basins is encouraged, but not required, in areas with steep slopes or highly erodible soils even if less than 10 acres drains to one area.

Is the use of sediment basins practical for the project? If no, skip to question #10. Things to consider

include public safety, soil type, slope and available area.

Yes No 2. Where appropriate, are temporary sediment basins installed in areas with steep slopes or highly erodible soils?

Yes No 3. Are all basins sized or designed to meet one of the following guidelines? • Basins must be sized to provide 3,600 cubic feet of storage for every acre of disturbed area draining to

the basin; or • Basins must be designed to provide storage for a two-year, 24-hour storm event plus more than 1,800

cubic feet of storage from each disturbed acre that drains to the basin.

Yes No 4. Are basin outlets designed to avoid short-circuiting? Short-circuiting usually occurs when the outlet is near the inlet. This causes water to exit the basin immediately upon entering and little treatment is achieved.

Yes No 5. Are basin outlets designed to avoid the discharge of floating debris?

Yes No 6. Are the basins designed to allow complete drawdown for maintenance activities? Examples of drawdown devices include perforated riser pipes, pumps, skimmers or other means.


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Yes No 7. Is the drawdown designed to release the storage volume in a 24-hour or longer period?

Yes No 8. Does the basin have a stabilized emergency overflow to prevent failure of pond integrity?

Yes No 9. Does the basin outlet have an energy dissipater?

Yes No 10. If temporary sediment basins are not practical in areas where 10 or more acres of disturbed area drains to a common location, then a combination of erosion and/or sediment controls with equivalent storage must be used for all down-slope construction boundaries and side-slope boundaries as appropriate. Examples of additional controls include smaller sediment basins, sediment traps, silt fences, vegetative buffer strips, etc.

Have erosion and sediment controls been provided that have the same sediment-control capabilities as

the sediment basins they replaced?

Yes No 11. Has temporary erosion protection been provided for exposed soil areas where activities have been completed or will temporarily cease?

Yes No 12. Has permanent cover been provided for exposed soil areas where activities have been completed or will temporarily cease?

Yes No 13. For areas with a continuous positive slope within 200 lineal feet of a surface water, does the plan address how temporary erosion protection or permanent cover will be applied within 21 days of completing or ceasing earthmoving activities in these areas (pond embankments, ditches, berms, soil stockpiles)?

Temporary stockpiles without significant silt, clay or organic components, such as clean aggregate

stockpiles, demolition concrete stockpiles, and sand stockpiles, are exempt.

Yes No

Yes No

14. Do temporary soil stockpiles have effective sediment controls? Does the plan address how temporary soil stockpiles will not be placed in surface waters, stormwater

conveyance systems, curb and gutter systems, conduits or ditches?

Yes No

Yes No

Yes No

15. Are there any temporary or permanent drainage ditches that drain water from the construction site or divert water around the site?

Does the plan address how the normal wetted perimeter of these ditches will be stabilized within 200

lineal feet of the property edge or point of discharge to a surface water? Does the plan address how the normal wetted perimeter will be stabilized within 24 hours of connecting

to a surface water?

Yes No 16. Does the plan address how pipe outlets will be provided with temporary or permanent energy dissipation within 24 hours of connecting to a surface water?

Yes No 17. Where applicable, are splash pads and/or downspout extensions provided for roof drains to prevent erosion?

Yes No 18. For slopes with a grade of 3:1 or steeper, is the slope length broken up every 75 feet?

Yes No 19. Do temporary or permanent drainage ditches and sediment basins that are part of a treatment system have appropriate sediment controls?

Yes No 20. Are all storm drain inlets within the project limits and in the immediate vicinity of the site protected? This includes inlets affected by sediment tracked from the site.


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Note: Inlet protection is a last line of defense. Additional sediment and erosion control practices must be used on-site. Inlet protection must conform to local ordinances or regulations. Maintenance and cleaning of inlet protection must be performed in a timely manner.

Inlet protection may be removed for a particular inlet if a specific concern, such as street

flooding/freezing or snow removal, has been identified and documented in the SWPP plan. In these situations, additional erosion and sediment control practices must be used in place of the lost inlet protection.

Yes No 21. Do inlet protection devices provide adequate drainage to prevent excessive flooding?

Yes No 22. Do vegetative buffers have a minimum width of 25 feet for every 125 feet of disturbed area that drains to the buffer? For each additional 5 feet of disturbance, an additional 1 foot of buffer must be added.

The buffer should have a slope of 5 percent or less, and the area draining to the buffer should have a

slope of 6 percent or less. Note: In some instances, a minimum width of 25 feet may not be necessary based on past experience

with buffers. In those cases, a short explanation about what your experience has shown should be included in this plan.

Yes No 23. Are concentrated flows being minimized throughout the vegetative buffer?

Yes No 24. Do vegetative buffers consist of dense, grassy vegetation? Dense, grassy vegetation is 3 to 12 inches tall with uniform coverage over 90 percent of the buffer. No more than 10 percent of the buffer may consist of woody vegetation.

4. Stormwater Management. The plan must identify what permanent practices will be used to control pollutants in stormwater discharges once construction is complete. This refers to post-construction controls like permanent infiltration devices or low-impact development practices. This does not refer to devices used to stabilize the site as a result of construction activity, such as silt fence or erosion control blanket, so this section may not apply to all projects. Maintenance of on-site stormwater management features is your responsibilty until a notice of termination has been submitted or the feature is accepted by the party responsible for long-term maintenance (e.g., a municipality accepts a stormwater pond built during the project). In the site map identify: a. Stormwater ponds; flow reduction practices that use open vegetated swales and natural depressions; infilitration of on-site runoff;

and sequential systems that combine several practices. b. Velocity / energy dissipation devices placed at discharge locations (e.g., riprap) and appropriate erosion protection for outfall

channels and ditches (e.g., hard armor or soft armor practices). 5. Maintenance. All erosion and sediment control (ESC) measures and other protective measures identified in the plan must be maintained in effective operating condition. The plan must indicate the appropriate maintenance or cleanout interval for selected erosion and sediment controls. Attach additional pages if needed and label 5. If site inspections identify BMPs that are not operating effectively, maintenance must be arranged and accomplished as soon as practicable. When describing the maintenance and cleanout frequency of selected measures, try not to use vague terms like "as needed." Instead describe what is meant by "as needed," such as when one-third full or at the end of each work day. ESC Measure Maintenance Frequency Cleanout Frequency


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Maintenance Considerations: a. All erosion prevention and sediment control practices must be inspected to ensure integrity and effectiveness. All nonfunctional

practices must be repaired, replaced or supplemented with functional practices. b. At a minimum, you must investigate and comply with the following maintenance requirements:

All control devices that function similarly to silt fence or fiber rolls must be repaired, replaced or supplemented with effective

controls when they become nonfunctional or the sediment reaches one-third the height of the device. These repairs must be made within 24 hours of discovery or as soon as field conditions allow access.

Sediment that has collected within temporary or permanent sedimentation basins must be removed when one-half of the sediment storage volume has been reached. Drainage and removal must be completed within 72 hours of discovery or as soon as field conditions allow access.

c. All sediment deltas and deposits must be removed from surface waters, drainage ways, catch basins and other drainage systems.

All areas where sediment removal resulted in exposed soil must be restabilized. The removal and stabilization must take place immediately, but no more than seven (7) days after the discovery unless precluded by legal, regulatory or physical access constraints. All reasonable efforts must be used to obtain access. Once access is obtained, removal and stabilization must take place immediately, but no more than seven (7) days later. You are responsible for contacting all of the appropriate authorities and receiving the applicable permits prior to conducting any work.

d. Accumulations of tracked and deposited sediment must be removed from off-site paved surfaces within 24 hours or sooner if

required. Sediment tracking must be minimized by the appropriate management practice, like a dedicated site exit with an aggregate surface or designated off-site parking area. You are responsible for street sweeping and/or scraping if your practices are not adequate to prevent sediment from being tracked from the site.

e. Off-site accumulations of sediment must be removed in the manner and frequency sufficient to minimize off-site impacts; for

example, fugitive sediment in the street could be washed into the storm sewer by the next rain event and/or pose a safety hazard to users of public streets.

f. If a vegetative buffer is silt covered, contains rills, or is otherwise rendered ineffective, other control measures must be

implemented. Any eroded areas have to be repaired and stabilized. 6. Inspections. Site inspections must be conducted to monitor the condition of stormwater discharge outlets and the effectiveness of erosion and sediment controls and other best management practices. Personnel conducting inspections must be familiar with the permit conditions and the proper installation and operation of erosion and sediment control measures. At a minimum, inspections must be performed and recorded once every 14 calendar days and within 24 hours of a 0.50-inch or more rain event. You may use a rain gauge or the nearest National Weather Service precipitaiton gauge station; each must be within 5 miles of the project. Inspection frequency may be reduced based on site conditions. Refer to part III.A of the construction general permit for more information. All erosion and sediment control measures identified in the plan must be inspected to ensure they are operating correctly and in serviceable condition. Surface waters, drainage ditches and conveyance systems must be inspected for sediment deposits. Exit points from the construction site (onto paved surfaces) must be inspected for sediment being tracked by vehicles or equipment. Vegetative buffers must be inspected for the proper distribution of flows, sediment accumulation and signs of rill formation. Erosion and sediment controls found in need of maintenance between inspections need to be repaired or supplemented with appropriate measures as soon as possible. Discharge outlets from material storage areas, vehicle maintenance areas and permanent stormwater control measures must be inspected. Look for evidence of, or the potential for, pollutants entering a drainage system. The plan must be revised if any deficiencies are noted.


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a. Some erosion and sediment control measures may require more frequent inspections based on location or as a result of a recurring maintenance issue. The measure, location and inspection frequency should be outlined below:

ESC Measure Location Inspection Frequency b. Location of rain gauge being used: c. In some instances, more than one inspector may be responsible for reviewing different areas of the site, or there may be different

inspectors involved with different phases. Inspector(s) Area of Inspection Construction Phase of Inspection Start Date End Date e. All inspections and maintenance activity must be recorded in writing. Records of each inspection and maintenance activity shall

include: 1) The date and time of the inspection. 2) The name of the person(s) conducting the inspection. 3) The findings of the inspection, including recommendations for corrective actions. 4) Any corrective actions taken (including dates, times and party completing the maintenance activity). 5) The date and amount of all rainfall events greater than 0.05 inches in 24 hours. 6) Documentation that the SWPP plan was amended when substantial changes were made to erosion and sediment controls or

other best management practices. 7. Records Location and Retention. a. The following documents must be kept in a field office, trailer, shed or vehicle that is on-site during normal working hours:

1) A completed and signed copy of the notice of intent 2) The permit coverage letter from the North Dakota Department of Health 3) The stormwater pollution prevention plan 4) Site inspection records 5) A copy of the North Dakota Pollutant Discharge Elimination System General Permit associated with stormwater discharges

from construction activity, NDR10-0000 b. If a reasonable on-site location is not available, then the documents may be retained at a readily available alternative location,

preferably with the SWPP plan contact. If the site is inactive, then the documents may be stored at a local office. c. All records and information must be kept for at least three years or longer if requested by the North Dakota Department of Health

or United States Environmental Protection Agency. 8. Plan Review and Revisions. a. The plan must be signed in accordance with Part IV-E of NDR10-0000. b. The plan must be made available, upon request, to the North Dakota Department of Health, United States Environmental

Protection Agency, or operator of the local municipal separate storm sewer system. c. The plan must be amended whenever there is a change in design, construction, operation or maintenance that could have a

significant effect on the potential for the discharge of pollutants to the waters of the state. It also must be amended if it is found to be ineffective in controlling pollutants present in stormwater.


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SWPPP Revision Documentation

Item Revised Revision Made Date Initials


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9. Final Stabilization. Final stabilization means that: a. All soil-disturbing activities at the site have been completed and a uniform perennial vegetative cover with a density of 70 percent

of the native cover for unpaved areas and areas not covered by permanent structures, or equivalent permanent stabilization measures (such as the use of riprap, gabions or geotextiles) has been achieved.

b. For areas with an average annual rainfall of less than 20 inches only, all soil-disturbing activities at the site have been completed

and temproary erosion control measures (e.g., degradable rolled erosion control product) are selected, designed and installed, along with an appropriate seed base to provide erosion control for at least three years and achieve 70 percent vegetative coverage within three years without active maintenance.

c. For soil-disturbing activities on land used for agricultural purposes, final stabilization may be accomplished by returning the

disturbed land to its pre-disturbance agricultural use. Areas disturbed that were not previously used for agricultural activities, such as buffer strips immediately adjacent to waters of the state, and areas that are not being returned to their pre-disturbance agricultural use must meet the final stabilization criteria in (a) or (b) above.

Final stabilization has been achieved when one of the criteria above has been met and: a. All drainage ditches constructed to drain water from the site following construction have been stabilized to preclude erosion. b. All temporary, synthetic and structural erosion and sediment controls have been removed. c. Sediment has been removed from all stormwater conveyances and basins used for permanent water quality management.

Removed sediment must be stabilized to prevent subsequent erosion in the future. Final stabilization also can be achieved when a new permittee has assumed control of the site. In the case of residential construction, final stabilization is achieved when erosion protection and down-gradient perimeter controls for individual lots have been installed and the residence has been transferred to the homeowner. In addition, a "homeowner fact sheet" must be given to the homeowner to inform them of the need for, and benenfit of, stabilizing their property. You also must demonstrate that the homeowner received the fact sheet.


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The individual(s) described below is(are) responsible for the following portion(s) of the Stormwater Pollution Prevention Plan: Name Company Title SWPP Plan Responsiblity Name Company Title SWPP Plan Responsiblity Name Company Title SWPP Plan Responsiblity Name Company Title SWPP Plan Responsiblity Name Company Title SWPP Plan Responsiblity

Attach additional pages if needed.

CERTIFICATION Certification Instructions: The stormwater pollution prevention plan (SWPPP) must be signed by a responsible corporate officer, a general partner, or a principal executive officer or ranking elected official.

The SWPPP may be signed by a duly authorized representative of the individual described above if: The authorization is made in writing by the person described above and submitted to the

North Dakota Department of Health; and The authorization specifies either an individual or a position having responsibility for the

overall operation of the regulated facility, such as the plant manager, the superintendent, a position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters.

If the authorization is no longer accurate for any reason, a new authorization satisfying the above requirements must be submitted to the Department of Health prior to or together with any reports, information or applications signed by the authorized representative. Certification I certify under penalty of law that I have personally examined and am familiar with the information submitted herein. Based on my inquiry of those individuals immediately responsible for obtaining the information, I believe the submitted information is true, accurate and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment. Name Title Signature Date

APPLICATION (NOTICE OF INTENT) TO OBTAIN COVERAGE UNDER NDPDES GENERAL PERMIT FOR STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY (NDR10-0000) NORTH DAKOTA DEPARTMENT OF HEATLH DIVISION OF WATER QUALITY SFN 19145 (01/10) GENERAL INFORMATION Name of Owner of Construction Project

Contact Person Name ( Mr / Ms )

Contact Phone No.

Mailing Address

City

State/Province

Zip Code

Name of Operator Working at Site (attach additional, if needed)

Contact Person Name ( Mr / Ms )

Contact Phone No.

Mailing Address

City

State/Province

Zip Code

PROJECT INFORMATION Name of Construction Project Brief Description of Construction Activity Project Start Date

Estimated Completion Date

Estimated Total Area of Site (acres)

Estimated Area of Disturbance (acres)

Project Location

Street Address

City

OR

Township

Range

Section

¼ ¼ ¼

County

Latitude

Longitude

Receiving Waters

Name of Municipal Storm Sewer System, Including Receiving Water

OR Name or Description of Receiving Water

Stormwater Pollution Prevention Plan (SWPPP) Requirements Has a SWPPP been developed in accordance with Part II.C of NDR10-0000? YES NO

STOP: A SWPPP must be prepared and available for review at the time of application. See Part I.D.2 of NDR10-0000 for submittal information.

SWPPP Contact (NDR10-0000, Part II.C.2.a)

SWPPP Contact Phone No.

SWPPP Location (NDR10-0000, Part III.B)

Signature Information RETURN COMPLETED APPLICATION TO: North Dakota Department of Health Division of Water Quality, 4th Floor 918 East Divide Avenue Bismarck, ND 58501-1947 Telephone: (701) 328-5210 Fax: (701) 328-5200

I certify under penalty of law that I have personally examined and am familiar with the information submitted herein. Based on my inquiry of those individuals immediately responsible for obtaining the information, I believe the submitted information is true, accurate, and complete. I am aware that there are significant penalties for submitting false information including the possiblity of fine and imprisonment.

Printed Name of Owner(s)

Title

Signature of Owner(s)

Date

Printed Name of Operator(s)

Title

Signature of Operator(s)

Date

(Attach additional pages if needed)

FOR DEPT. USE ONLY

Application No. Date Received

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Table of Contents

I. PERMIT COVERAGE AND LIMITATIONS ................................................................................................ 3

A. Discharges Covered .......................................................................................................................... 3

B. Discharges Not Covered ................................................................................................................... 3

C. Obtaining Coverage and Authorization Effective Date ................................................................... 4

D. Application (Notice of Intent) Process ............................................................................................. 4

E. Notice of Termination (NOT) ............................................................................................................. 5

F. Transfer of Ownership or Control .................................................................................................... 6

G. Municipal Separate Storm Sewer System (MS4) Permittees .......................................................... 6

II. STORMWATER DISCHARGE REQUIREMENTS ...................................................................................... 7

A. Prohibition of Non-Stormwater Discharges ..................................................................................... 7

B. Releases in Excess of Reportable Quantities ................................................................................. 7

C. Stormwater Pollution Prevention Plans ........................................................................................... 7

D. Local Requirements ........................................................................................................................ 11

E. Final Stabilization ............................................................................................................................ 11

III. SELF MONITORING AND REPORTING .............................................................................................. 11

A. Inspection and Maintenance Requirements .................................................................................. 11

B. Records Location ............................................................................................................................ 12

IV. STANDARD CONDITIONS ................................................................................................................... 13

A. COMPLIANCE RESPONSIBILITIES ................................................................................................ 13

B. GENERAL REQUIREMENTS ........................................................................................................... 16

Appendix 1 – Erosion and Sediment Control Guidelines ........................................................................... 21

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I. PERMIT COVERAGE AND LIMITATIONS

A. Discharges Covered

1. This permit applies to all areas within the jurisdiction of the state of North Dakota. 2. This permit applies to stormwater discharges associated with construction activity and small

construction activity as defined in Title 40 of the Code of Federal Regulations (CFR), Parts 122.26(b)(14)(x) and (b)(15), respectively. The reference to construction activity in this permit includes both large construction activity and small construction activity as described below.

a. Large construction activity includes clearing, grading and excavation, that disturbs land of equal

to or greater than five (5) acres and includes the disturbance of less than five (5) acres of total land area that is a part of a larger common plan of development or sale if the larger common plan will ultimately disturb five (5) acres or more.

b. Small construction activity includes clearing, grading and excavation, that disturbs land of equal

to or greater than one (1) acre, and includes the disturbance of less than one (1) acre of total land area that is part of a larger common plan of development or sale if the larger common plan will ultimately disturb equal to or greater that one and less than five (5) acres.

3. Stormwater discharges from support activities (e.g., concrete or asphalt batch plants, equipment

staging yards, material storage areas, excavated material disposal areas, borrow areas) may be covered by this permit as part of a related construction site.

4. Certain non-stormwater discharges from facilities covered by this permit and meeting the

requirements specified in Part II.A.

B. Discharges Not Covered

1. Stormwater discharges associated with industrial activity from any source other than construction activities described in Part I.A.

2. Post-construction discharges from industrial activity that originate from the site after construction

activities have been completed at the site. Industrial and post-construction stormwater discharges may need to be covered by a separate stormwater permit.

3. The placement of fill into waters of the state requiring local, state, or federal authorizations (such as

U.S. Army Corps of Engineers Section 404 permits). 4. This permit does not substitute for obligations under the National Environmental Policy Act (NEPA),

Endangered Species Act (ESA), or National Historic Preservation Act (NHPA), it is your responsibility to ensure the project and resulting discharges comply with the respective requirements.

5. Discharges to waters for which there is a total maximum daily load (TMDL) allocation for sediment,

suspended solids or turbidity are not covered unless you develop a Stormwater Pollution Prevention (SWPP) plan that is consistent with the assumptions, allocations and requirements in the approved TMDL. Information about TMDL allocations may be found at the following website: www.ndhealth.gov/WQ/SW/Z2_TMDL/default.htm.

6. Stormwater discharges that the Department determines will cause, or have the reasonable potential

to cause or contribute to violations of water quality standards.

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C. Obtaining Coverage and Authorization Effective Date

1. To obtain authorization under this general permit for stormwater discharges you must submit a complete application and develop a Stormwater Pollution Prevention (SWPP) plan in accordance with Part II.C of this permit. A plan must be in place as a condition of the permit and a copy of the plan must be retained by the permittee. A copy of the plan must be submitted with the application for certain facilities as described in Part I.D.

2. Permit coverage will become effective 7 days after you submit a complete application unless

otherwise notified by the Department (based on the department receipt date). 3. Upon the effective date of permit coverage you as the permit applicant are authorized to discharge

stormwater from eligible activities under the terms and conditions of this permit.

D. Application (Notice of Intent) Process

1. You may use a Notice of Intent (NOI) form for Construction Activity (or a photocopy thereof) to complete your application. The NOI form (or a replacement application form) is available at the following website: www.ndhealth.gov/WQ/Storm/Construction/ConstructionHome.htm.

2. Application Content and Conditions.

a. The owner or the owner jointly with the operator (usually the general contractor) shall submit a

completed application for this permit. The owner is responsible for compliance with all terms and conditions of this permit. The operator has day to day supervision of construction activities and is jointly responsible with the owner for compliance with the permit conditions as they pertain to the construction activities delegated to the operator.

b. The application (Notice of Intent) shall contain, at a minimum, the following information:

(1) Owner name, mailing address and phone number; (2) Project contact name and phone number; (3) Project/site name; (4) Project/site location (street address; section, township, range; or latitude and longitude),

county; (5) A brief description of the construction activity; (6) The anticipated start date and the anticipated completion date for the project (if known); (7) The estimated total area of the site and the total area of disturbance in acres; (8) Name of receiving water(s) or the name of the municipal storm sewer system and

receiving water(s); (9) The signature of the applicant(s), owner (and operator if co-applicants) signed in

accordance with Part IV.A.6 of this permit. c. A Stormwater Pollution Prevention (SWPP) plan (Part II.C) for the project must be prepared and

available for review by the Department at the time of application. A partially complete plan is acceptable when it clearly identifies the item(s) to be completed, the person(s) responsible for completing the item(s) and the deadline for completing the item(s). The SWPP plan must be completed prior to the start of construction (or the applicable construction phase).

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d. You must include a copy of the SWPP plan if the project involves 50 or more acres; or the

project will have a discharge point located within 2000 feet of, and flow to, a water body listed as impaired under section 303(d) of the Federal Clean Water Act due to sediment, suspended solids or turbidity. The Department’s 303(d) list may be found at the following website in the most recent Integrated Report: www.ndhealth.gov/WQ/SW/Z2_TMDL/Integrated_Reports/B_Integrated_Reports.htm.

3. For residential construction activity occurring within a common plan of development (such as a

subdivision) subject to the permit requirements, coverage may be obtained by the following:

a. The owner of the lot(s) shall submit one application for all of the owner’s construction activity within the common plan, or

b. The operator, such as a homebuilder who may represent one or more lot owners, shall submit

one application for all of the operator’s construction activity within the common plan. In addition, a SWPP plan must be developed and implemented for the permittee’s activities within a common plan of development. Additional phases of the common plan may be included under the initial application and permit coverage, provided the SWPP plan is amended to include the additional area or phases.

4. For oil and gas exploration, production, processing, and treatment operations or transmission

facilities, coverage under this permit is not required for small construction activity. For oil and gas related large construction activity, permit applications may be submitted for individual project sites or for an area of operations such as well field area.

To obtain permit coverage for an area of operations, the application must include a map outlining

the area or a list of counties encompassing the area. Also include a copy of the SWPP plan or similar BMP document developed for construction related activities within the coverage area. The information for individual project sites and future sites within the coverage area including those meeting the criteria in Part I.D.2.d does not need to be submitted.

5. Completed applications and any reports required by this permit shall be submitted to: North Dakota Department of Health Division of Water Quality 918 East Divide Avenue Bismarck, ND 58501-1947 6. Local Authority. This permit does not preempt or supersede the authority of local agencies to

prohibit, restrict, or control discharges of stormwater to storm sewer systems or other water courses within their jurisdiction.

E. Notice of Termination (NOT)

1. Permittees wishing to terminate coverage under this permit must submit a Notice of Termination (NOT) or other written request identifying the facility, reason why the permit is no longer needed and signed in accordance with Part IV.A.6 of this permit. Compliance with the conditions of this permit is required until a NOT is submitted to and accepted by the Department.

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2. Permittees may only submit a NOT after one of the following conditions have been met.

a. Final stabilization (see Part II.E and definitions) has been achieved on all portions of the site for which the permittee is responsible.

b. Another operator/permittee has assumed control, in accordance with the transfer provisions

(Part I.F), over all areas of the site that have not achieved final stabilization. c. For residential construction only, a NOT is not required for each lot that is sold or has achieved

final stabilization. Instead the permittee may modify their SWPP plan to indicate that permit coverage is no longer required for that lot. The SWPP plan should indicate the reason coverage is no longer needed and the date it was achieved. In order to terminate coverage, all lots under the control of the owner or operator must:

(1) Be sold to homeowners for private residential use with temporary erosion protection and

down gradient perimeter controls installed. In addition, the permittee must distribute a “homeowner fact sheet” to the homeowner to inform the homeowner of the need for, and benefits of, final stabilization; or

(2) Achieve final stabilization (See Part II.E and definitions) on all portions of the site for which

the permittee is responsible.

F. Transfer of Ownership or Control

1. When the owner or operator of a construction project changes, the new owner or operator must submit a written request for permit transfer/modification within 14 days of assuming control of the site or commencing work on-site, or of the legal transfer, sale or closing on the property; except as provided in Part I.F.2 below. Late submittals will not be rejected; however, the Department reserves the right to take enforcement for any unpermitted discharges or permit noncompliance. For stormwater discharges from construction activities where the owner or operator changes, the new owner or operator can implement the original SWPP plan created for the project or develop and implement their own SWPP plan. Permittee(s) shall ensure either directly or through coordination with other operators that their SWPP plan meets all terms and conditions of this permit and that their activities do not interfere with another party’s erosion and sediment control practices.

2. A permit transfer/modification request is not required for the legal transfer, sale or closing on a

property between permittees covered by this permit. Examples include the sale of a property parcel from a developer to a builder, or the transfer of an easement from a developer to a local government authority. If the new party is not covered by this permit at the time of transfer or sale, then the new owner/operator must submit a completed application/NOI within 14 days of assuming control of the site.

G. Municipal Separate Storm Sewer System (MS4) Permittees The submittal of an application (NOI) is not required for small construction activity owned or operated

by an entity with general permit coverage for Municipal Separate Storm Sewer System (MS4) discharges. The small construction activity owned or operated by the permitted MS4 is subject to the conditions outlined in this permit except for the Application Process (Part I.D).

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II. STORMWATER DISCHARGE REQUIREMENTS

A. Prohibition of Non-Stormwater Discharges The discharge of wastewater from processing operations or sanitary facilities is not authorized by this

permit. The following non-stormwater discharges may be authorized if the non-stormwater sources are identified in the SWPP plan with a description of the pollution prevention measures to be implemented: fire-fighting, fire hydrant flushing, potable water line flushing, infrequent building and equipment wash down without detergents, uncontaminated foundation drains, springs, lawn watering and air conditioning condensate.

B. Releases in Excess of Reportable Quantities This permit does not relieve the permittee of the reporting requirements of 40 CFR 110, 40 CFR 117,

and 40 CFR 302. Any release of a hazardous substance, including a release in a stormwater discharge, must be reported to the agencies identified in Part IV.A.7. The discharge of hazardous substances in stormwater discharges shall be minimized in accordance with the applicable SWPP plan for the facility. Should a reportable quantity release occur, the SWPP plan shall be revised to prevent the recurrence of such a release.

C. Stormwater Pollution Prevention Plans All permittees shall implement a Stormwater Pollution Prevention (SWPP) plan for any construction

project requiring this permit until final stabilization is achieved. The SWPP plan and revisions are subject to review by the Department. The objectives of the plan are to identify potential sources of sediment or other pollution from construction activity and to ensure practices are used to reduce the contribution of pollutants from construction site runoff. Stormwater management documents developed under other regulatory programs can be included in the SWPP plan or incorporated by reference, or used in whole as a SWPP plan if it meets the requirements of this part. The SWPP plan may identify more than one permittee and may specify the responsibilities of each permittee by task, area, and/or timing. Permittees may coordinate and prepare more than one SWPP plan to accomplish this. However, in the event there is a requirement under the SWPP plan for which responsibility is ambiguous or is not included in the SWPP plan, each permittee shall be responsible for implementation of that requirement. Each permittee is also responsible for assuring that its activities do not render another permittee’s controls ineffective.

The SWPP plan must incorporate the guidelines provided in Appendix 1, to the extent practicable, and shall include the following information.

1. Site Description . Each plan shall provide a description of the construction site and potential

pollutant sources as indicated below:

a. A description of the overall project and the type of construction activity; b. Estimates of the total area of the site and the total area that is expected to be disturbed by

excavation, grading, grubbing, or other activities during the life of the project; c. A proposed timetable of activities that disturb soils for major portions of the site; d. A description of the soil within the disturbed area(s); e. The name of the surface water(s) and municipal storm sewer system at or near the disturbed

area that may receive discharges from the project site; and

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f. A site map indicating:

1) Drainage patterns including flow direction, dividing lines, and the existing and final grades 2) Construction site boundaries and areas of soil disturbance; 3) Location of major structural and nonstructural controls identified in the plan; 4) Location of areas where stabilization practices are expected to occur; 5) Surface waters, including an aerial extent of wetland acreage; 6) Locations where stormwater is discharged to surface waters; 7) Where included as part of the project, the site maps for off-site concrete/asphalt batch

plants, equipment staging areas, borrow sites or excavated fill material disposal sites. g. Projects that have a discharge point within 2000 feet of, and flow to, a water body listed as

impaired under section 303(d) of the Federal Clean Water Act due to sediment, suspended solids or turbidity, must identify the water body and impairment in the plan. The Department’s 303(d) list may be found at the following website under Integrated Reports: www.ndhealth.gov/WQ/SW/Z2_TMDL/Integrated_Reports/B_Integrated_Reports.htm.

2. Operational Controls . The plan shall describe the Best Management Practices (BMPs) used in

day to day operations on the project site that reduce the contribution of pollutants in stormwater runoff.

a. The plan must identify a person knowledgeable and experienced in the application of erosion

and sediment control BMPs who will oversee the implementation of the SWPP plan, and the installation, inspection and maintenance of the erosion and sediment control BMPs before and during construction. The owner shall develop a chain of responsibility with all operators on the site to ensure that the SWPP plan will be implemented and stay in effect until the construction project is complete, the entire site has undergone final stabilization, and a NOT has been submitted to the Department.

b. Good housekeeping practices to maintain a clean and orderly site. Litter, debris, chemicals and

parts must be handled properly to minimize the exposure to stormwater. This includes measures to reduce and remove sediment tracked off-site by vehicles or equipment, and the generation of dust.

c. Preventative maintenance practices must be provided to ensure the proper operation,

inspection and maintenance of stormwater control devices (e.g., oil-water separators, catch basins, and silt fences) and equipment used or stored on site.

d. Spill prevention and response procedures must be developed where potential spills can occur.

Where appropriate, specific handling procedures, storage requirements, spill containment and cleanup procedures must be identified. Bulk storage structures for petroleum products and other chemicals shall have adequate leak and spill protection to prevent any spilled materials from entering waters of the state, storm sewer systems or draining onto adjacent properties.

e. Employee training informs personnel of their responsibility in implementing the practices and

controls included in the plan such as spill response, good housekeeping, and sediment control practices. Employee training must be provided at least annually, as new employees are hired or as necessary to ensure compliance with the plan and the general permit.

f. Concrete wash water, grindings and slurry, shall not be discharged to waters of the state, storm

sewer systems or allowed to drain onto adjacent properties. g. Dewatering or basin draining (e.g., pumped discharges, trench/ditch cuts for drainage) related to

the permitted activity must be managed with the appropriate BMPs, such that the discharge

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does not adversely affect the receiving water or downstream landowners. The following conditions and considerations apply to the dewatering activities:

1) The dewatering is limited to stormwater and groundwater that may collect on site and those

sources identified in Part II.A. A separate permit must be obtained to discharge water from other sources such as hydrostatic testing or contaminated groundwater or surface water.

2) The permittee(s) must operate the discharge to minimize the release of sediment and

provide adequate BMPs where necessary to minimize erosion due to the discharge. Discharges must not lead to the deposition of sediment within stormwater conveyance systems or surface waters. Discharges must not cause or potentially cause a visible plume within a surface water body.

3) In addition to the inspection requirements in Part III, the dewatering activities should be

inspected daily. The inspection must include the dewatering site, areas where the BMPs are being implemented and the discharge location. A record should be maintained to document the inspections of the dewatering operation and actions taken to correct any problems that may be identified.

4) Local authorities may require specific BMPs for discharges affecting their storm sewer

system.

3. Erosion and Sediment Controls . An erosion and sediment control plan shall be developed to identify the appropriate control measures and when they will be implemented during the project for each major phase of site activity (e.g., clearing, grading and building phases). The erosion and sediment control plan must conform to the guidelines provided in Appendix 1. The description and implementation of controls shall address the following minimum components:

a. Sediment basins, or an appropriate combination of equivalent sediment controls such as smaller

sediment basins, and/or sediment traps, silt fences fiber logs, vegetative buffer strips, berms, etc., are required for all down slope boundaries of the disturbance area and for those side slope boundaries as may be appropriate for site conditions.

b. Temporary erosion protection (such as cover crop planting or mulching) or permanent cover

must be provided as outlined in Appendix 1 for the exposed soil areas where activities have been completed or temporarily ceased. These areas include graded slopes, pond embankments, ditches, berms and soil stockpiles.

c. All control measures must be properly selected, installed, and maintained in accordance with

the manufacturer’s specifications and good engineering practices. If periodic inspections or other information indicates a control has been used inappropriately, or incorrectly, the permittee must replace or modify the control for site situations. The permittee may deviate from the manufacturer’s specifications and erosion and sediment control guidelines in Appendix 1 if they provide justification for the deviation and document the rationale for the deviation in the SWPP plan.

d. If sediment escapes from the site, off-site accumulations of sediment must be removed in a

manner and at a frequency sufficient to minimize off-site impacts. The plan must be modified to prevent further sediment deposition off-site.

e. The stormwater controls are expected to withstand and function properly during precipitation

events of up to the 2 year, 24 hour storm event. Visible erosion and/or off-site sediment deposition from such storm events should be minimal. The 2 year, 24 hour rainfall event in North Dakota ranges from about 1.9 inches in the west to 2.3 inches in the east.

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f. For projects that discharge to waters that have a TMDL allocation for sediment, suspended

solids or turbidity, the plan must be consistent with the assumptions, allocations and requirements of the approved TMDL. If a TMDL specifies certain BMPs or controls to meet a wasteload allocation (WLA) applicable to the project’s discharges, then the BMPs or controls must be incorporated into the plan. Information about TMDL allocations may be found at the following website: www.ndhealth.gov/WQ/SW/Z2_TMDL/default.htm.

4. Stormwater Management . The plan must identify permanent practices incorporated into the

project to control pollutants in stormwater discharges occurring after construction operations have been completed.

a. Identify stormwater ponds; flow reduction by use of open vegetated swales and natural

depressions; infiltration of runoff on-site; and sequential systems which combine several practices.

b. Identify velocity / energy dissipation devices placed at discharge locations and appropriate

erosion protection for outfall channels and ditches.

c. Maintenance for on-site stormwater management features is the responsibility of the permittee until the NOT is submitted or the feature is accepted by the party responsible for long term maintenance.

d. The design, installation and use of stormwater management features must comply with applicable local, state or federal requirements.

5. Maintenance . All erosion and sediment control measures and other protective measures identified

in the plan must be maintained in effective operating condition. The plan must indicate, as appropriate, the maintenance or clean out interval for sediment controls. If site inspections, required in Part III of this permit, identify BMPs that are not operating effectively, maintenance shall be arranged and accomplished as soon as practicable.

6. Inspections . The plan must provide for site inspections as outlined in Part III. The permittee shall

ensure that personnel conducting site inspections are familiar with permit conditions and the proper installation and operation of control measures. The erosion and sediment control measures identified in the plan shall be observed to ensure that they are operating correctly and in serviceable condition. Inspections shall also include discharge outlets from areas used for storage of materials, permanent stormwater control measures and vehicle maintenance areas. These areas shall be inspected for evidence of, or the potential for, pollutants entering a drainage system. If necessary, the plan shall be revised based on the observations and deficiencies noted during the inspection.

7. Plan Review and Revisions .

a. The plan shall be signed in accordance with the signatory requirements, Part IV.A.6, and retained on-site for the duration of activity as outlined in Part III.B.

b. The permittee shall make plans available upon request to the Department, EPA, or, in the case

of discharges to a municipal storm sewer system, to the operator of the municipal system. c. The permittee shall amend the SWPP plan whenever there is a change in design, construction,

operation, or maintenance, which has a significant effect on the potential for the discharge of pollutants to waters of the state. The plan shall also be amended if the plan is found to be ineffective in controlling pollutants present in stormwater.

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D. Local Requirements

All stormwater discharges must comply with the requirements, policies, or guidelines of municipalities and other local agencies as applicable to the construction site. Any discharges to a storm sewer, ditch or other water course under the jurisdiction of a municipality must comply with any specific conditions or BMPs required by the municipality.

E. Final Stabilization

The permittee(s) must ensure final stabilization of the site. The permittee(s) should submit a NOT within 30 days after final stabilization has been achieved, or another owner/operator (permittee) has assumed control according to Part I.F for all areas of the site that have not undergone final stabilization. Final stabilization can be achieved in one of the following ways. 1. All soil disturbing activities at the site have been completed and all soils must be stabilized by a

uniform perennial vegetative cover with a density of 70 percent over the entire pervious surface area, or other equivalent means necessary to prevent soil failure under erosive conditions and;

a. All drainage ditches, constructed to drain water from the site after construction is complete,

must be stabilized to preclude erosion; b. All temporary synthetic, and structural erosion prevention and sediment control BMPs (such as

silt fence) must be removed as part of the site final stabilization; and c. The permittee(s) must clean out all sediment from conveyances and from temporary

sedimentation basins that will be used as permanent water quality management basins. Sediment must be stabilized to prevent it from being washed back into the basin, conveyances or drainage ways discharging off-site; or to surface waters. The cleanout of permanent basins must be sufficient to return the basin to design capacity.

2. For residential construction only, final stabilization has been achieved when temporary erosion

protection and down gradient perimeter control for individual lots has been completed and the residence has been transferred to the homeowner. Additionally, the permittee must distribute a “homeowner fact sheet” to the homeowner to inform the homeowner of the need for, and benefits of, final stabilization. The permittee also must demonstrate that the homeowner received the fact sheet.

III. SELF MONITORING AND REPORTING

A. Inspection and Maintenance Requirements

1. Inspections shall be performed by or under the direction of the permittee at least once every 14 calendar days and within 24 hours after any storm event of greater than 0.50 inches of rain per 24-hour period during active construction. The permittee shall use a rain gauge near the site or utilize the nearest National Weather Service precipitation gauge station. Any gauge used shall be located within 5 miles of the stormwater discharge.

2. All inspections and maintenance conducted during construction must be recorded in writing and

these records must be retained in accordance with Part III.B. Records of each inspection and maintenance activity shall include:

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a. Date and time of inspections; b. Name of person(s) conducting inspections; c. Findings of inspections, including recommendations for corrective actions; d. Corrective actions taken (including dates, times, and party completing maintenance activities); e. Date and amount of all rainfall events greater than 1/2 inch (0.50 inches) in 24 hours; and f. Documentation that the SWPP plan has been amended when substantial changes are made to

the erosion and sediment controls or other BMPs in response to inspections.

3. Completed areas that have been stabilized but do not meet the 70% perennial vegetative cover criteria for final stabilization may be inspected once per month. Inspections may be suspended for parts of the construction site that meet final stabilization. Inspections also may be suspended where earthwork has been suspended due to frozen ground conditions. The required inspections and maintenance must resume as soon as runoff occurs or the ground begins to thaw at the site.

4. There may be times when a site inspection may not be practical at the specified time. Adverse

climatic conditions, such as flooding, high winds, tornadoes, electrical storms, etc., may prohibit inspections. Should this occur, the permittee must record a description of why the inspection(s) could not be performed at the designated time.

5. The permittee may submit an alternative inspection plan for long, narrow, linear construction

projects such as pipeline or utility line inspection, and similar projects in remote areas where vehicle traffic is restricted or could compromise native vegetation or stabilization measures. A copy of the SWPP plan and proposed inspections plan shall be submitted to the Department 30 days prior to implementing an alternative inspection plan. Any alternative plan must provide for the timely recognition and repair of erosion and sediment damage.

6. Some erosion and sediment control measures may require more frequent inspection based on

location (e.g., sensitive areas or waters of the state) or as a result of recurring maintenance issues. Erosion or sediment control measures found in need of maintenance between inspections must be repaired or supplemented with appropriate measures as soon as practicable.

B. Records Location

A copy of the completed and signed Notice of Intent, coverage letter from the Department, SWPP plan, site inspection records, and this general permit shall be kept at the site of the construction activity in a field office, trailer, or shed, or in a vehicle that is on-site during normal working hours. If the site does not have a reasonable on-site location, then the documents must be retained at a readily available alternative location; preferable with the individual responsible for overseeing the implementation of the SWPP plan. If the site is inactive, then the documents may be stored at a local office.

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IV. STANDARD CONDITIONS

A. COMPLIANCE RESPONSIBILITIES

1. Duty to Comply The permittee must comply with all conditions of this permit. Any permit noncompliance constitutes a violation of the Act and is grounds for enforcement action; for permit termination, revocation and reissuance, or modification; or for denial of a permit renewal application.

2. Operation and Maintenance The permittee shall at all times maintain in good working order and operate as efficiently as possible all treatment or control facilities or systems installed or used by the permittee to achieve compliance with the terms and conditions of this permit. If necessary to achieve compliance with the conditions of this permit, this shall include the operation and maintenance of backup or auxiliary systems.

3. Planned Changes The Department shall be given advance notice of any planned changes at the permitted facility or of an activity which may result in permit noncompliance. Any anticipated facility expansions, production increase, or process modifications which might result in new, different, or increased discharges of pollutants shall be reported to the Department as soon as possible. Changes which may result in a facility being designated a "new source" as determined in 40 CFR 122.29(b) shall also be reported.

4. Duty to Provide Information The permittee shall furnish to the Department, within a reasonable time, any information which the Department may request to determine whether cause exists for modifying, revoking and reissuing, or terminating this permit, or to determine compliance with this permit. The permittee shall also furnish to the Department, upon request, copies of records required to be kept by this permit. When a permittee becomes aware that it failed to submit any relevant facts or submitted incorrect information in a permit application or any report, it shall promptly submit such facts or information.

5. Records Retention All records and information (including calibration and maintenance) required by this permit shall be kept for at least three years or longer if requested by the Department or EPA.

6. Signatory Requirements All applications, reports or information submitted to the Department shall be signed and certified. a. All permit applications shall be signed by a responsible corporate officer, a general partner, or a

principal executive officer or ranking elected official. b. All reports required by the permit and other information requested by the Department shall be

signed by a person described above or by a duly authorized representative of that person. A person is a duly authorized representative only if:

(1) The authorization is made in writing by a person described above and submitted to the

Department; and (2) The authorization specifies either an individual or a position having responsibility for the

overall operation of the regulated facility, such as the position of plant manager, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters.

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If an authorization under “Compliance Responsibilities-Signatory Requirements” section is no longer accurate for any reason, a new authorization satisfying the above requirements must be submitted to the Department prior to or together with any reports, information, or applications to be signed by an authorized representative. Any person signing a document under this section shall make the following certification: "I certify under penalty of law that I have personally examined and am familiar with the information submitted herein. Based on my inquiry of those individuals immediately responsible for obtaining the information, I believe the submitted information is true, accurate, and complete. I am aware that there are significant penalties for submitting false information including the possibility of fine and imprisonment."

7. Noncompliance Notification The permittee shall report any noncompliance which may seriously endanger health or the environment as soon as possible, but no later than twenty-four (24) hours from the time the permittee first became aware of the circumstances. The report shall be made to the EPA, Region VIII, Emergency Response Branch at 1.800.424.8802 and the State of North Dakota, Division of Homeland Security at 1.800.472.2121. The following occurrences of noncompliance shall be reported by telephone to the Department at 701.328.5210 by the first workday (8:00 a.m.-5:00 p.m. Central time) following the day the permittee became aware of the circumstances: a. Any lagoon cell overflow or any unanticipated bypass which exceeds any effluent limitation in

the permit (see “Compliance Responsibilities-Bypass of Treatment Facilities” section); b. Any upset which exceeds any effluent limitation in the permit (see “Compliance Responsibilities-

Upset Conditions” section); or c. Violation of any daily maximum effluent or instantaneous discharge limitation for any of the

pollutants listed in the permit. A written submission shall also be provided within five days of the time that the permittee became aware of the circumstances. The written submission shall contain: a. A description of the noncompliance and its cause; b. The period of noncompliance, including exact dates and times; c. The estimated time noncompliance is expected to continue if it has not been corrected; and d. Steps taken or planned to reduce, eliminate, and prevent recurrence of the noncompliance.

Reports shall be submitted to the address in the “Reporting and Recordkeeping Requirements-Reporting” section. The Department may waive the written report on a case by case basis if the oral report has been received within 24 hours by the Department at 701.328.5210 as identified above. All other instances of noncompliance shall be reported no later than at the time of the next Discharge Monitoring Report submittal. The report shall include the four items listed in this subsection.

8. Bypass of Treatment Facilities Bypass not exceeding limitations. The permittee may allow any bypass to occur which does not cause effluent limitations to be exceeded, but only if it also is for essential maintenance to assure efficient operation. These bypasses are not subject to any of the following provisions in this section.

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Bypass exceeding limitations-notification requirements. a. Anticipated Bypass. If the permittee knows in advance of the need for a bypass, it shall submit

prior notice, if possible at least ten (10) days before the date of bypass. b. Unanticipated Bypass. The permittee shall submit notice of an unanticipated bypass as

required in the “Compliance Responsibilities-Noncompliance Notification” section. Prohibition of Bypass. Bypass is prohibited, and the Department may take enforcement action against a permittee for bypass, unless: a. Bypass was unavoidable to prevent loss of life, personal injury, or severe property damage; b. There were no feasible alternatives to the bypass, such as the use of auxiliary treatment

facilities, retention of untreated wastes, or maintenance during normal periods of equipment downtime. This condition is not satisfied if adequate back-up equipment should have been installed in the exercise of reasonable engineering judgment to prevent a bypass which occurred during normal periods of equipment downtime or preventive maintenance; and

c. The permittee submitted notices as required in the “Bypass of Treatment Facilities-Anticipated

Bypass” section. The Department may approve an anticipated bypass, after considering its adverse effects, if the Department determines that it will meet the three (3) conditions listed above.

9. Upset Conditions An upset constitutes an affirmative defense to an action brought for noncompliance with technology-based permit effluent limitations if the requirements of the following paragraph are met. No determination made during administrative review of claims that noncompliance was caused by upset, and before an action for noncompliance, is final administrative action subject to judicial review. A permittee who wishes to establish the affirmative defense of upset shall demonstrate, through properly signed, contemporaneous operating logs, or other relevant evidence that: a. An upset occurred and the permittee can identify its cause(s); b. The permitted facility was, at the time being, properly operated; c. The permittee submitted notice of the upset as required under “Compliance Responsibilities-

Noncompliance Notification” section; and d. The permittee complied with any remedial measures required under “Compliance

Responsibilities-Duty to Mitigate” section. In any enforcement proceeding, the permittee seeking to establish the occurrence of an upset has the burden of proof.

10. Duty to Mitigate The permittee shall take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. The permittee, at the Department's request, shall provide accelerated or additional monitoring as necessary to determine the nature and impact of any discharge.

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11. Removed Materials

Collected screenings, grit, solids, sludges, or other pollutants removed in the course of treatment shall be buried or disposed of in such a manner to prevent any pollutant from entering any waters of the state or creating a health hazard. Sludge/digester supernatant and filter backwash shall not be directly blended with or enter either the final plant discharge and/or waters of the state. The permit issuing authority shall be contacted prior to the disposal of any sewage sludges. At that time, concentration limitations and/or self-monitoring requirements may be established.

12. Duty to Reapply

Any request to have this permit renewed should be made 15 days prior to its expiration date.

B. GENERAL REQUIREMENTS

1. Right of Entry The permittee shall allow Department and EPA representatives, at reasonable times and upon the presentation of credentials if requested, to enter the permittee's premises to inspect the wastewater treatment facilities and monitoring equipment, to sample any discharges, and to have access to and copy any records required to be kept by this permit.

2. Availability of Reports Except for data determined to be confidential under 40 CFR Part 2, all reports prepared in accordance with the terms of this permit shall be available for public inspection at the offices of the Department and EPA. As required by the Act, permit applications, permits, and effluent data shall not be considered confidential.

3. Transfers

This permit is not transferable except upon the filing of a Statement of Acceptance by the new party and subsequent Department approval. The current permit holder should inform the new controller, operator, or owner of the existence of this permit and also notify the Department of the possible change.

4. New Limitations or Prohibitions The permittee shall comply with any effluent standards or prohibitions established under Section 306(a), Section 307(a), or Section 405 of the Act for any pollutant (toxic or conventional) present in the discharge or removed substances within the time identified in the regulations even if the permit has not yet been modified to incorporate the requirements.

5. Permit Actions This permit may be modified, revoked and reissued, or terminated for cause. This includes the establishment of limitations or prohibitions based on changes to Water Quality Standards, the development and approval of waste load allocation plans, the development or revision to water quality management plans, changes in sewage sludge practices, or the establishment of prohibitions or more stringent limitations for toxic or conventional pollutants and/or sewage sludges. The filing of a request by the permittee for a permit modification, revocation and reissuance, or termination, or a notification of planned changes or anticipated noncompliance does not stay any permit condition.

6. Need to Halt or Reduce It shall not be a defense for a permittee in an enforcement action that it would have been necessary to halt or reduce the permitted activity in order to maintain compliance with the conditions of this permit.

7. State Laws Nothing in this permit shall be construed to preclude the institution of legal action or relieve the permittee from any responsibilities, liabilities, or penalties established pursuant to any applicable state law or regulation preserved under Section 510 of the Act.

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8. Oil and Hazardous Substance Liability

Nothing in this permit shall be construed to preclude the institution of any legal action or relieve the permittee from any responsibilities, liabilities, or penalties to which the permittee is or may be subject under Section 311 of the Act.

9. Property Rights The issuance of this permit does not convey any property rights of any sort, nor any exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor any infringement of federal, state or local laws or regulations.

10. Severability The provisions of this permit are severable, and if any provision of this permit or the application of any provision of this permit to any circumstance is held invalid, the application of such provision to other circumstances and the remainder of this permit shall not be affected thereby.

11. General Permits Coverage under this permit may be modified, revoked and reissued, or terminated for cause. The Department may require any operator covered by this permit to apply for and obtain an individual or alternative general permit if: a. The discharge is not in compliance with the conditions of the general permit

b. Conditions or standards have changed so that the discharge no longer qualifies for a general

permit

c. Information becomes available which indicates that the permitee’s discharge has a reasonable potential to contribute to an exceedance of a water quality standard

When an individual NDPDES permit is issued to an operator otherwise subject to this permit or the operator is approved for coverage under an alternative NDPDES general permit, the applicability of this permit to the operator is automatically inactivated upon the effective date of the individual permit or coverage under the alternative general permit.

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V. DEFINITIONS “303d List” or “Section 303d List” means a list of North Dakota’s water quality-limited waters needing total maximum daily loads or TMDLs developed to comply with section 303d of the Clean Water Act. A copy of the latest integrated report is available on the state’s web site at: www.ndhealth.gov/WQ/SW/Z2_TMDL/Integrated_Reports/B_Integrated_Reports.htm. “Act” means the Clean Water Act. "BMP" or "Best Management Practices" means schedules of activities, prohibitions of practices, maintenance procedures, and other management practices to prevent or reduce the pollution of waters of the state. BMPs also include treatment requirements, operating procedures and practices to control plant site runoff, spillage or leaks, sludge or waste disposal, or drainage from raw material storage. "Bypass" means the intentional diversion of waste streams from any portion of a treatment facility. “Common Plan of Development or Sale” means a contiguous area where multiple separate and distinct land disturbing activities may be taking place at different times, on different schedules, but under one proposed plan. One plan is broadly defined to include design, permit application, advertisement or physical demarcation indicating that land-disturbing activities may occur. “Construction Activity” means construction activity as defined in 40 CFR part 122.26(b)(14)(x) and small construction activity as defined in 40 CFR part 122.26(b)(15). This includes a disturbance to the land that results in a change in topography, existing soil cover (both vegetative and non-vegetative), or the existing soil topography that may result in accelerated stormwater runoff, leading to soil erosion and movement of sediment into surface waters or drainage systems. Examples of construction activity may include clearing, grading, filling and excavating. Construction activity includes the disturbance of less than one acre of total land area that is part of a larger common plan of development or sale if the larger common plan will ultimately disturb on (1) acre or more. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of the facility.

"Department" means the North Dakota Department of Health, Division of Water Quality. "Energy Dissipation" means methods employed at pipe outlets to prevent erosion. Examples include, but are not limited to: concrete aprons, riprap, splash pads, and gabions that are designed to prevent erosion. “Final Stabilization” means that: 1. All soil disturbing activities at the site have been completed and a uniform perennial vegetative cover

with a density of 70 percent of the native cover for unpaved areas and areas not covered by permanent structures, or equivalent permanent stabilization measures (such as the use of riprap, gabions, or geotextiles) has been achieved.

2. For areas with an average annual rainfall of less than 20 inches only, all soil disturbing activities at the

site have been completed and temporary erosion control measures (e.g., degradable rolled erosion control product) are selected, designed, and installed along with an appropriate seed base to provide erosion control for at least three years and achieve 70 percent vegetative coverage within three years without active maintenance.

3. For soil disturbing activities on land used for agricultural purposes, final stabilization may be

accomplished by returning the disturbed land to its pre-disturbance agricultural use. Areas disturbed that were not previously used for agricultural activities, such as buffer strips immediately adjacent to waters of the state, and areas which are not being returned to their pre-disturbance agricultural use must meet the final stabilization criteria in (1) or (2) above.

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“Large Construction Activity” means land disturbance of equal to or greater than 5 acres. Large construction activity also includes the disturbance of less than one acre of total land area that is part of a larger common plan of development or sale, if the larger common plan will ultimately disturb equal to or greater that five acres. “Normal Wetted Perimeter” means the area of a conveyance, such as a ditch, channel, or pipe that is in contact with water during flow events that are expected to occur once every year. “Non-Stormwater Discharges” means discharges other than stormwater. The term includes both process and non-process sources. Process wastewater sources that require a separate NDPDES permit include, but are not limited to industrial processes, domestic facilities and cooling water. Non-stormwater sources that may be addressed in this permit include, but are not limited to: fire-fighting, fire hydrant flushing, potable water line flushing, infrequent building and equipment wash down without detergents, uncontaminated foundation drains, springs, lawn watering and air conditioning condensate. “Operator” means the person (usually the general contractor) designated by the owner who has day to day operational control and/or the ability to modify project plans and specifications related to the SWPP plan. The person must be knowledgeable in those areas of the permit for which the operator is responsible and must perform those responsibilities in a workmanlike manner. “Owner” means the person or party possessing the title of the land on which the construction activities will occur; or if the construction activity is for a lease holder, the party or individual identified as the lease holder; or the contracting government agency responsible for the construction activity. “Permanent Cover” means final stabilization. Examples include grass, gravel, asphalt, and concrete. "Severe Property Damage" means substantial physical damage to property, damage to treatment facilities which causes them to become inoperable, or substantial and permanent loss of natural resources which can reasonably be expected to occur in the absence of a bypass. Severe property damage does not mean economic loss caused by delays in production. "Significant Materials" includes, but is not limited to: raw materials; fuels; materials such as solvents, detergents, and plastic pellets; finished materials such as metallic products; raw materials used in food processing or production; hazardous substances designated under Section 101(14) of CERCLA; any chemical the facility is required to report pursuant to Section 313 of Title III of SARA; fertilizers; pesticides; and waste products such as ashes, slag and sludge that have the potential to be released with stormwater discharges. "Significant Spills" includes, but is not limited to: releases of oil or hazardous substances in excess of reportable quantities under Section 311 of the Clean Water Act (see 40 CFR 110.10 and CFR 117.21) or Section 102 of CERCLA (see 40 CFR 302.4). “Small Construction Activity” means land disturbance of equal to or greater than one acre and less than five acres. Small construction activity also includes the disturbance of less than one acre of total land area that is part of a larger common plan of development or sale, if the larger common plan will ultimately disturb equal to or greater than one and less than five acres "Stabilized" means the exposed ground surface has been covered by appropriate materials such as mulch, staked sod, riprap, wood fiber blanket, or other material that prevents erosion from occurring. Grass seeding alone is not stabilization. "Stormwater" means stormwater runoff, snow melt runoff, and surface runoff and drainage.

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“Stormwater Associated with Industrial Activity” means stormwater runoff, snow melt runoff, or surface runoff and drainage from industrial activities as defined in 40 CFR 122.26(b)(14). “Stormwater Associated with Small Construction Activity” means the discharge of stormwater from:

(i) Construction activities including clearing, grading, and excavating that result in land disturbance of equal to or greater than once acre and less than five acres. Small construction activity also includes the disturbance of less than one acre of total land area that is part of a larger common plan of development or sale if the larger common plan will ultimately disturb equal to or greater than one and less than five acres. Small construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of the facility. (ii) Any other construction activity designated by EPA or the Department, based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to waters of the state.

"Temporary Erosion Protection" means methods employed to prevent erosion. Examples of temporary cover include; straw, wood fiber blanket, wood chips, and erosion netting. "Upset" means an exceptional incident in which there is unintentional and temporary noncompliance with technology based permit effluent limitations because of factors beyond the reasonable control of the permittee. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or improper operation. “Waters of the State” means any and all surface waters that are contained in or flow in or through the state of North Dakota as defined in NDCC 61-28-02. This definition includes all water courses, even if they are usually dry. “You” means the owner, operator or permittee as appropriate.

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Appendix 1 – Erosion and Sediment Control Guidelines Guidelines for designing, implementing and maintaining erosion and sediment controls. A. Erosion and Sediment Control Practices 1. Temporary (or permanent) sediment basins, or equivalent control, must be provided where ten (10) or

more acres of disturbed area drain to a common location prior to the runoff leaving the site or entering surface waters. The permittee is encouraged, but not required, to install temporary sediment basins where appropriate in areas with steep slopes or highly erodible soils even if less than ten (10) acres drains to one area. The basins must provide at least the following:

The basins shall be sized to provide 3,600 cubic feet of storage below the outlet pipe per acre drained to the basin. Alterative designs may be used which provide storage below the outlet for a calculated volume of runoff from a 2 year, 24 hour storm and provides not less than 1800 cubic feet of storage below the outlet pipe from each acre drained to the basin.

Basin outlets must be designed to avoid short-circuiting and the discharge of floating debris. The basin must be designed with the ability to allow complete basin drawdown (e.g., perforated riser pipe wrapped with filter fabric and covered with crushed gravel, pumps or other means) for maintenance activities. The drawdown should be designed to release the storage volume in a 24 hour or longer period. The basin must have a stabilized emergency overflow to prevent failure of pond integrity. Energy dissipation must be provided for the basin outlet.

2. Where the temporary sediment basin is not practical due to site limitations or nature of disturbance (such

as developing a roadway, pipeline, or diversion) a combination of measures must be used to provide equivalent sediment control for all down slope boundaries of the construction area and for side slope boundaries as deemed appropriate by individual site conditions. Equivalent sediment controls include such things as smaller sediment basins and/or sediment traps, silt fences, and vegetative buffer strips. In determining whether installing a sediment basin is attainable, the permittee must consider public safety and may consider factors such as site soils, slope and available area on site.

3. Provide temporary erosion protection or permanent cover for the exposed soil areas where activities have

been completed or temporarily ceased. For those areas with a continuous positive slope within 200 lineal feet of a surface water, temporary erosion protection or permanent cover must be applied within 21 days of completing or ceasing earth moving activities. These areas include pond embankments, ditches, berms and soil stockpiles. Temporary stockpiles without significant silt, clay or organic components (e.g., clean aggregate stockpiles, demolition concrete stockpiles, sand stockpiles) are exempt from this requirement.

4. Temporary soil stockpiles must have effective sediment controls, and cannot be placed in surface waters,

including stormwater conveyances such as curb and gutter systems, or conduits and ditches.

5. The normal wetted perimeter of any temporary or permanent drainage ditch that drains water from a construction site, or diverts water around a site, must be stabilized at least 200 lineal feet from the property edge, or from the point of discharge to any surface water. Stabilization should be completed within 24 hours of connecting to a surface water.

6. Pipe outlets must be provided with temporary or permanent energy dissipation within 24 hours of connection to a surface water. Splash pads and/or downspout extensions must be provided for roof drains to prevent erosion from roof runoff.

7. In order to maintain sheet flow and minimize rills and/or gullies, there should be no unbroken slope length

of greater than 75 feet for slopes with a grade of 3:1 or steeper.

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8. Temporary or permanent drainage ditches and sediment basins that are designed as part of a treatment

system (e.g., ditches with rock check dams) require sediment control practices only as appropriate for site conditions.

9. All storm drain inlets in the immediate vicinity of the construction site must be protected by the appropriate

BMPs during construction until all sources with the potential for discharging to the inlet have been stabilized. This includes storm drain inlets which may be affected by sediment tracked onto paved surfaces by vehicles or equipment.

Inlet protection devices are a last line of control – sediment and erosion control practices must be used on

site. Inlet protection devices must conform to local ordinances or regulations. In general inlet protection devices need to provide for drainage adequate to prevent excessive roadway flooding. Inlet protection may be removed for a particular inlet if a specific concern (i.e., street flooding/freezing, snow removal) has been identified and documented in the SWPP plan. In this situation, additional erosion and sediment control practices must be used to supplement for the loss of the inlet protection device to prevent sediment from entering a storm sewer system.

Maintenance and cleaning of inlet protection devices, including on-site sediment and erosion controls, must

be performed in a timely manner. 10. Vegetated buffers must have a minimum width of 25 feet for every 125 feet of disturbed area which drains

to the buffer. For each additional 5 feet of disturbance, an additional 1 foot of width must be added. The width of the buffer shall have a slope of 5% or less and the area draining to the buffer shall have a slope of 6% or less. Concentrated flows should be minimized throughout the buffer.

Buffers shall consist of dense grassy vegetation, 3 to 12 inches tall with uniform coverage over 90% of the

buffer. Woody vegetation shall not be counted for the 90% coverage. No more than 10 % of the overall buffer may be comprised of woody vegetation.

B. Maintenance Considerations for Erosion and Sediment Controls

1. All erosion prevention and sediment control BMPs must be inspected to ensure integrity and effectiveness.

All nonfunctional BMPs must be repaired, replaced, or supplemented with functional BMPs. The Permittee(s) must investigate and comply with the following inspection and maintenance requirements:

All control devices similar to silt fence or fiber rolls must be repaired, replaced, or supplemented when they become nonfunctional or the sediment reaches 1/3 of the height of the device. These repairs must be made within 24 hours of discovery, or as soon as field conditions allow access. Temporary and permanent sedimentation basins must be drained and the sediment removed when the depth of sediment collected in the basin reaches 1/2 the storage volume. Drainage and removal must be completed within 72 hours of discovery, or as soon as field conditions allow access.

2. Surface waters, including drainage ditches and conveyance systems, must be inspected for evidence of

sediment being deposited by erosion. The permittee(s) must remove all deltas and sediment deposited in surface waters, including drainage ways, catch basins, and other drainage systems, and restabilize the areas where sediment removal results in exposed soil. The removal and stabilization must take place immediately, but no more than, seven (7) days after the discovery unless precluded by legal, regulatory, or physical access constraints. The permittee shall use all reasonable efforts to obtain access. If precluded, removal and stabilization shall take place immediately, but no more than, seven (7) calendar days after obtaining access. The permittee is responsible for contacting all local, regional, state and federal authorities and receiving any applicable permits, prior to conducting any work.

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3. Construction site egress locations must be inspected for evidence of sediment being tracked off-site by

vehicles or equipment onto paved surfaces. Accumulations of tracked and deposited sediment must be removed from all off-site paved surfaces within 24 hours or, if applicable, within a shorter time specified by local authorities or the Department.

Vehicle tracking of sediment from the site must be minimized by BMPs. This may include having a

designated egress with aggregate surfacing from the site, or by designating off-site parking. The permittee(s) is responsible for (or making the arrangements for) street sweeping and/or scraping if BMPs are not adequate to prevent sediment from being tracked onto the street from the site.

4. If sediment escapes the construction site, off-site accumulations of sediment must be removed in a manner

and at a frequency sufficient to minimize off-site impacts (e.g., fugitive sediment in streets could be washed into storm sewers by the next rain and/or pose a safety hazard to users of public streets).

5. Vegetative buffers must be inspected for proper distribution of flows, sediment accumulation and signs of

rill formation. If a buffer becomes silt covered, contains rills, or is otherwise rendered ineffective, other control measures shall be implemented. Eroded areas shall be repaired and stabilized.

C. Housekeeping and Standard Operating Procedures 1. Properly handle construction debris and waste materials.

Provide appropriate container(s) on site (or centrally located at several sites) for storing debris and other wastes until disposal. Litter and debris shall be picked-up regularly to reduce the chance for materials to be carried off the site by wind or water. Collected material shall be taken to the appropriate facility for disposal or recycling. Liquid or soluble materials including oil, fuel, paint and any other hazardous substances must be properly stored, to prevent spills, leaks or other discharges. Restricted access to storage areas must be provided to prevent vandalism. Storage and disposal of hazardous waste must be in compliance with applicable regulations.

2. Concrete wash water shall not be discharged to any waters of the state, storm sewer systems or allowed to

drain onto adjacent properties. Wash water disposal must be limited to a defined area of the site or to an area designated for cement washout. The area(s) must be sufficient to contain the wash water and residual cement.

Project Name: Stormwater Pollution Prevention Plan Contract Number: FMM_ND_SWPPP_Template

SWPPP_FMM_ND_TEMPLATE_FINAL_07‐16‐13.docx

Date Printed: 10 July 2013


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Table of Contents

1 CONTACT INFORMATION/RESPONSIBLE PARTIES ................................................................................ 1

1.1 Owner/Operator(s)/Emergency 24‐Hour Contact ........................................................................ 1

1.1.1 Owner .................................................................................................................................... 1

1.1.2 Contractor/Operator (Person who will oversee implementation of the SWPPP) ................ 1

1.1.3 Emergency 24‐Hour Contact ................................................................................................. 1

1.2 Stormwater Team ......................................................................................................................... 2

1.2.1 Development (Person who will oversee Development of the SWPPP) ................................ 2

1.2.2 Modify (Person who will oversee Modifications to the SWPPP) .......................................... 2

1.2.3 Install (Person who will oversee Installation of BMPs) ......................................................... 2

1.2.4 Maintain (Person who will oversee Maintenance of the BMPs) .......................................... 3

1.2.5 Site Inspections (Person who will conduct Site Inspections of the BMPs) ........................... 3

1.2.6 Corrective Actions (Person who will oversee Corrective Actions of the BMPs) ................... 3

1.3 Chain of Responsibility .................................................................................................................. 4

2 SITE EVALUATION, ASSESSMENT, AND PLANNING ............................................................................... 4

2.1 Project/Site Information/Project Location ................................................................................... 4

2.2 Nature of the Construction Activity .............................................................................................. 5

2.3 Sequence and Estimated Dates of Construction Activities ........................................................... 5

2.4 Soils, Slopes, Vegetation, and Current Drainage Patterns ............................................................ 6

2.5 Allowable Non‐Stormwater Discharges ........................................................................................ 6

2.6 Discharge Information .................................................................................................................. 7

2.7 Site Maps ....................................................................................................................................... 8

3 TEMPORARY EROSION AND SEDIMENT CONTROLS ............................................................................. 9

3.1 Natural Buffers or Equivalent Sediment Controls ....................................................................... 10

3.2 Down Gradient Controls ............................................................................................................. 12

3.3 Sediment Track‐Out .................................................................................................................... 13



Date Printed: 10 July 2013 ii of iii

3.4 Stockpiled Sediment or Soil ........................................................................................................ 14

3.5 Minimize Dust ............................................................................................................................. 15

3.6 Minimize the Disturbance of Steep Slopes ................................................................................. 16

3.7 Storm Drain Inlets ....................................................................................................................... 17

3.8 Constructed Stormwater Conveyance Channels ........................................................................ 18

3.9 Sediment Basins .......................................................................................................................... 19

3.10 Dewatering Practices .................................................................................................................. 21

3.11 Other Stormwater Controls ........................................................................................................ 23

3.12 Temporary Site Stabilization ....................................................................................................... 24

4 PERMANENT STORMWATER MANAGEMENT ..................................................................................... 26

4.1 Permanent/Final Site Stabilization .............................................................................................. 28

5 POLLUTION PREVENTION STANDARDS ............................................................................................... 30

5.1 Potential Sources of Pollution ........................................................ Error! Bookmark not defined.

5.2 Spill Prevention and Response .................................................................................................... 30

5.3 Storage, Handling, and Disposal of Construction Products, Materials, and Wastes .................. 32

5.4 Washing of Applicators and containers used for Paint, Concrete or Other Materials ............... 32

6 INSPECTION AND CORRECTIVE ACTION .............................................................................................. 33

6.1 Corrective Action/Amendments ................................................................................................. 33

6.2 Records Location ......................................................................................................................... 34

7 TRAINING ............................................................................................................................................ 35

7.1 Employee Training ...................................................................................................................... 35

8 CERTIFICATION .................................................................................................................................... 36

8.1 Signatory Requirements .............................................................................................................. 36



Date Printed: 10 July 2013 iii of iii

LIST OF APPENDICES

Appendix A Site Maps

Appendix B Copy of General Permit

Appendix C Copy of NOI and EPA Authorization Email

Appendix D Copy of Inspection Form

Appendix E Copy of Corrective Action Form

Appendix F SWPPP Amendment Log

Appendix G Grading and Stabilization Activities Log

Appendix H SWPPP Training Log

Appendix I Spill Reporting

DISCLAIMER:

The SWPPP template is intended solely as an optional tool to assist contractors with their preparation

of a SWPPP for review by the Corps and ultimate submittal to the State of North Dakota for General

Permit NDR10‐0000 with expiration date September 30, 2014. Additional information beyond that

identified in the template may be required by the State. The contractor is required to comply with the

State's application requirements and the applicable General Permit. In providing this tool, the Corps

is not assuming any responsibility for the adequacy of the contractor's SWPPP.



Date Printed: 10 July 2013 1 of 36


1 CONTACT INFORMATION/RESPONSIBLE PARTIES

1.1 Owner/Operator(s)/Emergency 24‐Hour Contact

1.1.1 Owner

Company or Organization Name:

Name/Title:

Address:


Telephone:

Fax/Email:

Area of Control:

1.1.2 Contractor/Operator (Person who will oversee implementation of the SWPPP)


Name/Title:

Address:


Telephone:

Fax/Email:

Area of Control:

1.1.3 Emergency 24‐Hour Contact


Name/Title:

Address:


Telephone:

Fax/Email:

Area of Control:




1.2 Stormwater Team

See NDR10‐0000, II.C.2.a. Identify a person knowledgeable and experienced in the application of erosion and sediment control BMPs who will oversee the implementation of the SWPPP, and the installation, inspection and maintenance of the erosion and sediment control BMPs before and during construction.

1.2.1 Development (Person who will oversee Development of the SWPPP)


Name/Title:

Address:


Telephone:

Fax/Email:

Area of Control:

1.2.2 Modify (Person who will oversee Modifications to the SWPPP)


Name/Title:

Address:


Telephone:

Fax/Email:

Area of Control:

1.2.3 Install (Person who will oversee Installation of BMPs)


Name/Title:

Address:


Telephone:

Fax/Email:

Area of Control:




1.2.4 Maintain (Person who will oversee Maintenance of the BMPs)


Name/Title:

Address:


Telephone:

Fax/Email:

Area of Control:

1.2.5 Site Inspections (Person who will conduct Site Inspections of the BMPs)


Name/Title:

Address:


Telephone:

Fax/Email:

Area of Control:

1.2.6 Corrective Actions (Person who will oversee Corrective Actions of the BMPs)


Name/Title:

Address:


Telephone:

Fax/Email:

Area of Control




1.3 Chain of Responsibility

See NDR10‐0000, II.C.2.a.

Describe the Chain of Responsibility developed with all operators on the site to ensure that the SWPPP will be implemented and stay in effect until the construction project is complete, the entire site has undergone final stabilization, and a Notice of Termination (NOT) has been submitted to the North Dakota Department of Health:

2 SITE EVALUATION, ASSESSMENT, AND PLANNING

2.1 Project/Site Information/Project Location

See NDR10‐0000, II.C.1. and II.C.1.a.

Describe the overall project:

Describe the type of construction activity:

General Location:

All cities where construction will occur:

All counties where construction will occur:

All townships where construction will occur:

Latitude: Longitude:

Township Range Section ¼ Section ¼ Section

*Attach Parcel Identification (Parcel ID#) Table if available.




2.2 Nature of the Construction Activity

See NDR10‐0000, II.C.1.b.

Project Area (Acres)

Estimated Total Area of Project:

Estimated Total Area expected to be disturbed by excavation, grading, grubbing or other activities during the life of the project:

Estimated Total area of offsite support activities that will be covered by the construction general permit (including

concrete or asphalt batch plants, equipment staging yards, material storage areas, excavated material disposal areas, and borrow areas not already covered by another stormwater permit):

2.3 Sequence and Estimated Dates of Construction Activities

See NDR10‐0000, II.C.1.c. Provide a timetable of soil disturbing activities for major portions of the site (e.g. excavation, grading, grubbing, building, temporary stabilization, final stabilization).

Intended Sequence of Major Activities Estimated Timeline of Activity

Activity Start Date Activity End Date

*A Construction Schedule can be attached if available.




2.4 Potential Sources of Pollution

See NDR10‐0000, II.C.1.

Describe the potential pollutant sources:

2.5 Soils, Slopes, Vegetation, and Current Drainage Patterns

See NDR10‐0000, II.C.1.d. Describe the soil within the disturbed area(s). Describe the existing soil types, slopes, vegetation, and current drainage patterns found at the project.

Soil Type(s):

Slopes (describe current slopes and note any changes due to grading or fill activities):

Drainage Patterns (describe current drainage patterns and note any changes due to grading or fill activities):

Vegetation:

Other topographic features that might affect erosion and sediment control:

*Attach soil survey information if available http://websoilsurvey.nrcs.usda.gov/app/.

2.6 Allowable Non‐Stormwater Discharges

See NDR10‐0000, II.A.

Describe non‐stormwater discharges and pollution prevention measures to be implemented:

Non‐Stormwater Discharge Pollution Prevention Measure Implemented

*Attach additional sheets if necessary




2.7 Discharge Information

Names of Receiving Waters See NDR10‐0000, II.C.1.e.

Name of Surface Water(s) and municipal storm sewer system at or near the disturbed area that may receive discharges from the project site:

Type (ditch, pond, wetland, lake, stream, river):

Describe the drainage path runoff takes as it leaves the site including the municipal, county, or state‐operated storm sewer or drainage ditch, as well as the first named waterbody or wetland (if known) to which the site drains:

See NDR10‐0000, II.C.1.g.

Is the waterbody listed in the most recent North Dakota Integrated Section 305 (b) Water Quality Assessment Report and Section 303(d) List of Water Needing Total Maximum Daily Loads? Yes No

Pollutant(s) causing impairments:

Is the waterbody impaired due to sedimentation/siltation? Yes No If yes, include the distance to the waterbody:

Is the discharge point within 2000 feet of, and flow to, a water body listed as impaired under section 303(d) of the Federal Clean Water Act due to sediment, suspended solids or turbidity? Yes No

The North Dakota Department of Health’s 303(d) list may be found at the following website under Integrated Reports: www.ndhealth.gov/WQ/SW/Z2_TMDL/default.htm.

See NDR10‐0000, I.B.5.

Has a total maximum daily load (TMDL) has been developed for the waterbody? Yes No

If yes, List the particular pollutants:

If yes, List the assumptions, allocations and requirements in the approved TMDL:

Identify the practices used to meet waste load (WLA):




2.8 Site Maps

See NDR10‐0000, II.C.1.f.1. – II.C.1.f.7 and NDR10‐0000, II.C.4.a. – II.c.4.b. Site Maps shall show the following items. Indicate Sheet Identification Number of Map or location within SWPPP to find Site Maps and information indicated below.

Sheet Identification Number/ Location in SWPPP

Site Map Items

N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A

Drainage patterns indicating:

Flow Direction

Dividing Lines

Existing Grades

Final Grades Construction Site Boundaries Areas of Soil Disturbance Major Structural Controls identified in this SWPPP Major Nonstructural Controls identified in this SWPPP Areas where Stabilization Practices are expected to occur Surface Waters Aerial Extent of Wetland Acreage Locations where Stormwater is Discharged to Surface Waters Where included as part of the project, the Site Maps for:

Off‐Site Concrete/Asphalt Batch Plants

Borrow Sites

Excavated Fill Material Disposal Sites Stormwater Ponds Flow Reduction of Open Vegetated Swales/Natural Depressions Infiltration of Runoff On‐Site Sequential Systems which Combine Several Practices Velocity / Energy Dissipation Devices at Discharge Locations Erosion Protection for Outfall Channels and Ditches Point Source Discharge Locations




3 TEMPORARY EROSION AND SEDIMENT CONTROLS

See NDR10‐0000, II.C.2.‐Operational Controls See NDR10‐0000, II.C.2.c. Preventative maintenance practices must be provided to ensure the proper operation, inspection and maintenance of stormwater control devices (e.g., oil‐water separators, catch basins, and silt fences) and equipment used or stored on site. See NDR10‐0000, II.C.3.‐Erosion and Sediment Controls See NDR10‐0000, II.C.3.c. All control measures must be properly selected, installed, and maintained in accordance with the manufacturer’s specifications and good engineering practices. See NDR10‐0000, II.C.3.d. If sediment escapes from the site, off‐site accumulations of sediment must be removed in a manner and at a frequency sufficient to minimize off‐site impacts. The plan must be modified to prevent further sediment deposition off‐site. See NDR10‐0000, II.C.3.e. The stormwater controls are expected to withstand and function properly during precipitation events of up to the 2 year, 24 hour storm event. Visible erosion and/or off‐site sediment deposition from such storm events should be minimal. The 2 year, 24 hour rainfall event in North Dakota ranges from about 1.9 inches in the west to 2.3 inches in the east. See NDR10‐0000, II.C.5.‐Maintenance. See NDR10‐0000, II.D.‐Local Requirements. See NDR10‐0000, Appendix 1, A.‐Erosion and Sediment Control Practices See NDR10‐0000, Appendix 1, B.‐Maintenance Considerations for Erosion and Sediment Controls




3.1 Natural Buffers or Equivalent Sediment Controls

See NDR10‐0000, Appendix 1, A.10

BMP Description:

Describe if vegetative buffers are used as a BMP:

Yes No N/A 1. Are vegetative buffers used as a BMP?

Yes No N/A 2. Do vegetative buffers have a minimum width of 25 feet for every 125 feet of disturbed area that drains to the buffer? If no, skip to Question 4.

Yes No N/A 3. Does the buffer have an additional 1 foot of buffer for each additional 5 feet of disturbance?

Yes No N/A 4. A minimum width of 25 feet may not be necessary based on past experience with buffers. Provide a short explanation about what your experience has shown.

Yes No N/A 5. Does the buffer have a slope of 5 percent or less?

Yes No N/A 6. Does the area draining to the buffer have a slope of 6 percent or less?

Yes No N/A 7. Are concentrated flows being minimized throughout the vegetative buffer?

Yes No N/A 8. Do vegetative buffers consist of dense, grassy vegetation?

BMP Installation:

Describe BMP Installation Process and Schedule:

BMP Maintenance:

Describe BMP Maintenance Process and Schedule:

BMP Cleanout:

Describe BMP Cleanout Frequency:

BMP Inspection and Frequency: See NDR10‐0000, Appendix 1, B.5.

Describe BMP Inspection Process and Schedule:




BMP Details and Specifications:

BMP Detail Attached: Yes No N/A

BMP Specification Attached: Yes No N/A

BMP Manufacturer Cut sheet Attached: Yes No N/A

*Attach additional sheets for multiple BMPs




3.2 Down Gradient Controls

See NDR10‐0000, II.C.3.a.

BMP Description:

Describe structural BMPs (e.g. silt fences or fiber rolls, sediment basins, sediment traps, vegetative buffer strips, berms) including design specifications and details to filter and trap sediment before it leaves the construction site:

BMP Installation:


BMP Maintenance: See NDR10‐0000, Appendix 1, B.1. All control devices similar to silt fence or fiber rolls must be repaired, replaced, or supplemented when they become nonfunctional or the sediment reaches 1/3 of the height of the device.


BMP Cleanout: See NDR10‐0000, Appendix 1, B.1. Repairs must be made within 24 hours of discovery, or as soon as field conditions allow access.


BMP Inspection and Frequency:










3.3 Sediment Track‐Out


BMP Description:

Describe how off‐site accumulations of tracked sediment caused by vehicles and equipment leaving the project will be reduced and cleaned up:

Describe BMPs to minimize vehicle tracking of sediment from the site and to minimize exposure to stormwater:

BMP Installation:


BMP Maintenance: See NDR10‐0000, Appendix 1, B.3. Accumulations of tracked and deposited sediment must be removed from all off‐site paved surfaces within 24 hours or, if applicable, within a shorter time specified by local authorities or the North Dakota Department of Health.


BMP Cleanout:


BMP Inspection and Frequency: See NDR10‐0000, Appendix 1, B.3. Construction site egress locations must be inspected for evidence of sediment being tracked off‐site by vehicles or equipment onto paved surfaces.










3.4 Stockpiled Sediment or Soil

See NDR10‐0000, Appendix 1, A.4.

BMP Description:

Describe effective sediment controls and structural BMPs (e.g., diversions, berms, ditches, storage basins) to minimize the discharge of sediment from temporary stockpiles and divert flows from stockpiled sediment or soil, retain or detain flows, or otherwise limit exposure and the discharge of pollutants from stockpiled sediment or soil:

Describe where temporary soil stockpiles will be located to avoid being placed in surface waters, stormwater conveyance systems, curb and gutter systems, conduits or ditches:

BMP Installation:


BMP Maintenance:


BMP Cleanout:












3.5 Minimize Dust


BMP Description:

Describe how dust generation will be reduced to minimize the exposure to stormwater:

BMP Installation:


BMP Maintenance:


BMP Cleanout:












3.6 Minimize the Disturbance of Steep Slopes


BMP Description:

Describe BMPs (e.g., erosion control blankets, tackifiers), including design, installation and maintenance specifications, that will be implemented to minimize sediment discharges from slope disturbances.

BMP Installation:


BMP Maintenance:


BMP Cleanout:












3.7 Storm Drain Inlets


BMP Description:

Describe BMPs (e.g., inserts, rock‐filled bags, or block and gravel) including design, installation, and maintenance specifications that will be implemented to protect all inlets that will receive stormwater from your construction activities, and that you have authority to access.

BMP Installation:


BMP Maintenance: See NDR10‐0000, Appendix 1, A.9.


BMP Cleanout:












3.8 Constructed Stormwater Conveyance Channels

See NDR10‐0000, Appendix 1, A.5. and A.8.

Yes No N/A 1. Does the plan address how the normal wetted perimeter of these ditches will be stabilized within 200 lineal feet of the property edge or point of discharge to a surface water?

Yes No N/A 2. Does the plan address how the normal wetted perimeter will be stabilized within 24 hours of connecting to a surface water?

Yes No N/A 3. Do temporary or permanent drainage ditches and sediment basins that are part of a treatment system have appropriate sediment controls?

BMP Description:

Describe BMPs that drain water from the construction site or divert water around the site:

BMP Installation:


BMP Maintenance:


BMP Cleanout:












3.9 Sediment Basins

See NDR10‐0000, Appendix 1, A.1., A.2., and A.8.

BMP Description:

Include design specifications and other details (volume, dimensions, outlet structure) that will be implemented if a sediment basin will be installed.

Yes No N/A Yes No

Yes No N/A

Yes No

Yes No

Yes No Yes No Yes No

Yes No

Yes No

Yes No Yes No

1. Do 10 or more acres of disturbed area drain to a common location? 2. Is the use of sediment basins practical for the project? If no, skip to

question #12. 3. Where appropriate, are temporary sediment basins installed in areas with

steep slopes or highly erodible soils? 4. Are all basins sized or designed to provide 3,600 cubic feet of storage for

every acre of disturbed area draining to the basin? If yes, skip to question #6

5. If no, are all basins sized to provide storage for a two‐year, 24‐hour storm event plus more than 1,800 cubic feet of storage from each disturbed acre that drains to the basin?

6. Are basin outlets designed to avoid short‐circuiting? 7. Are basin outlets designed to avoid the discharge of floating debris? 8. Are the basins designed to allow complete drawdown for maintenance

activities? 9. Is the drawdown designed to release the storage volume in a 24‐hour or

longer period? 10. Does the basin have a stabilized emergency overflow to prevent failure of

pond integrity? 11. Does the basin outlet have an energy dissipater? 12. Have erosion and sediment controls been provided that have the same

sediment‐control capabilities as the sediment basins they replaced?

Describe equivalent sediment controls used when a temporary sediment basin is not practical.

BMP Installation:





BMP Maintenance: See NDR10‐0000, Appendix 1, B.1. Temporary and permanent sedimentation basins must be drained and the sediment removed when the depth of sediment collected in the basin reaches 1/2 the storage volume.


BMP Cleanout: See NDR10‐0000, Appendix 1, B.1. Drainage and removal must be completed within 72 hours of discovery, or as soon as field conditions allow access.












3.10 Dewatering Practices

See NDR10‐0000, II.C.2.g.1. Information about the temporary dewatering permit for discharge water from other sources such as hydrostatic testing or contaminated groundwater or surface water may be found at www.ndhealth.gov/WQ/Dewatering/DewateringHome.htm. See NDR10‐0000, II.C.2.g.4.

Describe stormwater discharge that is removed from excavations, trenches, foundations, vaults, or other similar points of accumulation, include design specifications and details of all dewatering practices that are installed and maintained:

Describe how dewatering operation will be operated to minimize the release of sediment and amount of erosion caused by the discharge:

Describe measures used to minimize impact to water quality if non‐stormwater discharges are identified in the SWPPP and require dewatering:

BMP Description: See NDR10‐0000, II.C.2.g.

Describe BMPs to manage dewatering or basin draining (e.g., pumped discharges, trench/ditch cuts for drainage) such that discharge does not adversely affect the receiving water or downstream landowners:

BMP Installation:


BMP Maintenance: See NDR10‐0000, II.C.2.g.2.


BMP Cleanout:





BMP Inspection and Frequency: See NDR10‐0000, II.C.2.g.3. Dewatering activities should be inspected daily. The inspection must include the dewatering site, areas where the BMPs are being implemented and the discharge location.










3.11 Other Stormwater Controls


BMP Description:

Describe any other stormwater controls that do not fit into the above categories.

Describe how pipe outlets will be provided with temporary or permanent energy dissipation within 24 hours of connecting to a surface water:

See NDR10‐0000, II.C.3.f. Information about TMDL allocations may be found at the following website: www.ndhealth.gov/WQ/SW/Z2_TMDL/default.htm.

Describe BMPs used to meet a waste load allocation (WLA) for discharge to waters that have a TMDL allocation for sediment, suspended solids or turbidity:

BMP Installation:


BMP Maintenance:


BMP Cleanout:












3.12 Temporary Site Stabilization

BMP Description: See NDR10‐0000, II.C.3.b.

Describe the specific vegetative and/or non‐vegetative practices for temporary erosion protection (such as cover crop planting or mulching) or permanent cover that will be used to stabilize exposed soils where construction activities have temporarily or permanently ceased. These areas include graded slopes, pond embankments, ditches, berms and soil stockpiles.

See NDR10‐0000, Appendix 1, A.3. A general rule of thumb is that seed germination will occur when the soil temperature is above 50 degrees F. Soil temperature information may be found at ndawn.ndsu.nodak.edu.

Describe temporary erosion protection to be provided for exposed soil areas where activities are completed or will temporarily cease:

Describe how areas with a continuous positive slope within 200 lineal feet of a surface water will provide temporary erosion protection or permanent cover and be applied within 21 days of completing or ceasing earthmoving activities in these areas (pond embankments, ditches, berms, soil stockpiles). (Temporary stockpiles without significant silt, clay or organic components, such as clean aggregate stockpiles, demolition concrete stockpiles, and sand stockpiles, are exempt.):

BMP Installation:


BMP Maintenance:


BMP Cleanout:






4 PERMANENT STORMWATER MANAGEMENT

BMP Description: See NDR10‐0000, II.C.4.

Describe the permanent practices incorporated into the project to control pollutants in stormwater discharges occurring after construction operations have been completed.

See NDR10‐0000, II.C.4.a. and II.C.4.d.

Identify and describe stormwater ponds; flow reduction by use of open vegetated swales and natural depressions; infiltration of runoff on‐site; and sequential systems which combine several practices.

BMP Description: See NDR10‐0000, II.C.4.b.

Identify and describe velocity / energy dissipation devices placed at discharge locations and appropriate erosion protection for outfall channels and ditches:

BMP Installation:


BMP Maintenance: See NDR10‐0000, II.C.4.c. Maintenance for on‐site stormwater management features is the responsibility of the Permittee until the NOT is submitted or the feature is accepted by the party responsible for long term maintenance.


BMP Cleanout:







4.1 Permanent/Final Site Stabilization

See NDR10‐0000, II.E., II.E.1., II.E.1.a., and II.E.1.b. See V. DEFINITIONS for Final Stabilization.

BMP Description:

Identify permanent practices used to control pollutants in stormwater discharges once construction is complete:

Describe the specific vegetative and/or non‐vegetative practices that will be used to stabilize exposed soils where construction activities have temporarily or permanently ceased:

BMP Installation:


BMP Maintenance:


BMP Cleanout: See NDR10‐0000, II.E.1.c. The Permittee(s) must clean out all sediment from conveyances and from temporary sedimentation basins that will be used as permanent water quality management basins. Sediment must be stabilized to prevent it from being washed back into the basin, conveyances or drainage ways discharging off‐site; or to surface waters. The cleanout of permanent basins must be sufficient to return the basin to design capacity.





BMP Inspection and Frequency: See NDR10‐0000, II.C.6. Inspections shall include discharge outlets from permanent stormwater control measures for evidence of, or the potential for, pollutants entering a drainage system. See NDR10‐0000, III.A.3. Completed areas that have been stabilized but do not meet the 70% perennial vegetative cover criteria for final stabilization may be inspected once per month. Inspections may be suspended for parts of the construction site that meet final stabilization.










5 POLLUTION PREVENTION STANDARDS

5.1 Spill Prevention and Response

See NDR10‐0000, II.C.2.d. See Appendix I‐Stormwater Construction Spill Reporting for a table to identify materials and chemicals.

Describe spill prevention and response procedures used in areas where spills could occur. Bulk storage of petroleum products and other chemicals must have adequate leak and spill protection to prevent spilled material from entering waters of the state or storm sewer systems or from draining onto adjacent property:

Describe specific handling procedures, storage requirements, spill containment and cleanup procedures must be identified, where appropriate:




Reportable spills are those that: Threaten or are in a position to threaten waters of the state, such as surface or ground water Cause immediate danger to human health or safety Cause harm or threaten to harm wildlife or aquatic life. Are releases of oil or hazardous substances in excess of reportable quantities under Section 311 of the Clean Water Act (see 40 CFR 110.10 and 40 CFR 117.21) or Section 102 of CERCLA (see 40 CFR 302.4). Note: CFR stands for Code of Federal Regulations, and CERCLA stands for Comprehensive Environmental Response, Compensation, and Liability Act. Spill Reporting Report any spill that may seriously endanger health or the environment as soon as possible, but no later than 24 hours from the time you became aware of the spill. The report must be made to EPA‐Region 8, Emergency Response Branch, at 800.424.8802 and the state of North Dakota, Division of Homeland Security, at 800.472.2121. Some releases may require immediate response by trained emergency personnel. This may be coordinated through the North Dakota Department of Health of Health, North Dakota Department of Health of Emergency Services and any other state or local emergency response agencies that may be needed. If there is any question as to the proper response, call the North Dakota Department of Health of Health at 701.328.5210 or the North Dakota hazardous materials emergency assistance and spill reporting number (800.472.2121) and provide all relevant information about the incident. North Dakota North Dakota Department of Health of Health: Division of Water Quality 701.328.5210 Division of Waste Management 701.328.5166 Division of Air Quality 701.328.5188 Division of Municipal Facilities 701.328.5211 North Dakota hazardous materials emergency assistance and spill reporting 800.472.2121 (24‐hour hotline) Nonemergency releases may be reported by filling out the online Environmental Incident Report Form at www.ndhealth.gov/WQ/GW/spills.htm.




5.2 Storage, Handling, and Disposal of Construction Products, Materials, and Wastes

See NDR10‐0000, Appendix 1, C.1.

Describe how construction debris and waste materials will be handled:

Describe how liquid or soluble materials including oil, fuel, paint and any other hazardous substances will be properly stored, to prevent spills, leaks or other discharges. Storage and disposal of hazardous waste must be in compliance with applicable regulations:

Describe good housekeeping practices used to maintain a clean and orderly project.


Describe how litter, debris, chemicals, and parts will be properly handles to minimize exposure to stormwater and not be carried offsite by wind or water.

5.3 Washing of Applicators and containers used for Paint, Concrete or Other Materials

See NDR10‐0000, II.C.2.f. and Appendix 1, C.2.

Describe what practices will be used to prevent concrete wash water, grindings and slurry from entering waters of the state and storm sewer systems, or draining onto adjacent property:

BMP Inspection and Frequency: See NDR10‐0000, II.C.6. Inspections shall include discharge outlets from areas used for storage of materials and vehicle maintenance areas for evidence of, or the potential for, pollutants entering a drainage system.





6 INSPECTION AND CORRECTIVE ACTION

See NDR10‐0000, II.C.6. See NDR10‐0000, III.A.1. Inspections shall be performed at least once every 14 calendar days and within 24 hours after any storm event of greater than 0.50 inches of rain per 24‐hour period during active construction. The Permittee shall use a rain gauge near the site or utilize the nearest National Weather Service precipitation gauge station. Any gauge used shall be located within 5 miles of the stormwater discharge. See NDR10‐0000, III.A.2.a. – III.A.2.c., NDR10‐0000, III.A.2.e., and Appendix D‐Stormwater Construction Site Inspection Report for records of inspections and maintenance activity conducted during construction. See NDR10‐0000, III.A.2.d. and Appendix E.‐SWPPP Corrective Action Form for corrective actions taken. See NDR10‐0000, III.A.3.‐ III.A.6.

6.1 Corrective Action/Amendments

See NDR10‐0000, II.C.2.g.3. See NDR10‐0000, II.C.3.c. See NDR10‐0000, II.C.7.c. The Permittee shall amend the SWPPP whenever there is a change in design, construction, operation, or maintenance, which has a significant effect on the potential for the discharge of pollutants to waters of the state. The plan shall also be amended if the plan is found to be ineffective in controlling pollutants present in stormwater. See NDR10‐0000, III.A.2.f. and Appendix F.‐SWPPP Amendment and Revisions Log for documentation that the SWPPP has been amended when substantial changes are made to the erosion and sediment controls or other BMPs in response to inspections.




6.2 Records Location

See NDR10‐0000, II.C.7.a. – II.C.7.b. The SWPPP shall be retained on‐site for the duration of activity as outlined below. The Permittee shall make plans available upon request to the North Dakota Department of Health, EPA, or, in the case of discharges to a municipal storm sewer system, to the operator of the municipal system. See NDR10‐0000, III.A.2. and Appendix D‐Stormwater Construction Site Inspection Report for all inspections and maintenance conducted during construction. Inspection Reports must be recorded in writing and these records must be retained. See NDR10‐0000, III.B. The following documents must be kept in a field office, trailer, shed or vehicle that is on‐site during normal working hours:

1. A completed and signed copy of the Notice of Intent (NOI). 2. The permit coverage letter from the North Dakota North Dakota Department of Health of

Health. 3. The Stormwater Pollution Prevention Plan (SWPPP) 4. Site Inspection and Maintenance Records 5. A copy of the North Dakota Pollutant Discharge Elimination System General Permit associated

with Stormwater Discharges from Construction Activities, NDR10‐0000. If a reasonable on‐site location is not available, then the documents may be retained at a readily available alternative location, preferably with the SWPPP contact. If the site is inactive then the documents may be stored at a local office. All records and information must be kept for at least three years or longer if requested by the North Dakota North Dakota Department of Health of Health or United States Environmental Protection Agency (U.S. EPA).




7 TRAINING

7.1 Employee Training

See NDR10‐0000, II.C.2.e. and Appendix H‐Training Log

Describe how personnel are informed about their responsibility in implementing the practices and controls in the plan. Employee training can include spill response procedures, good housekeeping practices, and erosion and sediment control practices.




8 CERTIFICATION

8.1 Signatory Requirements

See NDR10‐0000, II.C.7.a. and IV.A.6.

I certify under penalty of law that I have personally examined and am familiar with the information

submitted herein. Based on my inquiry of those individuals immediately responsible for obtaining the

information, I believe the submitted information is true, accurate, and complete. I am aware that there

are significant penalties for submitting false information including the possibility of fine and

imprisonment.

Name:

Title:

Signature:

Date:

Project Name: SWPPP‐Appendix D Contract Number: FMM_ND_SWPPP_Template

SWPPP_APPENDIX_D_INSPECTION_FMM_ND_TEMPLATE_FINAL_07‐16‐2013.docx

Date Printed: 10 JULY 2013 1 of 10

StormwaterConstructionSiteInspectionReport

Stormwater Construction Site Inspection ReportSee NDR10‐0000, III.A.2.a. – III.A.2.c. and NDR10‐0000, III.A.2.e. Date and time of inspections; Name of person(s) conducting inspections; Findings of inspections, including recommendations for corrective actions; Date and amount of all rainfall events greater than 1/2 inch (0.50 inches) in 24 hours

Site Inspection Report

Project/Site Name:

Site Location:

Permit Coverage/ NPDES Tracking Number:

Permit Coverage Begins:

Construction Start Date: Construction End Date:

Where can SWPPP be located on site?

SWPPP Contact(s)‐Inspector


Name(s)/Title(s):

Address:


Telephone:

Fax/Email:

Area of Control:

Inspector’s Qualifications:




Inspection Information

Date of Inspection:

Start Time: End Time:

Type of Inspection Regular Pre‐storm event During storm event Post‐storm event Other:

Describe present phase of construction:

Areas Inspected (Choose Applicable): Active Areas Stabilized areas with less than 70% cover Areas that have been achieved final stabilization

Weather Information

Has there been a storm event since the last inspection? Yes No If yes:

Storm Start Date and Time: Storm Duration: Precipitation (in):

Rain Gauge Location:

Weather at time of this inspection? Clear Cloudy Rain Sleet Fog Snowing High Winds Other:

Temperature:

Have any discharges occurred since the last inspection? Yes No If yes: describe:

Are there any discharges at the time of inspection? Yes No If yes: describe:




Observations/Corrective Actions

BMP/Activity BMP Implemented?

BMP Maintenance Required?

Recommendations for Correction Action and Notes

1. Yes No Are best management practices (BMPs) effective to minimize the discharge of sediment from the site?

Yes No Yes No

2. Yes No Do best management practices need to be adjusted?

Yes No Yes No

3. Yes No Are additional best management practices needed?

Yes No Yes No

4. Yes No 5. Yes No

Is there evidence of, or the potential for, pollutants entering drainage systems or waters of the state from Material Storage Areas? Vehicle Maintenance Areas?

Yes No Yes No

6. Yes No Have all erosion and sediment controls and best management practices identified in the plan been installed or implemented?

Yes No Yes No

7. Yes No Are erosion and sediment controls operating correctly and in serviceable condition?

Yes No Yes No

8. Yes No Are erosion and sediment controls operating consistently and effectively?

Yes No Yes No

9. Yes No Are there any devices similar to silt fence or fiber rolls where sediment has reached more than ½ the height of the device? (Removal and repairs must be made within 24 hours.)

Yes No Yes No

10. Yes No Are there any sediment basins where collected sediment has reduced the storage

Yes No Yes No








capacity by ½? (Drainage and removal must be completed within 72 hours.)

11. Yes No Is there evidence of sediment deposits in surface waters, drainage ditches or other stormwater conveyance systems? (Removal and stabilization must be completed within 7 days unless prohibited by legal, regulatory or physical access constrains. All reasonable efforts must be made to obtain access. Once permission is granted, removal must take place within 7 days.)

Yes No Yes No

12. Yes No N/A Is there evidence of sediment being tracked off‐site by vehicles or equipment? (Sediment tracked or deposited on paved surfaces must be removed within 24 hours.)

Yes No Yes No

13. Yes No Is there evidence of sediment depositing off‐site other than in surface waters, drainage ditches and stormwater conveyance systems? (Sediment must be recovered in a manner and frequency sufficient to minimize off‐site impacts‐for example, sediment could wash away during the next precipitation event.)

Yes No Yes No

14. Yes No N/A

Yes No N/A

Is stormwater flow distributed evenly over vegetative buffers? Is sediment accumulating in vegetative buffers?

Yes No Yes No








Yes No N/A Are rills forming within vegetative buffers? (If vegetative buffers are silted covered, contain rills or are otherwise rendered ineffective, other erosion and sediment controls must be implemented. Eroded areas must be repaired and stabilized.)

15. Yes No Are litter, debris, chemicals and parts being managed properly to minimize stormwater pollution?

Yes No Yes No

16. Yes No Are liquid or soluble materials like oil, fuel, paint, etc., properly stored to prevent spills, leaks or other discharges?

Yes No Yes No

17. Yes No Is there evidence of concrete wash water discharging to waters of the state, storm sewer systems or onto adjacent properties?

Yes No Yes No

18. Yes No Is there evidence of wastewater from processing operations or sanitary facilities (i.e., portable toilets) discharging from the site? (These types of discharges are not covered by the construction general permit, NDR10‐0000. They must be stopped immediately if they are not covered by another type of permit. The following non‐stormwater discharges are allowable if the appropriate prevention measures are in place: fire‐fighting, fire hydrant flushing, potable water line flushing, infrequent building and

Yes No Yes No








equipment wash down without detergents, uncontaminated foundation drains, springs, lawn watering and air conditioning condensate. Please note that discharges from temporary dewatering activities, such as hydrostatic testing or disinfection of new pipelines may require coverage under the temporary dewatering general permit, NDG07‐0000.)

19. Yes No Do temporary soil stockpiles have effective sediment controls?

Yes No Yes No

20. Yes No For slopes with a grade of 3:1 or steeper, is the slope length broken up every 75 feet?

Yes No Yes No

21. Yes No Are all storm drain inlets within the project limits and in the immediate vicinity of the site protected? This includes inlets affected by sediment tracked from the site.

Yes No Yes No

22. Yes No Do inlet protection devices provide adequate drainage to prevent excessive flooding?

Yes No Yes No

23. Yes No Are there any temporary or permanent drainage ditches that drain water from the construction site or divert water around the site?

Yes No Yes No

24. Yes No Has permanent cover been provided for exposed soil areas where activities have been completed or will temporarily cease?

Yes No Yes No








25. Yes No Is there evidence of wash water from tools or equipment draining to waters of the state, drainage ditches or storm sewer systems?

Yes No Yes No

26. Yes No N/A Are permanent stormwater management measures (e.g., oil‐water separators, rain gardens) functioning properly?

Yes No Yes No

27. Yes No Are all slopes and disturbed areas not actively being worked properly stabilized?

Yes No Yes No

28. Yes No Are natural resource areas (e.g., streams, wetlands, mature trees, etc.) protected with barriers or similar BMPs?

Yes No Yes No

29. Yes No Are perimeter controls and sediment barriers adequately installed (keyed into substrate) and maintained?

Yes No Yes No

30. Yes No Are discharge points and receiving waters free of any sediment deposits?

Yes No Yes No

31. Yes No Are storm drain inlets properly protected? Yes No Yes No

32. Yes No Is the construction exit preventing sediment from being tracked into the street?

Yes No Yes No

33. Yes No Is trash/litter from work areas collected and placed in covered dumpsters?

Yes No Yes No

34. Yes No Are washout facilities (e.g., paint, stucco, concrete) available, clearly marked, and maintained?

Yes No Yes No








35. Yes No Are vehicle and equipment fueling, cleaning, and maintenance areas free of spills, leaks, or any other deleterious material?

Yes No Yes No

36. Yes No Are materials that are potential stormwater contaminants stored inside or under cover?

Yes No Yes No

37. Yes No Are non‐stormwater discharges (e.g., wash water, dewatering) properly controlled?

Yes No Yes No

38. Yes No (Other)

Yes No Yes No

*Customize this list as needed for conditions at the project site.




Site Specific BMPs

Number the structural and non‐structural BMPs identified in the SWPPP on the site maps and list them below (add as many BMPs as necessary). Carry a copy of the numbered site map with you during your inspections. This list will ensure that all required BMPs at the site are being inspected. Describe corrective actions initiated, date completed, and note the person that completed the work in the Corrective Action Log.

BMP/Activity BMP Installed? BMP Maintenance Required?


1. Yes No Yes No

2. Yes No Yes No

3. Yes No Yes No

4. Yes No Yes No

5. Yes No Yes No

6. Yes No Yes No

7. Yes No Yes No

8. Yes No Yes No




Spill Prevention and Response

Yes No Were spill Prevention Procedures adequate?

What Spill Response Procedures were used?

List all spills, leaks or hose‐breaks that have occurred since the last inspection:

Size Location Was it Reportable? Was it Reported?

Yes No Yes No

Yes No Yes No

Yes No Yes No

Non‐Compliance

Describe any incidents of non‐compliance not described above:

Amendments/Modifications

Yes No Has the SWPPP been updated as a result of this inspection?

Yes No Has the Site Map been updated as a result of this inspection?

Certification Statement

“I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a

system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the

person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to

the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false

information, including the possibility of fine and imprisonment for knowing violations.”

Print name and title:

Signature: Date:

Project Name: SWPPP‐Appendix E Contract Number: FMM_ND_SWPPP_Template

SWPPP_APPENDIX_E_CORRECTIVE_ACTION_FMM_ND_TEMPLATE_FINAL_07‐16‐2013.docx


SWPPPCorrectiveActionForm

SWPPP Corrective Action Form See NDR10‐0000, III.A.2.d. Corrective actions taken (including dates, times, and party completing maintenance activities)

Project/Site Name:

Site Location:


Inspection Date

Inspector Name(s) Description of BMP Deficiency Corrective Action Needed (incl. Planned Date/Responsible Person)

Date/Time Action Taken/ Responsible Person

Project Name: SWPPP‐Appendix F Contract Number: FMM_ND_SWPPP_Template

SWPPP_APPENDIX_F_AMENDMENT_FMM_ND_TEMPLATE_FINAL_07‐16‐2013.docx


SWPPPAmendmentandRevisionsLog

SWPPP Amendment Log See NDR10‐0000, III.A.2.f. Documentation that the SWPPP has been amended when substantial changes are made to the erosion and sediment controls or other BMPs in response to inspections.

Project/Site Name:

Site Location:


Amendment Number

Description of Amendment Date of Amendment

Amendment Prepared by [Name(s) and Title]

Project Name: SWPPP‐Appendix G Contract Number: FMM_ND_SWPPP_Template

SWPPP_APPENDIX_G_GRADING_STABILIZATION_FMM_ND_TEMPLATE_FINAL_07‐16‐2013.docx


SWPPPGradingandStabilizationActivitiesLog

SWPPP Grading and Stabilization Activities LogProject/Site Name:

Site Location:


Date Grading Activity Initiated

Description of Grading Activity Date Grading Activity Ceased (Indicate Temporary or Permanent)

Date When Stabilization Measures are Initiated

Description of Stabilization Measure and Location

Project Name: SWPPP‐Appendix H Contract Number: FMM_ND_SWPPP_Template

SWPPP_APPENDIX_H_TRAININGLOG_FMM_ND_TEMPLATE_FINAL_07‐16‐2013.docx


SWPPPTrainingLog

Training Certification Stormwater Pollution Prevention PlanProject Information

Project/Site Name:

Site Location:


Course Information

Instructor’s Name(s):

Instructor’s Title(s):

Course Location: Date:

Course Length (hours):

Stormwater Training Topic: (check as appropriate) Sediment and Erosion Controls Stabilization controls Inspections/Corrective Actions Emergency Procedures Pollution Prevention Measures

Specific Training Objective:

Attendee Roster: (attach additional pages as necessary)

Name of Attendee Company

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

Project Name: SWPPP‐Appendix I Contract Number: FMM_ND_SWPPP_Template

SWPPP_APPENDIX_I_SPILL_REPORTING_FMM_ND_TEMPLATE_FINAL_07‐16‐2013.docx


StormwaterConstructionSpillReporting

Stormwater Construction Spill ReportingMaterial/Chemical Quantity Handling Procedures Storage Requirements Spill Containment

Procedures Spill Clean‐Up Procedures




SECTION 01 45 02.00 10

QUALITY CONTROL SYSTEM (QCS)

04/2006

PART 1 GENERAL

1.1 GENERAL 1.1.1 Correspondence and Electronic Communications 1.1.2 Other Factors 1.2 QCS SOFTWARE 1.3 SYSTEM REQUIREMENTS 1.4 RELATED INFORMATION 1.4.1 QCS User Guide 1.4.2 Contractor Quality Control (CQC) Training 1.5 CONTRACT DATABASE 1.6 DATABASE MAINTENANCE 1.6.1 Administration 1.6.1.1 Contractor Information 1.6.1.2 Subcontractor Information 1.6.1.3 Correspondence 1.6.1.4 Equipment 1.6.1.5 Management Reporting 1.6.2 Finances 1.6.2.1 Pay Activity Data 1.6.2.2 Payment Requests 1.6.3 Quality Control (QC) 1.6.3.1 Daily Contractor Quality Control (CQC) Reports. 1.6.3.2 Deficiency Tracking. 1.6.3.3 Three-Phase Control Meetings 1.6.3.4 Accident/Safety Tracking. 1.6.3.5 Features of Work 1.6.3.6 QC Requirements 1.6.4 Submittal Management 1.6.5 Schedule 1.6.6 Import/Export of Data 1.7 IMPLEMENTATION 1.8 DATA SUBMISSION VIA CD-ROM 1.8.1 File Medium 1.8.2 CD-ROM Labels 1.8.3 File Names 1.9 MONTHLY COORDINATION MEETING 1.10 NOTIFICATION OF NONCOMPLIANCE




SECTION 01 45 02.00 10

QUALITY CONTROL SYSTEM (QCS)04/2006

PART 1 GENERAL

1.1 GENERAL

The Government will use the Resident Management System for Windows (RMS) to assist in its monitoring and administration of this contract. The Contractor shall use the Government-furnished Construction Contractor Module of RMS, referred to as QCS, to record, maintain, and submit various information throughout the contract period. The Contractor module, user manuals, updates, and training information can be downloaded from the RMS web site at rmssupport.com. This joint Government-Contractor use of RMS and QCS will facilitate electronic exchange of information and overall management of the contract. QCS provides the means for the Contractor to input, track, and electronically share information with the Government in the following areas:

AdministrationFinancesQuality ControlSubmittal MonitoringSchedulingImport/Export of Data

1.1.1 Correspondence and Electronic Communications

For ease and speed of communications, both Government and Contractor will, to the maximum extent feasible, exchange correspondence and other documents in electronic format. Correspondence, pay requests and other documents comprising the official contract record shall also be provided in paper format, with signatures and dates where necessary. Paper documents will govern, in the event of discrepancy with the electronic version.

1.1.2 Other Factors

Particular attention is directed to other clauses which have a direct relationship to the reporting to be accomplished through QCS:

52.236-15 SCHEDULES FOR CONSTRUCTION CONTRACTS, 52.232-5 PAYMENTS UNDER FIXED-PRICE CONSTRUCTION CONTRACTS, SECTION 01 32 01.00 13 PROJECT SCHEDULE, SECTION 01 33 00 SUBMITTAL PROCEDURES,SECTION 01 45 04.00 13 CONTRACTOR QUALITY CONTROL

There is no separate payment for establishing and maintaining the QCS database; all costs associated therewith shall be included in the contract pricing for the work.

1.2 QCS SOFTWARE

QCS is a Windows-based program that can be run on a stand-alone personal



computer or on a network. The Government will make available the QCS software to the Contractor after award of the construction contract. Prior to the Pre-Construction Conference, the Contractor shall be responsible to download, install and use the latest version of the QCS software from the Government's RMS Internet Website. The Contractor shall be required to use any program updates of QCS that occur during the contract period. These updates will be made available to the Contractor via the Government RMS Website as they become available.

1.3 SYSTEM REQUIREMENTS

The following listed hardware and software is the minimum system configuration that the Contractor shall have to run QCS:

Hardware

IBM-compatible PC with 1000 MHz Pentium or higher processor

256+ MB RAM for workstation / 512+ MB RAM for server

1 GB hard drive disk space for sole use by the QCS system

Compact Disk (CD) Reader 8x speed or higher

SVGA or higher resolution monitor (1024x768, 256 colors)

Mouse or other pointing device

Windows compatible printer. (Laser printer must have 4 MB+ of RAM)

Connection to the Internet, minimum 56k BPS

Software

MS Windows 2000 or higher

QAS-Word Processing software: MS Word 2000 or newer

Latest version of: Netscape Navigator, Microsoft Internet Explorer, or other browser that supports HTML 4.0 or higher

Electronic mail (E-mail) MAPI compatible

Virus protection software that is regularly upgraded with all issued manufacturer's updates

1.4 RELATED INFORMATION

1.4.1 QCS User Guide

After contract award, the Contractor shall download instructions for the installation and use of QCS from the Government RMS Internet Website; the Contractor can obtain the current address from the Government. In case of justifiable difficulties, the Government will provide the Contractor with a CD-ROM containing these instructions.

1.4.2 Contractor Quality Control (CQC) Training

The use of QCS will be discussed at the Contractor's CQC System Manager



training classes (Reference SECTION 01 45 04.00 13 CONTRACTOR QUALITY CONTROL, PARAGRAPH: QUALITY CONTROL ORGANIZATION).

1.5 CONTRACT DATABASE

Prior to the pre-construction conference, the Government shall provide the Contractor with basic contract award data to use for QCS. Data updates will be provided by the Government by imports and exports to and from the RMS and QCS. These updates will generally consist of submittal reviews, correspondence status, QA comments, and other administrative and QA data.

1.6 DATABASE MAINTENANCE

The Contractor shall establish, maintain, and update data for the contract in the QCS database throughout the duration of the contract. The Contractor shall establish and maintain the QCS database. Data updates to the Government shall be submitted by a QCS data export to the RMS ftp site. Examples include daily reports, schedule updates, and payment requests. If permitted by the Contracting Officer, a CD-ROM may be used instead of E-mail (see Paragraph DATA SUBMISSION VIA CD-ROM). The QCS database typically shall include current data on the following items:

1.6.1 Administration

1.6.1.1 Contractor Information

The database shall contain the Contractor's name, address, telephone numbers, and management staff and other required items. The Contractor shall deliver Contractor administrative data in electronic format prior to the preconstruction conference.

1.6.1.2 Subcontractor Information

The database shall contain the name, trade, address, phone numbers, and other required information for all subcontractors. A subcontractor must be listed separately for each trade to be performed. Each subcontractor and trade shall be assigned a unique Responsibility Code, provided in QCS. The Contractor shall deliver subcontractor administrative data in electronic format prior to the preconstruction conference.

1.6.1.3 Correspondence

All Contractor correspondence to the Government shall be identified with a serial number. Correspondence initiated by the Contractor's site office shall be prefixed with "S". Letters initiated by the Contractor's home (main) office shall be prefixed with "H". Letters shall be numbered starting from 0001. (e.g., H-0001 or S-0001). The Government's letters to the Contractor will be prefixed with "C".

1.6.1.4 Equipment

The Contractor's QCS database shall contain a current list of equipment planned for use or being used on the jobsite, including the most recent and planned equipment inspection dates.

1.6.1.5 Management Reporting

QCS includes a number of reports that Contractor management can use to track the status of the project. The value of these reports depends on the



quality of the data input. The reports are to be maintained in the various sections of QCS. Among these reports are: Progress Payment Request worksheet, QA/QC comments, Submittal Register Status, Three-Phase Inspection checklists.

1.6.2 Finances

1.6.2.1 Pay Activity Data

The QCS database shall include a list of pay activities that the Contractor shall develop in conjunction with the construction schedule. Pay activities shall be grouped by Contract Line Item Number (CLIN), and the sum of the activities shall equal the amount of each CLIN. The total of all CLINs equals the Contract Amount.

1.6.2.2 Payment Requests

All progress payment requests shall be prepared using QCS. The Contractor shall complete the payment request worksheet and include it with the payment request. The work completed under the contract, measured as percent or as specific quantities, shall be updated at least monthly. After the update, the Contractor shall generate a payment request report using QCS. The Contractor shall submit the payment requests with supporting data. A signed paper copy of the approved payment request is also required, which shall govern in the event of discrepancy with the electronic version.

1.6.3 Quality Control (QC)

QCS provides a means to track implementation of the 3-phase QC System, prepare daily reports, identify and track deficiencies, document progress of work, and support other contractor QC requirements. The Contractor shall maintain this data on a daily basis. Entered data will automatically output to the QCS generated daily report. The Contractor shall provide the Government a Contractor Quality Control (CQC) Plan within the time required in SECTION 01 45 04.00 13 CONTRACTOR QUALITY CONTROL. Within seven calendar days of Government acceptance, the Contractor shall update QCS with the information contained in the accepted CQC Plan: schedule, pay activities, features of work, submittal register, QC requirements, and equipment list.

1.6.3.1 Daily Contractor Quality Control (CQC) Reports.

QCS includes the means to produce the Daily CQC Report. The Contractor may use other formats to record basic QC data. However, the Daily CQC Report generated by QCS shall be the Contractor's official report. Data from any supplemental reports by the Contractor shall be summarized and consolidated onto the QCS-generated Daily CQC Report. Daily CQC Reports shall be submitted as required by SECTION 01 45 04.00 13 CONTRACTOR QUALITY CONTROL. Reports shall be submitted electronically to the Government by QCS export within 24 hours after the date covered by the report. The Contractor shall also provide the Government a signed, printed copy of the daily CQC report.

1.6.3.2 Deficiency Tracking.

The Contractor shall use QCS to track deficiencies. Deficiencies identified by the Contractor will be numerically tracked using QC punch list items. The Contractor shall maintain a current log of its QC punch



list items in the QCS database. The Government will log the deficiencies it has identified using its QA punch list items. The Government's QA punch list items will be included in its export file to the Contractor. The Contractor shall regularly update the correction status of both QC and QA punch list items.

1.6.3.3 Three-Phase Control Meetings

The Contractor shall maintain scheduled and actual dates and times of preparatory and initial control meetings in QCS.

1.6.3.4 Accident/Safety Tracking.

The Government will issue safety comments, directions, or guidance whenever safety deficiencies are observed. The Government's safety comments will be included in its export file to the Contractor. The Contractor shall regularly update the correction status of the safety comments. In addition, the Contractor shall utilize QCS to advise the Government of any accidents occurring on the jobsite. This brief supplemental entry is not to be considered as a substitute for completion of mandatory reports, e.g., ENG Form 3394 and OSHA Form 300.

1.6.3.5 Features of Work

The Contractor shall include a complete list of the features of work in the QCS database. A feature of work may be associated with multiple pay activities. However, each pay activity (see subparagraph "Pay Activity Data" of paragraph "Finances") will only be linked to a single feature of work.

1.6.3.6 QC Requirements

The Contractor shall develop and maintain a complete list of QC testing, transferred and installed property, and user training requirements in QCS. The Contractor shall update all data on these QC requirements as work progresses, and shall promptly provide this information to the Government via QCS.

1.6.4 Submittal Management

The Government will provide the initial submittal register, ENG Form 4288, SUBMITTAL REGISTER, in electronic format. Thereafter, the Contractor shall maintain a complete list of all submittals, including completion of all data columns. The listing of submittals is general and not all-inclusive. The Contractor shall review the contract documents and incorporate additional required submittals, complete the columns for contractor schedule dates and submit the updated register to the Contracting Officer for approval within 7 calendar days after Notice to Proceed. The approved submittal register will be used to manage submittals throughout the life of the contract. The submittal register and construction schedule shall be coordinated. Dates on which submittals are received and returned by the Government will be included in its export file to the Contractor. The Contractor shall use QCS to track and transmit all submittals. ENG Form 4025, submittal transmittal form, and the submittal register update, ENG Form 4288, shall be produced using QCS. RMS will be used to update, store and exchange submittal registers and transmittals, but will not be used for storage of actual submittals.



1.6.5 Schedule

The Contractor shall develop a construction schedule consisting of pay activities, in accordance with CONTRACT CLAUSE 52.236-15 SCHEDULES FOR CONSTRUCTION CONTRACTS, and SECTION 01 32 01.00 13 PROJECT SCHEDULE. This schedule shall be input and maintained in the RMS-QCS database either manually or by using the Standard Data Exchange Format (SDEF) (see SECTION 01 32 01.00 13 PROJECT SCHEDULE). The updated schedule data shall be included with each pay request submitted by the Contractor.

1.6.6 Import/Export of Data

QCS includes the ability to export Contractor data to the Government and to import submittal register and other Government-provided data, and schedule data using SDEF.

1.7 IMPLEMENTATION

Contractor use of QCS as described in the preceding paragraphs is mandatory. The Contractor shall ensure that sufficient resources are available to maintain its QCS database, and to provide the Government with regular database updates. QCS shall be an integral part of the Contractor's management of quality control.

1.8 DATA SUBMISSION VIA CD-ROM

The Government preferred method for Contractor's submission of updates, payment requests, correspondence and other data is by QCS export. For locations where this is not feasible, the Contracting Officer may permit the use of CD-ROM for data transfer. Data on the CD-ROM shall be exported using the QCS built-in export function. If used, CD-ROMs will be submitted in accordance with the following:

1.8.1 File Medium

The Contractor shall submit required data on CD-ROMs. They shall conform to industry standards used in the United States. All data shall be provided in English.

1.8.2 CD-ROM Labels

The Contractor shall affix a permanent exterior label to each CD-ROM submitted. The label shall indicate in English, the QCS file name, full contract number, contract name, project location, data date, name and telephone number of person responsible for the data.

1.8.3 File Names

The Government will provide the file names to be used by the Contractor with the QCS software.

1.9 MONTHLY COORDINATION MEETING

The Contractor shall update the QCS database each workday. At least monthly, the Contractor shall generate and submit an export file to the Government with schedule update and progress payment request. At least one week prior to submittal, the Contractor shall meet with the Government representative to review the planned progress payment data submission for errors and omissions. The Contractor shall make all required corrections



prior to Government acceptance of the export file and progress payment request. Payment requests accompanied by incomplete or incorrect data submittals will be returned. The Government will not process progress payments until an acceptable QCS export file is received.

1.10 NOTIFICATION OF NONCOMPLIANCE

The Contracting Officer will notify the Contractor of any detected noncompliance with the requirements of this specification. The Contractor shall take immediate corrective action after receipt of such notice. Such notice, when delivered to the Contractor at the work site, shall be deemed sufficient for the purpose of notification.






SECTION 01 45 04.00 13

CONTRACTOR QUALITY CONTROL (CQC)

10/2006

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 QUALITY CONTROL ORGANIZATION 1.3.1 Personnel Requirements 1.3.2 CQC System Manager 1.3.3 Additional Requirement 1.3.4 Organizational Changes 1.4 PAYMENT


PART 3 EXECUTION

3.1 GENERAL REQUIREMENTS 3.2 QUALITY CONTROL PLAN (QCP) 3.2.1 General 3.2.2 Content of the CQC Plan 3.2.3 Acceptance of Plan 3.2.4 Notification of Changes 3.3 COORDINATION MEETING 3.4 SUBMITTALS AND DELIVERABLES 3.5 CONTROL 3.5.1 Preparatory Phase 3.5.2 Initial Phase 3.5.3 Follow-up Phase 3.5.4 Additional Preparatory and Initial Phases 3.6 TESTS 3.6.1 Testing Procedure 3.6.2 Testing Laboratories 3.6.2.1 Capability Check 3.6.2.2 Capability Recheck 3.6.3 Onsite Laboratory 3.6.4 Furnishing or Transportation of Samples for Testing 3.7 COMPLETION INSPECTION 3.7.1 Punch-Out Inspection 3.7.2 Pre-Final Inspection 3.7.3 Final Acceptance Inspection 3.8 DOCUMENTATION 3.9 NOTIFICATION OF NONCOMPLIANCE




SECTION 01 45 04.00 13

CONTRACTOR QUALITY CONTROL (CQC)10/2006

PART 1 GENERAL

1.1 REFERENCES


ASTM INTERNATIONAL (ASTM)

ASTM D 3740 (2011) Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction

ASTM E 329 (2011b) Standard Specification for Agencies Engaged in the Testing and/or Inspection of Materials Used in Construction

1.2 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. The following shall be submitted in accordance with SECTION 01 33 00: SUBMITTAL PROCEDURES:


Quality Control Plan (QCP); G

Quality Management Manual; G

1.3 QUALITY CONTROL ORGANIZATION

1.3.1 Personnel Requirements

The requirements for the CQC organization are a CQC System Manager and alternate(s) and sufficient number of additional qualified personnel to ensure safety and contract compliance. The Safety and Health Manager shall receive direction and authority from the CQC System Manager and shall serve as a member of the CQC staff. The Contractor's CQC staff shall maintain a presence at the site at all times during progress of the work and have complete authority and responsibility to take any action necessary to ensure contract compliance. The CQC staff shall be subject to acceptance by the Contracting Officer. The Contractor shall provide adequate office space, filing systems and other resources as necessary to maintain an effective and fully functional CQC organization. Complete records of all letters, material submittals, shop drawing submittals, schedules and all



other project documentation shall be maintained at the site at all times, except as otherwise acceptable to the Contracting Officer.

1.3.2 CQC System Manager

The Contractor shall identify as CQC System Manager an individual within the onsite work organization who shall be responsible for overall management of CQC and have the authority to act in all CQC matters for the Contractor. The CQC System Manager shall be a graduate engineer, or a graduate of construction management, with a minimum of 5 years experience in related duties on construction similar to this contract. This CQC System Manager shall be on the site at all times during construction and shall be employed by the prime Contractor. The CQC Manager shall have no other duties unless approved by the Contracting Officer or allowed elsewhere in the specification. An alternate for the CQC System Manager shall be identified in the plan to serve in the event of the System Manager's absence. The requirements for the alternate shall be the same as for the designated CQC System Manager.

1.3.3 Additional Requirement

In addition to the above qualifications, the CQC System Manager shall have completed the course entitled "Construction Quality Management For Contractors". This course is periodically offered through the Government in the Minneapolis - St. Paul, Minnesota metropolitan area.

1.3.4 Organizational Changes

The Contractor shall maintain the CQC staff at full strength at all times. When it is necessary to make changes to the CQC staff, the Contractor shall revise the CQC Plan to reflect the changes and submit the changes to the Contracting Officer for acceptance.

1.4 PAYMENT

The Contractor shall be responsible for the work of this section, without any direct compensation being made other than the payment received for contract items.


PART 3 EXECUTION

3.1 GENERAL REQUIREMENTS

The Contractor is responsible for quality control and shall establish and maintain an effective quality control system in compliance with CONTRACT CLAUSE 52.246-12 INSPECTION OF CONSTRUCTION. The quality control system shall consist of plans, procedures, and organization necessary to produce an end product which complies with the contract requirements. The system shall cover all construction operations, both onsite and offsite, and shall be keyed to the proposed construction sequence. The site project superintendent will be held responsible for the quality of work on the job and is subject to removal by the Contracting Officer for non-compliance with the quality requirements specified in the contract. The site project superintendent in this context shall be the highest level manager responsible for the overall construction activities at the site, including



quality and production. The site project superintendent shall maintain a physical presence at the site at all times, except as otherwise acceptable to the Contracting Officer, and shall be responsible for all construction and construction related activities at the site.

3.2 QUALITY CONTROL PLAN (QCP)

3.2.1 General

The Contractor shall furnish for review by the Government, not later than 15 days after receipt of notice to proceed, the Contractor Quality Control (CQC) Plan proposed to implement the requirements of CONTRACT CLAUSE 52.246-12 INSPECTION OF CONSTRUCTION. The plan shall identify personnel, procedures, control, instructions, tests, records, and forms to be used. The Government will consider an interim plan for the first 30 days of operation. Construction will be permitted to begin only after acceptance of the CQC Plan or acceptance of an interim plan applicable to the particular feature of work to be started. Work outside of the features of work included in an accepted interim plan will not be permitted to begin until acceptance of a CQC Plan or another interim plan containing the additional features of work to be started.

3.2.2 Content of the CQC Plan

The CQC Plan shall include, as a minimum, the following to cover all construction operations, both onsite and offsite, including work by subcontractors, fabricators, suppliers, and purchasing agents:

a. A description of the quality control organization, including a chart showing lines of authority and acknowledgment that the CQC staff shall implement the three phase control system for all aspects of the work specified. The staff shall include a CQC System Manager who shall report to the project superintendent or someone higher in the Contractor's organization.

b. The name, qualifications (in resume format), duties, responsibilities, and authorities of each person assigned a CQC function.

c. A copy of the letter to the CQC System Manager signed by an authorized official of the firm which describes the responsibilities and delegates sufficient authorities to adequately perform the functions of the CQC System Manager, including authority to stop work which is not in compliance with the contract. The CQC System Manager shall issue letters of direction to all other various quality control representatives outlining duties, authorities, and responsibilities. Copies of these letters shall also be furnished to the Government.

d. Procedures for scheduling, reviewing, certifying, and managing submittals, including those of subcontractors, offsite fabricators, suppliers, and purchasing agents. These procedures shall be in accordance with SECTION 01 33 00 SUBMITTAL PROCEDURES and in accordance with SECTION 01 45 02.00 10 QUALITY CONTROL SYSTEM (QCS).

e. Control, verification, and acceptance testing procedures for each specific test to include the test name, specification paragraph requiring test, feature of work to be tested, test frequency, and



person responsible for each test. (Laboratory facilities will be approved by the Contracting Officer.)

f. Procedures for tracking preparatory, initial, and follow-up control phases and control, verification, and acceptance tests including documentation in the Resident Management System (RMS).

g. Procedures for tracking construction deficiencies from identification through acceptable corrective action in RMS.

h. Reporting procedures, including proposed reporting formats.

i. A list of the definable features of work. A definable feature of work is a task which is separate and distinct from other tasks, has separate control requirements, and may be identified by different trades or disciplines, or it may be work by the same trade in a different environment. Although each section of the specifications may generally be considered as a definable feature of work, there are frequently more than one definable features under a particular section. This list will be agreed upon during the coordination meeting.

3.2.3 Acceptance of Plan

Acceptance of the Contractor's plan is required prior to the start of construction. Acceptance is conditional and will be predicated on satisfactory performance during the construction. The Government reserves the right to require the Contractor to make changes in the CQC Plan and operations including removal of personnel, as necessary, to obtain the quality specified.

3.2.4 Notification of Changes

After acceptance of the CQC Plan, the Contractor shall notify the Contracting Officer in writing of any proposed change. Proposed changes are subject to acceptance by the Contracting Officer.

3.3 COORDINATION MEETING

After the Preconstruction Conference, before start of construction, and prior to acceptance by the Government of the CQC Plan, the Contractor shall meet with the Contracting Officer or Authorized Representative and discuss the Contractor's quality control system. The CQC Plan shall be submitted for review a minimum of 10 calendar days prior to the Coordination Meeting. During the meeting, a mutual understanding of the system details shall be developed, including the forms for recording the CQC operations, control activities, testing, administration of the system for both onsite and offsite work, and the interrelationship of Contractor's Management and control with the Government's Quality Assurance. Minutes of the meeting shall be prepared by the Government and signed by both the Contractor and the Contracting Officer. The minutes shall become a part of the contract file. There may be occasions when subsequent conferences will be called by either party to reconfirm mutual understandings and address deficiencies in the CQC system or procedures which may require corrective action by the Contractor.

3.4 SUBMITTALS AND DELIVERABLES

Submittals, if needed, shall be made as specified in SECTION 01 33 00



SUBMITTAL PROCEDURES. The CQC system manager shall be responsible for certifying that all submittals and deliverables are in compliance with the contract requirements.

3.5 CONTROL

Contractor Quality Control is the means by which the Contractor ensures that the construction, to include that of subcontractors and suppliers, complies with the requirements of the contract. At least three phases of control shall be conducted by the CQC System Manager for each definable feature of work as follows:

3.5.1 Preparatory Phase

This phase shall be performed prior to beginning work on each definable feature of work, after all required plans, documents, and materials are approved or accepted. Copies of the plans shall be available at the preparatory meeting. This phase shall include:

a. A review of each paragraph of applicable specifications, reference codes, and standards. A copy of those sections of referenced codes and standards applicable to that portion of the work to be accomplished in the field shall be made available by the Contractor at the preparatory inspection. These copies shall be maintained in the field and available for use by Government personnel until final acceptance of the work.

b. A review of the contract drawings.

c. A check to assure that all materials and equipment have been tested, submitted, and approved.

d. Review of provisions that have been made to provide required control inspection and testing.

e. Examination of the work area to assure that all required preliminary work has been completed and is in compliance with the contract.

f. A physical examination of required materials, equipment, and sample work to assure that they are on hand, conform to approved shop drawings or submitted data, and are properly stored.

g. A review of the appropriate activity hazard analyses to assure safety requirements are met.

h. Discussion of procedures for controlling quality of the work including repetitive deficiencies. Document construction tolerances and workmanship standards for that feature of work.

i. A check to ensure that the portion of the plan for the work to be performed has been accepted by the Contracting Officer.

j. Discussion of the initial control phase.

k. The Government shall be notified at least 48 hours in advance of beginning the preparatory control phase. This phase shall include a meeting conducted by the CQC System Manager and attended by the superintendent, other CQC personnel (as applicable), and the



foreman responsible for the definable feature. The results of the preparatory phase actions shall be documented by separate minutes prepared by the CQC System Manager and attached to the daily CQC report. The Contractor shall instruct applicable workers as to the acceptable level of workmanship required in order to meet contract specifications.

3.5.2 Initial Phase

This phase shall be accomplished at the beginning of a definable feature of work. The following shall be accomplished:

a. A check of work to ensure that it is in full compliance with contract requirements. Review minutes of the preparatory meeting.

b. Verify adequacy of controls to ensure full contract compliance. Verify required control inspection and testing.

c. Establish level of workmanship and verify that it meets minimum acceptable workmanship standards. Compare workmanship with required sample panels as appropriate.

d. Resolve all differences.

e. Check safety to include compliance with and upgrading of the safety plan and activity hazard analysis. Review the activity analysis with each worker.

f. The Government shall be notified at least 48 hours in advance of beginning the initial phase. Separate minutes of this phase shall be prepared by the CQC System Manager and attached to the daily CQC report. Exact location of initial phase shall be indicated for future reference and comparison with follow-up phases.

g. The initial phase should be repeated for each new crew to work onsite, or any time acceptable specified quality standards are not being met.

3.5.3 Follow-up Phase

Daily checks shall be performed to assure control activities, including control testing, are providing continued compliance with contract requirements, until completion of the particular feature of work. The checks shall be made a matter of record in the CQC documentation. Final follow-up checks shall be conducted and all deficiencies corrected prior to the start of additional features of work which may be affected by the deficient work. The Contractor shall not build upon nor conceal non-conforming work.

3.5.4 Additional Preparatory and Initial Phases

Additional preparatory and initial phases shall be conducted on the same definable features of work if the quality of on-going work is unacceptable; if there are changes in the applicable CQC staff, onsite production supervision or work crew; if work on a definable feature is resumed after a substantial period of inactivity; or if other problems develop.



3.6 TESTS

3.6.1 Testing Procedure

The Contractor shall perform specified or required tests to verify that control measures are adequate to provide a product which conforms to contract requirements. Upon request, the Contractor shall furnish to the Government duplicate samples of test specimens for possible testing by the Government. Testing includes operation and/or acceptance tests when specified. The Contractor shall procure the services of a Corps of Engineers approved testing laboratory or establish a testing laboratory at the project site meeting those requirements. The Contractor shall perform the following activities and record and provide the following data:

a. Verify that testing procedures comply with contract requirements.

b. Verify that facilities and testing equipment are available and comply with testing standards.

c. Check test instrument calibration data against certified standards.

d. Verify that recording forms and test identification control number system, including all of the test documentation requirements, have been prepared.

e. Results of all tests taken, both passing and failing tests, shall be recorded on the CQC report for the date taken. Specification paragraph reference, location where tests were taken, and the sequential control number identifying the test shall be given. If approved by the Contracting Officer, actual test reports may be submitted later with a reference to the test number and date taken. An information copy of tests performed by an offsite or commercial test facility shall be provided directly to the Contracting Officer. Failure to submit timely test reports as stated may result in nonpayment for related work performed and disapproval of the test facility for this contract.

3.6.2 Testing Laboratories

3.6.2.1 Capability Check

The Government reserves the right to check laboratory equipment in the proposed laboratory for compliance with the standards set forth in the contract specifications and to check the laboratory technician's testing procedures and techniques. Laboratories utilized for testing soils, concrete, asphalt, and steel shall meet criteria detailed in ASTM D 3740 and ASTM E 329. The Contractor shall submit a Quality Management Manual meeting the requirements of ASTM D 3740 and ASTM E 329 for each laboratory to be used, including onsite project laboratories.

3.6.2.2 Capability Recheck

If the selected laboratory fails the capability check, the Contractor will be assessed a charge of $1,000.00 to reimburse the Government for each succeeding recheck of the laboratory or the checking of a subsequently selected laboratory. Such costs will be deducted from the contract amount due the Contractor.



3.6.3 Onsite Laboratory

The Government reserves the right to utilize the Contractor's control testing laboratory and equipment to make assurance tests and to check the Contractor's testing procedures, techniques, and test results at no additional cost to the Government.

3.6.4 Furnishing or Transportation of Samples for Testing

Costs incidental to the transportation of samples or materials shall be borne by the Contractor. Samples of materials for test verification and acceptance testing by the Government shall be delivered to the Contracting Officer. Coordination for each specific test, exact delivery location, and dates will be made with the Contracting Officer.

3.7 COMPLETION INSPECTION

3.7.1 Punch-Out Inspection

Near the end of the work, or any increment of the work established by a time stated in CONTRACT CLAUSE 52.211-10 COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK, or by the specifications, the CQC Manager shall conduct an inspection of the work and update the deficiency list in RMS to include all items which do not conform to the approved drawings and specifications. The deficiency listing in RMS shall be edited to reflect the estimated date by which the deficiencies shall be corrected. The CQC System Manager shall make a second inspection to ascertain that all deficiencies have been corrected. Once this is accomplished, the Contractor shall notify the Government that the facility is ready for the Government Pre-Final inspection.

3.7.2 Pre-Final Inspection

The Government will perform the pre-final inspection to verify that the facility is complete and ready to be occupied. The Government will update the deficiency list in RMS. The Contractor's CQC System Manager shall ensure that all items on this list have been corrected before notifying the Government, so that a Final inspection with the customer can be scheduled. Any items noted on the Pre-Final inspection shall be corrected in a timely manner. These inspections and any deficiency corrections required by this paragraph shall be accomplished within the time slated for completion of the entire work or any particular increment of the work if the project is divided into increments by separate completion dates.

3.7.3 Final Acceptance Inspection

The Contractor's quality control inspection personnel, plus the superintendent or other primary management person, and the Contracting Officer's Representative shall be in attendance during the final acceptance inspection. Additional Government personnel may also be in attendance. The final acceptance inspection shall be formally scheduled by the Contractor based upon results of the Pre-Final inspection. Notice shall be given to the Contracting Officer at least 14 days prior to the final acceptance inspection, provided that the Contracting Officer receives the Contractor's assurance that all specific items previously identified to the Contractor as being unacceptable, along with all remaining work performed under the contract, will be complete and acceptable by the date scheduled for the final acceptance inspection. Failure of the Contractor to have all contract work acceptably complete for this inspection will be cause for the



Contracting Officer to bill the Contractor for the Government's additional inspection cost in accordance with the CONTRACT CLAUSE 52.246-12 INSPECTION OF CONSTRUCTION.

3.8 DOCUMENTATION

The Contractor shall maintain current records providing factual evidence that required quality control activities and/or tests have been performed. These records shall include the work of subcontractors and suppliers and shall be submitted through RMS. The Contractor may use other formats to record basic quality control (QC) data. However, the Daily CQC Report generated by QCS shall be the Contractor's official report. The reports shall include, as a minimum, the following information:

a. Contractor or subcontractor and its area of responsibility.

b. Operating plant and equipment with hours worked, idle, or down for repair.

c. Work performed each day, giving location, description, and by whom. When Network Analysis (NAS) is used, identify each phase of work performed each day by NAS activity number.

d. Test and control activities performed with results and references to specifications/drawings requirements. The control phase shall be identified (Preparatory, Initial, Follow-up). List of deficiencies noted, along with corrective action.

e. Quantity of materials received at the site with statement as to acceptability, storage, and reference to specifications/drawings requirements.

f. Submittals and deliverables reviewed, with contract reference, by whom, and action taken.

g. Offsite surveillance activities, including actions taken.

h. Job safety evaluations stating what was checked, results, and instructions or corrective actions.

i. Instructions given/received and conflicts in plans and/or specifications.

j. Contractor's verification statement.

These records shall indicate a description of trades working on the project, the number of personnel working, weather conditions encountered, and any delays encountered. These records shall cover both conforming and deficient features and shall include a statement that equipment and materials incorporated in the work and workmanship comply with the contract. Reports shall be submitted electronically to the Government by the QCS export within 24 hours after the date covered by the report. The Contractor shall also provide the Government a signed, printed copy of the daily CQC report. Reports need not be submitted for days on which no work is performed. As a minimum, one report shall be prepared and submitted for every 7 days of no work and on the last day of a no work period. All calendar days shall be accounted for throughout the life of the contract. The first report following a day of no work shall be for that day only. Reports shall be signed and dated by the CQC System Manager. The signed,



printed copy of the daily CQC Report shall include copies of test reports and copies of reports prepared by all subordinate quality control personnel.

3.9 NOTIFICATION OF NONCOMPLIANCE

The Contracting Officer will notify the Contractor of any detected noncompliance with the foregoing requirements. The Contractor shall take immediate corrective action after receipt of such notice. Such notice, when delivered to the Contractor at the work site, shall be deemed sufficient for the purpose of notification. If the Contractor fails or refuses to comply promptly, the Contracting Officer may issue an order stopping all or part of the work until satisfactory corrective action has been taken. No part of the time lost due to such stop orders shall be made the subject of claim for extension of time or for excess costs or damages by the Contractor.






SECTION 01 50 02.00 13

TEMPORARY CONSTRUCTION FACILITIES

01/02

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 GROUNDS AND ROADWAYS 1.3.1 Availability of Grounds 1.3.2 Drainage Facilities 1.4 AVAILABILITY AND USE OF UTILITY SERVICES 1.4.1 Temporary Electrical Facilities 1.4.2 Sanitation 1.4.3 Telephone 1.5 PROTECTION AND MAINTENANCE OF TRAFFIC 1.5.1 Off-Site Haul Routes 1.5.2 On-Site Haul Roads 1.5.3 Barricades 1.6 CONTRACTOR'S TEMPORARY FACILITIES 1.6.1 Administrative Field Offices 1.6.2 Formaldehyde Emission Requirements 1.6.3 Staging Area 1.7 PLANT COMMUNICATION 1.8 TEMPORARY PROJECT SAFETY FENCING

PART 2 PRODUCTS

2.1 BULLETIN BOARD, PROJECT SIGN, AND PROJECT SAFETY SIGN 2.1.1 Bulletin Board 2.1.2 Project and Safety Signs 2.2 GOVERNMENT FIELD OFFICE 2.2.1 Formaldehyde Emission Requirements 2.2.2 Location 2.2.3 Construction 2.2.4 Utilities. 2.2.5 Furnishings 2.2.6 Furniture 2.2.7 Office Equipment 2.2.8 Maintenance.

PART 3 EXECUTION

3.1 MAINTENANCE OF GROUNDS 3.1.1 Weed Free Work Limits 3.2 CLEANUP 3.3 RESTORATION




SECTION 01 50 02.00 13

TEMPORARY CONSTRUCTION FACILITIES01/02

PART 1 GENERAL

1.1 REFERENCES




1.2 SUBMITTALS


SD-02 Shop Drawings

Site Plan;

The Contractor shall prepare a site plan indicating the proposed location and dimensions of any area to be fenced and used by the Contractor, the number of trailers to be used, avenues of ingress/egress to the fenced area and details of the fence installation. Any areas which may have to be graveled to prevent the tracking of mud shall also be identified. The Contractor shall also indicate if the use of a supplemental or other staging area is desired.

Government Field Office;

The Contractor shall submit a preliminary plan and description of the mobile office facilities which it proposes to furnish prior to proceeding with procurement thereof.

SD-06 Test Reports

Formaldehyde Emission Test Results

The Contractor shall submit formaldehyde emission test results for any administrative or Government field offices as specified in this section.



1.3 GROUNDS AND ROADWAYS

1.3.1 Availability of Grounds

The boundary limits of the grounds made available for the Contractor's use during the life of the contract are shown on the drawings. Any additional rights-of-entry or grounds desired by the Contractor shall be obtained by the Contractor at its own expense, and copies of agreements for the use of such rights-of-entry shall be furnished to the Contracting Officer before entering thereon. Such agreements shall clearly relieve the Government of any responsibility for damages resulting from the use of the grounds.

1.3.2 Drainage Facilities

Insofar as natural drainage from the protected areas is obstructed by contract operations, it shall be the Contractor's responsibility to make adequate provision for accommodating such drainage in a satisfactory manner during the life of this contract, either by temporary means or by use of the permanent construction and operation of the permanent facilities.

1.4 AVAILABILITY AND USE OF UTILITY SERVICES

1.4.1 Temporary Electrical Facilities

The Contractor shall be responsible for coordination and costs for electrical power required for the Contractor's operations, including all costs for utility company hookup, installation/dismantling of transformers and distribution lines. In general, the Contractor shall establish its own service connection with the utility company.

1.4.2 Sanitation

The Contractor shall provide and maintain within the construction area field-type sanitary facilities in accordance with EM 385-1-1. These facilities shall include but not be limited to toilet, washing, and drinking water facilities.

1.4.3 Telephone

The Contractor shall make arrangements and pay all costs for their telephone facilities desired. Government personnel will not take or deliver messages for the Contractor.

1.5 PROTECTION AND MAINTENANCE OF TRAFFIC

During construction the Contractor shall provide access and temporary relocated roads as necessary to maintain traffic. The Contractor shall maintain and protect traffic on all affected roads during the construction period except as otherwise specifically directed by the Contracting Officer. Measures for the protection and diversion of traffic, including the provision of watchmen and flagmen, erection of barricades, placing of lights around and in front of equipment and the work, and the erection and maintenance of adequate warning, danger, and direction signs, shall be as required by the State and local authorities having jurisdiction. The traveling public shall be protected from damage to person and property. The Contractor's traffic on roads selected for hauling material to and from the site shall interfere as little as possible with public traffic. The Contractor shall investigate the adequacy of existing roads and the allowable load limit on these roads. Dust control shall be provided as



stated in SECTION 01 57 20.00 13 ENVIRONMENTAL PROTECTION.

1.5.1 Off-Site Haul Routes

The Contractor shall be responsible for securing all permits required along haul routes. The Contractor shall be the sole permittee and shall be responsible for meeting all obligations of the permits. A copy of each permit shall be submitted to the Contracting Officer. The Contractor, as between the Government and the Contractor, has sole responsibility for damage or deterioration of the Contractor's haul routes.

1.5.2 On-Site Haul Roads

The Contractor shall, at its own expense, construct access and haul roads necessary for proper prosecution of the work under this contract. Haul roads shall be constructed with suitable grades and widths; sharp curves, blind corners, and dangerous cross traffic shall be avoided. The Contractor shall provide necessary lighting, signs, barricades, and distinctive markings for the safe movement of traffic. The method of dust control chosen by the Contractor shall be adequate to ensure safe operation at all times. Location, grade, width, and alignment of construction and hauling roads shall be subject to approval by the Contracting Officer. Lighting shall be adequate to assure full and clear visibility for full width of haul road and work areas during any night work operations. Upon completion of the work, haul roads designated by the Contracting Officer shall be removed and the area restored to its pre-construction condition.

1.5.3 Barricades

The Contractor shall erect and maintain temporary barricades to limit public access to hazardous areas. Such barricades shall be required whenever safe public access is prevented by construction activities or as otherwise necessary to ensure the safety of both pedestrian and vehicular traffic. Barricades shall be securely placed, clearly visible with adequate illumination to provide sufficient visual warning of the hazard during both day and night.

1.6 CONTRACTOR'S TEMPORARY FACILITIES

1.6.1 Administrative Field Offices

The Contractor shall provide and maintain administrative field office facilities within the construction area work limits.

1.6.2 Formaldehyde Emission Requirements

Any administrative field offices the Contractor proposes to use shall be tested for formaldehyde emission by a state certified laboratory prior to being brought on site. The formaldehyde emission level shall not exceed 0.016 ppm. If this level is exceeded for any administrative field office, the Contractor shall take appropriate action to reduce the formaldehyde emission concentration to an acceptable level or shall provide another administrative field office that meets the requirements. No Luan, MDF, vinyl gypsum, or products that contain urea-formaldehyde will be allowed.

1.6.3 Staging Area

The boundary limits of the grounds made available for the Contractor's use during the life of the contract are shown on the drawings as "Work Limits",



"Construction Limits", and/or staging area(s). Trailers, materials, or equipment shall not be placed or stored outside the work limits.

1.7 PLANT COMMUNICATION

Whenever the Contractor has the individual elements of its plant so located that operation by normal voice between these elements is not satisfactory, the Contractor shall install a satisfactory means of communication, such as telephone or other suitable devices. The devices shall be made available for use by Government personnel.

1.8 TEMPORARY PROJECT SAFETY FENCING

As soon as practicable, but not later than 15 days after the date established for commencement of work, the Contractor shall furnish and erect temporary project safety fencing at the work site to limit public access to hazardous areas. The safety fencing shall be a high visibility orange colored, high density polyethylene grid or approved equal, a minimum of 42 inches high, supported and tightly secured to steel posts located on maximum 10 foot centers, generally located to encompass the active construction areas. The safety fencing shall be maintained by the Contractor during the life of the contract and, upon completion and acceptance of the work, shall become the property of the Contractor and shall be removed from the work site.

PART 2 PRODUCTS

2.1 BULLETIN BOARD, PROJECT SIGN, AND PROJECT SAFETY SIGN

2.1.1 Bulletin Board

Immediately upon beginning of work, the Contractor shall provide a weatherproof glass-covered bulletin board not less than 36 by 48 inches in size for displaying the Equal Employment Opportunity poster, a copy of the wage decision contained in the contract, Wage Rate Information poster, and other information approved by the Contracting Officer. The bulletin board shall be located at the project site in a conspicuous place easily accessible to all employees, as approved by the Contracting Officer. Legible copies of the aforementioned data shall be displayed until work is completed. Upon completion of work the bulletin board shall be removed by and remain the property of the Contractor.

2.1.2 Project and Safety Signs

The Contractor shall furnish and erect a Project sign and a Safety sign in a location selected by the Contracting Officer at the project site within 15 days after receipt of the notice to proceed. The requirements for the signs and their content shall be as shown on the drawings at the end of this section. The data required by the safety sign shall be corrected daily. Signs shall be maintained throughout the construction period, and upon completion of the project, the signs shall be removed from the site. The PROJECT DESCRIPTION and PROJECT NAME shall be as follows:

PROJECT DESCRIPTION: FARGO-MOORHEAD METROPOLITAN AREA FLOOD RISK MANAGMENT PROJECT

PROJECT NAME: FARGO-MOORHEAD DIVERSION REACH 1



2.2 GOVERNMENT FIELD OFFICE

The Contractor shall provide and maintain for the life of the contract an approved mobile office (mobile home style) meeting the following requirements as to space and facilities for the exclusive use of the government. The unit shall be ready for occupancy within 30 calendar days after notice to proceed. The unit shall provide a minimum of 400 square feet of floor area and shall include two private offices, each having approximately 100 square feet of floor area and a storage closet. The unit shall have two entrance doors. The remaining space shall be utilized as one large office, a toilet room, a chest of drawers and a storage area for coats, etc. The unit shall be provided with a toilet room consisting of a stool and lavatory and an electric heater. The unit interior headroom shall be no less than a nominal 8'-0".

2.2.1 Formaldehyde Emission Requirements

The Government field office the Contractor proposes to use shall be tested for formaldehyde by a state certified laboratory prior to being brought on site. The formaldehyde emission level shall not exceed 0.016 ppm. If this level is exceeded the Contractor shall take appropriate action to reduce the formaldehyde emission concentration to an acceptable level or shall provide another Government field office that meets the requirements. No Luan, MDF, vinyl gypsum, or products that contain urea-formaldehyde will be allowed.

2.2.2 Location

The Contractor shall locate the portable mobile home type field office at or near the Contractor's field office site at a location approved by the Contracting Officer. Four parking spaces shall be reserved for Government vehicles at the Government trailer.

2.2.3 Construction.

The Government field office shall be similar in quality and age as the Contractor's field office, if provided. Exterior and interior finishes shall be free from color fade, chipping, or peeling. The unit shall be set level on blocking, be provided with plywood skirting, and be anchored to the ground for protection against wind damage. Exterior doors shall be provided with screens and outside hasps for use with padlocks. The unit shall be electrically wired for fluorescent ceiling lighting fixtures and weather proof porch lights at each entrance door, along with switches, duplex convenience outlets, and a master switch and fuse box as required. The entire unit shall be adequately insulated with fiberglass insulation and vapor barrier. Dead air crawl space shall be properly ventilated. Heating and air conditioning facilities shall be provided to maintain an ambient inside temperature of 68 degrees F. The unit shall be weather proof, and furnished with a forced air type heating plant, either gas or oil with hot and cold air ducts adequate to supply even heat throughout the unit. Air conditioning shall be furnished with capacity as recommended by the manufacturer for the trailer size. A central air conditioning system shall be provided.

2.2.4 Utilities.

The Contractor shall be responsible for service fees in connection with electrical power and heating (natural gas or oil service). The Contractor



shall also be responsible for service fees in connection with the water supply, sanitary waste system, and telephone as indicated below. When available, city water and sewer system connections are preferred.

a. Sanitary Facilities. In the absence of a city sewer connection, holding tanks shall be provided. The lavatory shall discharge into an outside underground holding tank with a capacity of not less than 400 gallons and a vented drain. The Contractor shall provide year-round pumping of the holding tank as required. Subject to approval, a serviced chemical toilet may be used.

b. Potable Water. In the absence of a city water connection, a potable water storage tank of not less than 300 gallons capacity shall be furnished with adequate supply filling connections and screened vent, and shall be stainless steel or plastic with a drain cock of not less than ½ inch size. Upon completion of the job, the Contractor shall remove the underground holding tank and backfill the excavation. The Contractor shall provide potable water for the storage tank if service connections are not provided.

c. Telephone. The Contractor shall be responsible for installation of telephone service, or wireless service with internet capability, at the Government field office. The telephone hook-up should be placed on a separate account from the Contractor's phone so that it can be transferred to the Government after installation. The Government will be responsible for the telephone service to the Government field office after installation.

2.2.5 Furnishings.

The following furnishings shall be provided for the Government office:

a. A hot and cold drinking water dispenser.

b. Bulletin board, minimum size 6 square feet.

c. A cabinet shall be supplied along a side wall with minimum nominal dimensions 2 feet wide, 3 feet high and 6 feet long. The cabinet shall include a finished wood or laminate counter. Two shelves, one above and one below the cabinet, shall be provided for storage.

d. Sign. The Contractor shall securely attach to the unit exterior and adjacent to the main entrance door, as approved, a 24 inch by 36 inch sign with the Corps of Engineers castle insignia with wording as specified.

e. Stoop. A stoop with 8 inch risers and handrails shall be provided at each entrance door.

f. Windows. All windows shall be provided with sash and security screens along with shades, blinds or similar features that allow for the complete coverage of the windows on the inside.

g. Lavatory. A 5 by 24 inch metal shelf and 15 by 20 inch wood or metal framed plate glass mirror shall be provided above the lavatory.

2.2.6 Furniture

Office furniture shall be coordinated with respect to style, color, and



upholstery. The following furniture shall be provided:

a. Two desks either wood or steel, double pedestal type, top approximately 60 inches by 34 inches, with lock.

b. Two swivel armchairs with tilting seat and adjustable spring back.

c. Two filing cabinets, four-drawer legal size, with lock.

d. One drafting table stool, non-tilting, rotary type with back and circular footrest.

e. One drafting table, metal and/or wood, 36 inches by 48 inches.

f. One conference table, 3/4 inch thick by 72 inches long by 36 inches wide with solid core construction top.

g. Eight chairs for conference table, either wood or steel construction, with cushioned seat and backrest.

h. One rack for hanging full size drawings.

2.2.7 Office Equipment

The following equipment shall be provided:

a. One desk top copying machine with an indirect dual component dry tone process. Paper copy sizes shall be a maximum of 11 inches by 17 inches and a minimum of 4.25 inches by 5.5 inches. The machine shall have a halogen lamp light source and an automatic sheet feed (single cassette). Initially supply four reams of 8½" x 11” (500 sheets per ream) of white copying paper and furnish a complete maintenance service contract/agreement for the machine.

2.2.8 Maintenance.

The Contractor shall maintain the field office for the life of the contract. The Contractor shall be responsible for maintaining and paying for all costs associated with the following services:

a. Supplies. Toilet paper, paper toweling, paper and supplies for the copy machine shall be provided. Supply water for the drinking water dispenser. Supply water for the lavatory if a service connection is not provided for potable water.

b. Maintenance of Office Equipment. Include a maintenance service contract/agreement for operation of the Copy machine.

c. Janitorial Service. The Contractor shall provide daily janitorial service and provide all janitorial and sanitary supplies as well as trash removal service.

d. Snow Removal. Maintenance of site access including snow removal service is the responsibility of the Contractor.



PART 3 EXECUTION

3.1 MAINTENANCE OF GROUNDS

Borrow areas, stockpiles, and other grounds stripped of natural vegetation or disturbed by the Contractor's operations shall be kept free of noxious weeds, debris, and unnecessary materials and supplies. Control of vegetation shall comply with SECTION 32 92 19.01 13 SEEDING or with local ordinances.

3.1.1 Weed Free Work Limits

The Contractor shall be responsible to keep all areas within the work limits free of noxious weeds during the contract period. Control shall be by herbicide treatment, mowing, tillage or temporary cover crop. Areas shall not be allowed to go fallow for more than four weeks.

3.2 CLEANUP

Construction debris, waste materials, packaging material and the like shall be removed from the work site. Any dirt or mud which is tracked onto paved or surfaced roadways shall be cleaned away. Materials resulting from demolition activities which are salvageable shall be stored within the fenced area described above. Stored material not in trailers, whether new or salvaged, shall be neatly stacked when stored.

3.3 RESTORATION

Upon completion of the project and after removal of trailers, materials, and equipment from within the fenced area, the fence shall be removed and will become the property of the Contractor. Areas used by the Contractor for the storage of equipment or material, or other use, shall be restored to the original or better condition. Gravel used to traverse grassed areas shall be removed and the area restored to its original condition, including topsoil and seeding as necessary.



01 50 02.00 13 – 10

PROJECT SIGN

The graphic format tor this 4' x 6' sign panel follows the legend guidelines and layout as specified below. The large 4' x 4' section of the panel on the right is to be white with black legend. A 2' x 4' decal provided by the Corps shall be placed on the left side of the sign panel. Project Description: One to three line project title describes the work being done under this contract. Color: Black; Typeface: 3" Helvetica Bold; Maximum line length: 42". Project Name: One to three line identification of project or facility. Color: Black; Typeface: 1.5" Helvetica Bold; Maximum line length: 42". Cross-align the first line of PROJECT NAME with the first line of the Corps Signature as shown. Contractor: One to five line identification of prime contractors including: type (architect, general contractor, etc.), corporate or firm name, city, state. Color: Black; Typeface: 1.25" Helvetica Bold; Maximum line length: 21". All typography is flush left and ragged right, upper and lower case with initial capitals only as shown. Letter and word spacing to follow Corps Standards (EP 310-1-6a and 6b), [ http://corpslakes.usace.army.mil/employees/sign/manual.html ].

01 50 02.00 13 – 11

SAFETY SIGN

All typography is flush left and rag right, upper and lower case with initial capitals only as shown. Letter and word spacing to follow Corps Standards (EP 310-1-6a and 6b), [ http://corpslakes.usace.army.mil/employees/sign/manual.html ]. Legend Group 1: Standard two-line title "Safety is a Job Requirement" with (8" od.) Safety Green First Aid logo. Typeface: 3" Helvetica Bold; Color: Black. Legend Group 2: One- to two-line project title legend describes the work being done under this contract and name of host project. Color: Black; Typeface: 1.5" Helvetica Regular; Maximum line length: 42". Legend Group 3: One- to two-line identification: name of prime contractor and city, state address. Color: Black; Typeface: 1.5" Helvetica Regular; Maximum line length: 42". Legend Group 4: Standard safety record captions as shown. Color: Black; Typeface: 1.25" Helvetica Regular. Replaceable numbers are to be mounted on white 0.060 aluminum plates and screw-mounted to background. Color: Black; Typeface: 3" Helvetica Regular; Plate size: 2.5" x 4.5".

01 50 02.00 13 – 12

SIGN ERECTION DETAILS




SECTION 01 57 20.00 13

ENVIRONMENTAL PROTECTION

6/2013

PART 1 GENERAL

1.1 REFERENCES 1.2 DEFINITIONS 1.2.1 Environmental Pollution and Damage 1.2.2 Environmental Protection 1.2.3 Contractor Generated Hazardous Waste 1.2.4 Land Application for Discharge Water 1.2.5 Pesticide 1.2.6 Pests 1.2.7 Surface Discharge 1.2.8 Waters of the United States 1.2.9 Wetlands 1.3 GENERAL REQUIREMENTS 1.4 SUBCONTRACTORS 1.5 PAYMENT 1.6 SUBMITTALS 1.7 ENVIRONMENTAL PROTECTION PLAN 1.7.1 Compliance 1.7.2 Contents 1.8 PROTECTION FEATURES 1.9 ENVIRONMENTAL ASSESSMENT OF CONTRACT DEVIATIONS 1.10 NOTIFICATION


PART 3 EXECUTION

3.1 PERMITS 3.2 LAND RESOURCES 3.2.1 Work Area Limits 3.2.2 Landscape 3.2.3 Erosion and Sediment Controls 3.2.4 Contractor Facilities and Work Areas 3.3 WATER RESOURCES 3.3.1 Cofferdams, Diversions, and Dewatering Operations 3.3.2 Stream Crossings 3.3.3 Wetlands 3.4 AIR RESOURCES 3.4.1 Particulates 3.4.2 Odors 3.4.3 Sound Intrusions 3.5 CHEMICAL MATERIALS MANAGEMENT AND WASTE DISPOSAL 3.5.1 Solid Wastes 3.5.2 Chemicals and Chemical Wastes



3.5.3 Contractor Generated Hazardous Wastes/Excess Hazardous Materials 3.5.4 Fuel and Lubricants 3.5.5 Waste Water 3.6 RECYCLING AND WASTE MINIMIZATION 3.7 HISTORICAL, ARCHAEOLOGICAL, AND CULTURAL RESOURCES 3.8 BIOLOGICAL RESOURCES 3.9 PESTICIDES 3.9.1 Pesticide Delivery and Storage 3.9.2 Qualifications 3.9.3 Pesticide Handling Requirements 3.9.4 Application 3.10 PREVIOUSLY USED EQUIPMENT 3.11 MAINTENANCE OF POLLUTION FACILITIES 3.12 TRAINING OF CONTRACTOR PERSONNEL 3.13 POST CONSTRUCTION CLEANUP




SECTION 01 57 20.00 13

ENVIRONMENTAL PROTECTION6/2013

PART 1 GENERAL

1.1 REFERENCES



33 CFR 328 Definitions of Waters of the United States

40 CFR 68 Chemical Accident Prevention Provisions

40 CFR 261 Identification and Listing of Hazardous Waste

40 CFR 262 Standards Applicable to Generators of Hazardous Waste

40 CFR 279 Standards for the Management of Used Oil

40 CFR 302 Designation, Reportable Quantities, and Notification

40 CFR 355 Emergency Planning and Notification

49 CFR 171 - 178 Hazardous Materials Regulations

ENGINEERING MANUALS (EM)


US ARMY CORPS OF ENGINEERS TECHNICAL REPORT

WETLAND MANUAL Corps of Engineers Wetlands Delineation Manual Technical Report Y-87-1

1.2 DEFINITIONS

1.2.1 Environmental Pollution and Damage

Environmental pollution and damage is the presence of chemical, physical, or biological elements or agents which adversely affect human health or welfare; unfavorably alter ecological balances of importance to human life; affect other species of importance to humankind; or degrade the environment aesthetically, culturally and/or historically.



1.2.2 Environmental Protection

Environmental protection is the prevention/control of pollution and habitat disruption that may occur to the environment during construction. The control of environmental pollution and damage requires consideration of land, water, and air; biological and cultural resources; and includes management of visual aesthetics; noise; solid, chemical, gaseous, and liquid waste; radiant energy and radioactive material as well as other pollutants.

1.2.3 Contractor Generated Hazardous Waste

Contractor generated hazardous waste means materials that, if abandoned or disposed, may meet the definition of a hazardous waste. These waste streams would typically consist of material brought on site by the Contractor to execute work, but are not fully consumed during the course of construction. Examples include, but are not limited to, excess paint thinners (e.g. methyl ethyl ketone, toluene etc.), waste thinners,excess paints, excess solvents, waste solvents, excess pesticides, and contaminated pesticide equipment rinse water.

1.2.4 Land Application for Discharge Water

The term "Land Application" for discharge water means that the Contractor shall discharge water at a rate which allows the water to percolate into the soil. No sheeting action, soil erosion, discharge into storm sewers, discharge into defined drainage areas, or discharge into the "waters of the United States" shall occur. Land Application shall be in compliance with all applicable Federal, State, and local laws and regulations.

1.2.5 Pesticide

Pesticide is defined as any substance or mixture of substances intended for preventing, destroying, repelling, or mitigating any pest, or intended for use as a plant regulator, defoliant or desiccant.

1.2.6 Pests

The term "pests" means arthropods, birds, rodents, nematodes, fungi, bacteria, viruses, algae, snails, marine borers, snakes, weeds and other organisms (except for human or animal disease-causing organisms) that adversely affect readiness, military operations, or the well-being of personnel and animals; attack or damage real property, supplies, equipment, or vegetation; or are otherwise undesirable.

1.2.7 Surface Discharge

The term "Surface Discharge" means that the water is discharged with possible sheeting action and subsequent soil erosion may occur. Waters that are surface discharged may terminate in drainage ditches, storm sewers,creeks, and/or "waters of the United States" and would require a permit from the governing agency to discharge water.

1.2.8 Waters of the United States

All waters which are under the jurisdiction of the Clean Water Act, as defined in 33 CFR 328.



1.2.9 Wetlands

Wetlands means those areas that are inundated or saturated by surface or ground water at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions. Wetlands generally include swamps, marshes, and bogs. Official determination of whether or not an area is classified as a wetland must be done in accordance with the WETLAND MANUAL.


The Contractor shall minimize environmental pollution and damage that may occur as the result of construction operations. The environmental resources within the project boundaries and those affected outside the limits of permanent work shall be protected during the entire duration of this contract. The Contractor shall be responsible for any delays resulting from failure to comply with environmental laws and regulations.

1.4 SUBCONTRACTORS

The Contractor shall ensure compliance with this section by subcontractors.

1.5 PAYMENT

No separate payment will be made for work covered under this section. The Contractor shall be responsible for payment of fees associated with environmental permits, application, and/or notices obtained by the Contractor. All costs associated with this section shall be included in the contract price. The Contractor shall be responsible for payment of all fines/fees for violation or non-compliance with Federal, State, regional and local laws and regulations.

1.6 SUBMITTALS



Environmental Protection Plan; G, ENV

The environmental protection plan.

1.7 ENVIRONMENTAL PROTECTION PLAN

Prior to commencing construction activities or delivery of materials to the site, the Contractor shall submit an Environmental Protection Plan for review and approval by the Contracting Officer. The purpose of the Environmental Protection Plan is to present a comprehensive overview of known or potential environmental issues which the Contractor must address during construction. Issues of concern shall be defined within the Environmental Protection Plan as outlined in this section. The Contractor shall address each topic at a level of detail commensurate with the environmental issue and required construction task(s). Topics or issues which are not identified in this section, but which the Contractor



considers necessary, shall be identified and discussed after those items formally identified in this section. Before the start of construction, the Contractor shall meet with the Contracting Officer for the purpose of discussing the implementation of the initial Environmental Protection Plan, possible subsequent additions and revisions to the plan including any reporting requirements, and methods for administration of the Contractor's Environmental Plans. The Environmental Protection Plan shall be current and maintained onsite by the Contractor.

1.7.1 Compliance

No requirement in this Section shall be construed as relieving the Contractor of any applicable Federal, State, and local environmental protection laws and regulations. During construction, the Contractor shall be responsible for identifying, implementing, and submitting for approval any additional requirements to be included in the Environmental Protection Plan.

1.7.2 Contents

The environmental protection plan shall include, but shall not be limited to, the following:

a. Name(s) of person(s) within the Contractor's organization who is(are) responsible for ensuring adherence to the Environmental Protection Plan.

b. Name(s) and qualifications of person(s) responsible for manifesting hazardous waste to be removed from the site, if applicable.

c. Name(s) and qualifications of person(s) responsible for training the Contractor's environmental protection personnel.

d. Description of the Contractor's environmental protection personnel training program.

e. In the event, that this project does not need to meet the requirements of a STATE POLLUTANT DISCHARGE ELIMINATION SYSTEM, the Contractor shall as part of the ENVIRONMENTAL PROTECTION PLAN, prepare an erosion and sediment control plan which identifies the type and location of the erosion and sediment controls to be provided during construction.

f. Drawings showing locations of proposed temporary excavations or embankments for haul roads, stream crossings, material storage areas, structures, sanitary facilities, and stockpiles of excess or spoil materials including methods to control runoff and to contain materials on the site.

g. Traffic control plans including measures to reduce erosion of temporary roadbeds by construction traffic, especially during wet weather. Plan shall include measures to minimize the amount of mud transported onto paved public roads by vehicles or runoff.

h. Work area plan showing the proposed activity in each portion of the area and identifying the areas of limited use or nonuse. Plan should include measures for marking the limits of use areas including methods for protection of features to be preserved within authorized work areas.



i. Drawing showing the location of borrow and disposal areas.

j. The Spill Control plan shall include the procedures, instructions, and reports to be used in the event of an unforeseen spill of a substance regulated by 40 CFR 68, 40 CFR 302, 40 CFR 355, and/or regulated under State or local laws and regulations. The Spill Control Plan supplements the requirements of EM 385-1-1. This plan shall include as a minimum:

1. The name of the individual who will report any spills or hazardous substance releases and who will follow up with complete documentation. This individual shall immediately notify the Contracting Officer, and the local Fire Department for flammable materials, in addition to the legally required Federal, State, and local reporting channels (including the National Response Center 1-800-424-8802) if a reportable quantity is released to the environment. The plan shall contain a list of the required reporting channels and telephone numbers.

2. The name and qualifications of the individual who will be responsible for implementing and supervising the containment and cleanup.

3. Training requirements for Contractor's personnel and methods of accomplishing the training.

4. A list of materials and equipment to be immediately available at the job site, tailored to cleanup work of the potential hazard(s) identified.

5. The names and locations of suppliers of containment materials and locations of additional fuel oil recovery, cleanup, restoration, and material-placement equipment available in case of an unforeseen spill emergency.

6. The methods and procedures to be used for expeditious contaminant cleanup.

k. A non-hazardous solid waste disposal plan identifying methods and locations for solid waste disposal including clearing debris. The plan shall include schedules for disposal. The Contractor shall identify any subcontractors responsible for the transportation and disposal of solid waste. Licenses or permits shall be submitted for solid waste disposal sites that are not a commercial operating facility. Evidence of the disposal facility's acceptance of the solid waste shall be attached to this plan during the construction.

l. A recycling and solid waste minimization plan with a list of measures to reduce consumption of energy and natural resources. The plan shall detail the Contractor's actions to comply with and to participate in Federal, State, regional, and local government sponsored recycling programs to reduce the volume of solid waste at the source.

m. An air pollution control plan detailing provisions to assure that dust, debris, materials, trash, etc., do not become air borne and travel off the project site.

n. A contaminant prevention plan that: identifies potentially hazardous substances to be used on the job site; identifies the



intended actions to prevent introduction of such materials into the air, water, or ground; and details provisions for compliance with Federal, State, and local laws and regulations for storage and handling of these materials. In accordance with EM 385-1-1, a copy of the Material Safety Data Sheets (MSDS) and the maximum quantity of each hazardous material to be on site at any given time shall be included in the contaminant prevention plan. As new hazardous materials are brought on site or removed from the site, the plan shall be updated.

o. A waste water management plan that identifies the methods and procedures for management and/or discharge of waste waters which are directly derived from construction activities, such as concrete curing water, clean-up water, dewatering of ground water, disinfection water, hydrostatic test water, and water used in flushing of lines. If a settling/retention pond is required, the plan shall include the design of the pond including drawings, removal plan, and testing requirements for possible pollutants. If land application will be the method of disposal for the waste water, the plan shall include a sketch showing the location for land application along with a description of the pretreatment methods to be implemented. If surface discharge will be the method of disposal, a copy of the permit and associated documents shall be included as an attachment prior to discharging the waste water. If disposal is to a sanitary sewer, the plan shall include documentation that the Waste Water Treatment Plant Operator has approved the flow rate, volume, and type of discharge.

p. A historical, archaeological, cultural resources, biological resources and wetlands plan that defines procedures for identifying and protecting historical, archaeological, cultural resources, biological resources and wetlands known to be on the project site: and/or identifies procedures to be followed if historical, archaeological, cultural resources, biological resources or wetlands not previously known to be onsite or in the area are discovered during construction. The plan shall include methods to assure the protection of known or discovered resources and shall identify lines of communication between Contractor personnel and the Contracting Officer.

q. A pesticide treatment plan shall be included and updated, as information becomes available. The plan shall include: sequence of treatment, dates, times, locations, pesticide trade name, EPA registration numbers, authorized uses, chemical composition, formulation, original and applied concentration, application rates of active ingredient (e.g. pounds per acre), equipment used for application and calibration of equipment. The Contractor is responsible for Federal, State, regional and local pest management record keeping and reporting requirements.

1.8 PROTECTION FEATURES

This paragraph supplements the CONTRACT CLAUSE 52.236-9 PROTECTION OF EXISTING VEGETATION, STRUCTURES, EQUIPMENT, UTILITIES, AND IMPROVEMENTS. Prior to start of any onsite construction activities, the Contractor and the Contracting Officer shall make a joint condition survey. Immediately following the survey, the Contractor shall prepare a brief report including a plan describing the features requiring protection under the provisions of the Contract Clauses, which are not specifically identified on the drawings as environmental features requiring protection along with the condition of trees, shrubs and grassed areas immediately adjacent to the site of work and adjacent to the Contractor's assigned storage area and access route(s),



as applicable. This survey report shall be signed by both the Contractor and the Contracting Officer upon mutual agreement as to its accuracy and completeness. The Contractor shall protect those environmental features included in the survey report and any indicated on the drawings, regardless of interference which their preservation may cause to the Contractor's work under the contract.

1.9 ENVIRONMENTAL ASSESSMENT OF CONTRACT DEVIATIONS

Any deviations, requested by the Contractor, from the drawings,plans and specifications which may have an environmental impact will be subject to approval by the Contracting Officer and may require an extended review, processing, and approval time. The Contracting Officer reserves the right to disapprove alternate methods, even if they are more cost effective, if the Contracting Officer determines that the proposed alternate method will have an adverse environmental impact.

1.10 NOTIFICATION

The Contracting Officer will notify the Contractor in writing of any observed noncompliance with Federal, State or local environmental laws or regulations, permits, and other elements of the Contractor's Environmental Protection plan. The Contractor shall, after receipt of such notice, inform the Contracting Officer of the proposed corrective action and take such action when approved by the Contracting Officer. The Contracting Officer may issue an order stopping (suspending) all or part of the work until satisfactory corrective action has been taken. No time extensions shall be granted or equitable adjustments allowed to the Contractor for any such suspensions. This is in addition to any other actions the Contracting Officer may take under the contract, or in accordance with the Federal Acquisition Regulation or Federal Law. The failure of the Contracting Officer to notify the Contractor of any noncompliance with Federal, State, or local environmental laws or regulations, permits, or the Contractor's Environmental Protection Plan shall not relieve the Contractor of the duty to comply with those laws or regulations, permits, or the Contractor's Environmental Protection Plan.


PART 3 EXECUTION

3.1 PERMITS

Permits obtained by the Government, if any, related to the work of this contract are attached at the end of this Section. The Contractor is responsible for obtaining all applicable permits or licenses, except those obtained by the Government. The Contractor shall be responsible for implementing the terms and requirements of the permits held by the Contractor or the Government.

3.2 LAND RESOURCES

The Contractor shall confine all activities to areas defined by the drawings and specifications. Prior to the beginning of any construction, the Contractor shall identify any land resources to be preserved within the work area. Except in areas indicated on the drawings or specified to be cleared, the Contractor shall not remove, cut, deface, injure, or destroy



land resources including trees, shrubs, vines, grasses, topsoil, and land forms without approval. No ropes, cables, or guys shall be fastened to or attached to any trees for anchorage unless specifically authorized. The Contractor shall provide effective protection for land and vegetation resources at all times as defined in the following subparagraphs. Stone, soil, or other materials displaced into uncleared areas shall be removed by the Contractor.

3.2.1 Work Area Limits

Prior to commencing construction activities, the Contractor shall mark the areas that need not be disturbed under this contract. Isolated areas within the general work area which are not to be disturbed shall be marked or fenced. Monuments and markers shall be protected before construction operations commence. Where construction operations are to be conducted during darkness, any markers shall be visible in the dark. The Contractor's personnel shall be knowledgeable of the purpose for marking and/or protecting particular objects.

3.2.2 Landscape

Trees, shrubs, vines, grasses, land forms and other landscape features indicated and defined on the drawings to be preserved shall be clearly identified by marking, fencing, or wrapping with boards, or any other approved techniques. The Contractor shall restore landscape features damaged or destroyed during construction operations outside the limits of the approved work area.

3.2.3 Erosion and Sediment Controls

The Contractor shall be responsible for providing erosion and sediment control measures in accordance with SECTION 01 41 26.00 13 NORTH DAKOTA POLLUTANT DISCHARGE ELIMINATION SYSTEM. In the absence of this SECTION 01 41 26.00 13 NORTH DAKOTA POLLUTANT DISCHARGE ELIMINATION SYSTEM, the Contractor shall be responsible for providing and maintaining erosion and sediment control measures in accordance with their erosion and sediment control plan. The area of bare soil exposed at any one time by construction operations should be kept to a minimum. The Contractor shall construct or install temporary and permanent erosion and sediment control best management practices (BMPs). BMPs may include, but are not limited to, vegetation cover, stream bank stabilization, swale and slope stabilization, silt fences, construction entrances, sediment traps, inlet and outfall protection sedimentation traps or basins inlet and outfall protection. Any temporary measures shall be removed after the area has been stabilized.

3.2.4 Contractor Facilities and Work Areas

The Contractor's field offices, staging areas, stockpile storage, and temporary buildings shall be placed in areas designated on the drawings or as directed by the Contracting Officer. Temporary movement or relocation of Contractor facilities shall be made only when approved. Erosion and sediment controls shall be provided for on-site borrow and spoil areas to prevent sediment from entering nearby waters. Temporary excavation and embankments for plant and/or work areas shall be controlled to protect adjacent areas.



3.3 WATER RESOURCES

The Contractor shall monitor construction activities to prevent pollution of surface and ground waters. Toxic or hazardous chemicals shall not be applied to soil or vegetation unless otherwise indicated. All water areas affected by construction activities shall be monitored by the Contractor. For construction activities immediately adjacent to impaired surface waters, the Contractor shall be capable of quantifying sediment or pollutant loading to that surface water when required by State or Federally issued Clean Water Act permits.

3.3.1 Cofferdams, Diversions, and Dewatering Operations

Construction operations for dewatering, water return for hydraulic dredging, removal of cofferdams, tailrace excavation, and tunnel closure shall be controlled at all times to maintain compliance with existing State water quality standards and designated uses of the surface water body. The Contractor shall plan its operations and perform all work necessary to minimize adverse impact, such as water turbidity, on the habitat for wildlife and on water quality for downstream use.

3.3.2 Stream Crossings

Stream crossings shall allow movement of materials or equipment without violating water pollution control standards of the Federal, State, and local governments.

3.3.3 Wetlands

The Contractor shall not enter, disturb, destroy, or allow discharge of contaminants into any wetlands, unless authorized herein. The Contractor shall be responsible for the protection of wetlands shown on the drawings. Authorization to enter specific wetlands identified shall not relieve the Contractor from any obligation to protect other wetlands within, adjacent to, or in the vicinity of the construction site and associated boundaries.

3.4 AIR RESOURCES

Equipment operation, activities, or processes performed by the Contractor shall be in accordance with all Federal, State and local air emission and performance laws and standards.

3.4.1 Particulates

Dust particles; aerosols and gaseous by-products from construction activities; and processing and preparation of materials, such as from asphalt batch plants; shall be controlled at all times, including weekends, holidays and hours when work is not in progress. The Contractor shall maintain excavations, stockpiles, haul roads, permanent and temporary access roads, plant sites, spoil areas, borrow areas, and other work areas within or outside the project boundaries free from particulates which would cause the Federal, State, and local air pollution standards to be exceeded or which would cause a hazard or a nuisance. Sprinkling, chemical treatment of an approved type, baghouse, scrubbers, electrostatic precipitators or other methods will be permitted to control particulates in the work area. Sprinkling, to be efficient, must be repeated to keep the disturbed area damp at all times. The Contractor must have sufficient, competent equipment available to accomplish these tasks. Particulate control shall be performed as the work proceeds and whenever a particulate



nuisance or hazard occurs. The Contractor shall comply with all State and local visibility regulations.

3.4.2 Odors

Odors from construction activities shall be controlled at all times. The odors shall not cause a health hazard and shall be in compliance with State regulations and/or local ordinances.

3.4.3 Sound Intrusions

The Contractor shall keep construction activities under surveillance and control to minimize environment damage by noise. The Contractor shall comply with State rules.

3.5 CHEMICAL MATERIALS MANAGEMENT AND WASTE DISPOSAL

Disposal of wastes shall be as directed below, unless otherwise specified in other sections and/or shown on the drawings.

3.5.1 Solid Wastes

Solid wastes (excluding dredge material and clearing debris) shall be placed in containers which are emptied on a regular schedule. Handling, storage, and disposal shall be conducted to prevent contamination. Segregation measures shall be employed so that no hazardous or toxic waste will become co-mingled with solid waste. The Contractor shall transport solid waste off the construction site and dispose of it in compliance with Federal, State, and local requirements for solid waste disposal. A Subtitle D RCRA permitted landfill shall be the minimum acceptable off-site solid waste disposal option. The Contractor shall verify that the selected transporters and disposal facilities have the necessary permits and licenses to operate.

3.5.2 Chemicals and Chemical Wastes

Chemicals shall be dispensed ensuring no spillage to the ground or water. Periodic inspections of dispensing areas to identify leakage and initiate corrective action shall be performed. Chemical waste shall be collected in corrosion resistant, compatible containers. Collection drums shall be monitored and removed to a staging or storage area when contents are within 6 inches of the top. Wastes shall be classified, managed, stored, and disposed in accordance with Federal, State, and local laws and regulations.

3.5.3 Contractor Generated Hazardous Wastes/Excess Hazardous Materials

Hazardous wastes are defined in 40 CFR 261, or are as defined by applicable State and local regulations. Hazardous materials are defined in 49 CFR 171 - 178. The Contractor shall, at a minimum, manage and store hazardous waste in compliance with 40 CFR 262. The Contractor shall take sufficient measures to prevent spillage of hazardous and toxic materials during dispensing. The Contractor shall segregate hazardous waste from other materials and wastes, shall protect it from the weather by placing it in a safe covered location, and shall take precautionary measures such as berming or other appropriate measures against accidental spillage. The Contractor shall be responsible for storage, describing, packaging, labeling, marking, and placarding of hazardous waste and hazardous material in accordance with 49 CFR 171 - 178, State, and local laws and regulations. The Contractor shall transport Contractor generated hazardous



waste off the construction site in accordance with the Environmental Protection Agency and the Department of Transportation laws and regulations. The Contractor shall dispose of hazardous waste in compliance with Federal, State and local laws and regulations. Spills of hazardous or toxic materials shall be immediately reported to the Contracting Officer. Cleanup and cleanup costs due to spills shall be the Contractor's responsibility. The disposition of Contractor generated hazardous waste and excess hazardous materials are the Contractor's responsibility.

3.5.4 Fuel and Lubricants

Storage, fueling and lubrication of equipment and motor vehicles shall be conducted in a manner that affords the maximum protection against spill and evaporation. Fuel, lubricants and oil shall be managed and stored in accordance with all Federal, State, regional, and local laws and regulations. Used lubricants and used oil to be discarded shall be stored in marked corrosion-resistant containers and recycled or disposed in accordance with 40 CFR 279, State, and local laws and regulations.

3.5.5 Waste Water

Waste water from construction activities, such as onsite material processing, concrete curing, foundation and concrete clean-up, water used in concrete trucks, forms, etc. shall not be allowed to enter water ways.

3.6 RECYCLING AND WASTE MINIMIZATION

The Contractor shall participate in State and local government sponsored recycling programs.

3.7 HISTORICAL, ARCHAEOLOGICAL, AND CULTURAL RESOURCES

Existing historical, archaeological, and cultural resources within the Contractor's work area are shown on the drawings, or will be designated by the Contracting Officer, if any have been identified. The Contractor shall protect these resources and shall be responsible for their preservation during the life of the Contract. If during excavation or other construction activities any previously unidentified or unanticipated historical, archaeological, and cultural resources are discovered or found, all activities that may damage or alter such resources shall be temporarily suspended. Resources covered by this paragraph include but are not limited to: any human skeletal remains or burials; artifacts; shell, midden, bone, charcoal, or other deposits; rock or coral alignments, pavings, wall, or other constructed features; and any indication of agricultural or other human activities. Upon such discovery or find, the Contractor shall immediately notify the Contracting Officer so that the appropriate authorities may be notified and a determination made as to their significance and what, if any, special disposition of the finds should be made. The Contractor shall cease all activities that may result in impact to or the destruction of these resources. The Contractor shall secure the area and prevent employees or other persons from trespassing on, removing, or otherwise disturbing such resources.

3.8 BIOLOGICAL RESOURCES

The Contractor shall minimize interference with, disturbance to, and damage to fish, wildlife, and plants including their habitat. The Contractor shall be responsible for the protection of threatened and endangered animal and plant species including their habitat in accordance with Federal,



State, regional, and local laws and regulations.

3.9 PESTICIDES

3.9.1 Pesticide Delivery and Storage

Pesticides shall be delivered to the site in the original, unopened containers bearing legible labels indicating the EPA registration number and the manufacturer's registered uses. Pesticides shall be stored according to manufacturer's instructions and under lock and key when unattended.

3.9.2 Qualifications

For the application of pesticides, the Contractor shall use the services of a subcontractor whose principal business is pest control. The subcontractor shall be licensed and certified in the state where the work is to be performed.

3.9.3 Pesticide Handling Requirements

The Contractor shall formulate, treat with, and dispose of pesticides and associated containers in accordance with label directions and shall use the clothing and personal protective equipment specified on the labeling for use during all phases of the application. Material Safety Data Sheets (MSDS)shall be available for all pesticide products.

3.9.4 Application

Pesticides shall be applied by a State Certified Pesticide Applicator in accordance with EPA label restrictions and recommendation. The Certified Applicator shall wear clothing and personal protective equipment as specified on the pesticide label. Water used for formulating shall only come from locations designated by the Contracting Officer. The Contractor shall not allow the equipment to overflow. Prior to application of pesticide, all equipment shall be inspected for leaks, clogging, wear, or damage and shall be repaired prior to being used.

3.10 PREVIOUSLY USED EQUIPMENT

The Contractor shall clean all previously used construction equipment prior to bringing it onto the project site. The Contractor shall ensure that the equipment is free from soil residuals, egg deposits from plant pests, noxious weeds, plant seeds, aquatic plants and residual water.

3.11 MAINTENANCE OF POLLUTION FACILITIES

The Contractor shall maintain permanent and temporary pollution control facilities and devices for the duration of the contract or for that length of time construction activities create the particular pollutant.

3.12 TRAINING OF CONTRACTOR PERSONNEL

The Contractor's personnel shall be trained in all phases of environmental protection and pollution control. The Contractor shall conduct environmental protection/pollution control meetings for all Contractor personnel prior to commencing construction activities. Additional meetings shall be conducted for new personnel and when site conditions change. The training and meeting agenda shall include: methods of detecting and



avoiding pollution; familiarization with statutory and contractual pollution standards; installation and care of devices, vegetative covers, and instruments required for monitoring purposes to ensure adequate and continuous environmental protection/pollution control; anticipated hazardous or toxic chemicals or wastes, and other regulated contaminants; recognition and protection of archaeological sites, artifacts, wetlands, and endangered species and their habitat that are known to be in the area.

3.13 POST CONSTRUCTION CLEANUP

The Contractor shall clean up all areas used for construction in accordance with CONTRACT CLAUSE 52.236-12 CLEANING UP. The Contractor shall, unless otherwise instructed in writing by the Contracting Officer, obliterate all signs of temporary construction facilities such as haul roads, work area, structures, foundations of temporary structures, stockpiles of excess or waste materials, and other vestiges of construction prior to final acceptance of the work. The disturbed area shall be graded, filled and the entire area seeded unless otherwise indicated.



FARGO MOORHEAD DIVERSION REACH 1

ATTACHMENT – 1

NORTH DAKOTA STATE WATER COMMISSION SOVEREIGN LANDS PERMIT


ATTACHMENT – 2

NORTH DAKOTA 401 CERTIFICATION


ATTACHMENT – 3

NORTH DAKOTA STATE WATER COMMISSION CONSTRUCTION PERMIT


ATTACHMENT – 4

NORTH DAKOTA STATE WATER COMMISSION WATER PERMIT

(APPLICATION TO DRAIN)


ATTACHMENT – 5

404 PERMIT




SECTION 01 71 23.01 13

CONTRACTOR SURVEYS AND REMOTE SENSING DATA COLLECTION

05/13

PART 1 GENERAL

1.1 DEFINITIONS 1.2 REFERENCES 1.3 SUBMITTALS 1.4 GEOSPATIAL DATA 1.4.1 Metadata 1.4.2 GPS/GNSS Data 1.4.3 Survey Mark/Monumentation Documentation 1.4.4 Field Notes/Books 1.4.5 General Geospatial Information 1.5 DATUMS AND UNITS OF MEASURE 1.6 MEASUREMENT AND PAYMENT 1.7 QUALITY CONTROL 1.7.1 Layouts and Surveys 1.7.2 Reporting 1.8 PROFESSIONAL LICENSE/CERTIFICATION DOCUMENTATION 1.9 GEOSPATIAL DATA COLLECTION EQUIPMENT 1.9.1 Positioning Equipment 1.9.2 Remote Sensing Equipment 1.9.3 Bathymetric Survey Equipment 1.9.3.1 Floating Plant 1.9.3.2 Fathometer 1.9.3.2.1 General 1.9.3.3 Lead Line 1.9.3.4 Spirit Pole 1.9.4 GPS/GNSS Machine Control Equipment 1.9.4.1 Automated System 1.9.4.2 Indicate System

PART 2 PRODUCTS (NOT APPLICABLE)

PART 3 EXECUTION

3.1 COMMENCEMENT, PERFORMANCE, AND COMPLETION 3.1.1 General 3.1.2 Alignment Changes 3.1.3 Positioning Surveys 3.1.4 Preliminary Surveys 3.1.5 Layout Surveys 3.1.6 As-Built Surveys 3.1.6.1 Project Elements and Features 3.1.6.2 Additional Utility Requirements 3.1.7 Quantity Surveys for Measurement and Payment 3.1.8 Surveys for Verification of Design Section



3.1.9 Machine Control Data Collection




SECTION 01 71 23.01 13

CONTRACTOR SURVEYS AND REMOTE SENSING DATA COLLECTION05/13

PART 1 GENERAL

1.1 DEFINITIONS

Construction Surveying: accurately providing all necessary computations, stakes and marks to establish lines, slopes, elevations, points, and continuous profile grades in accordance with the plans and specifications such that work can be completed in accordance with the contract requirements.

Digital Elevation Model (DEM): a surface model that uses elevation values at regularly spaced intervals across the terrain without regard to breaklines or significant topographic features.

Digital Terrain Model (DTM): a surface model that incorporates the elevation of significant topographic features on the land and mass points and breaklines that are irregularly spaced to better characterize the true shape of the bare-earth terrain. The net result of DTMs is that the distinctive terrain features are more clearly defined and precisely located, and contours generated from DTMs more closely approximate the real shape of the terrain. DTMs are technically superior to standard DEMs for many applications.

Geospatial Data: information that includes, but is not limited to, survey data, maps, aerial photography, aerial imagery, and biological, ecological and hydrological modeling coverages; information of or relating to the relative position of things on the earth's surface; information that identifies the geographic location and characteristics of natural or constructed features and boundaries on the earth. This information may be derived from, among other things, remote sensing, mapping, and surveying technologies.

Positioning Equipment: devices that produce (directly or indirectly) geographic coordinates or elevation values as an output. See paragraph POSITIONING EQUIPMENT for examples.

1.2 REFERENCES



EM 1110-1-1002 (2012) Engineering and Design: Survey Markers and Monumentation

EM 1110-1-1003 (2011) Engineering and Design: NAVSTAR Global Positioning System Surveying



EM 1110-1-1005 (2007) Engineering and Design: Control and Topographic Surveying

EM 1110-1-2909 (2012) Engineering and Design: Geospatial Data and Systems

EM 1110-2-6056 (2010) Standards and Procedures for Referencing Project Elevation Grades to Nationwide Vertical Datums

1.3 SUBMITTALS



Construction Surveying Work Plan and Schedule; G, SURV

Preliminary Survey; G, SURV

The data from this data collection shall be plotted on a layout sheet and submitted to the Contracting Officer for determination of the final channel alignment (if applicable) or the final location of design elements.

Professional License/Certification Documentation; G, SURV

Geospatial Data; G, SURV

Information as defined in Paragraph: GEOSPATIAL DATA.


As-Built Survey; G,SURV

Final Digital Terrain Model (DTM) of the as-built conditions with accuracy sufficient for 1-foot contour mapping delivered in Bentley InRoads® DTM format, LandXML format, or in a format compatible with Bentley InRoads® and approved by the Contracting Officer.

Final vector file of as-built planimetric features and point data as feature classes in an ESRI ArcGIS File Geodatabase (GDB) format or in a digital exchange file (DXF) format. All point and vector (non-raster) data shall be drawn at elevation and compliant with Spatial Data Standards for Facilities, Infrastructure, and Environment (SDSFIE). See https://www.sdsfieonline.org for more information.

Geospatial Data; G,SURV

Information as defined in Paragraph: GEOSPATIAL DATA.



1.4 GEOSPATIAL DATA

1.4.1 Metadata

All geospatial information submitted must include Federal Geographic Data Committee (FGDC) compliant metadata. See EM 1110-1-2909 or http://www.fgdc.gov/metadata/documents/workbook_0501_bmk.pdf for more information. The Contractor shall submit metadata in an .xml, .gen, or .met file format to the Contracting Officer for approval. The Government will provide metadata software, documentation, and samples upon request. The metadata shall include the following information:

1.0 Identification Information 1.1 Citation 1.2 Description

1.3 Time Period of Content1.4 Status1.5 Spatial Domain1.6 Keywords1.7 Access Constraints1.8 Use Constraints1.9 Point of Contact and Contact Information

2.0 Data Quality Information 2.1 Attribute Accuracy (if applicable)

2.2 Logical Consistency Report2.3 Completeness Report2.4 Positional Accuracy (if applicable) 2.4.1 Horizontal Positional Accuracy (if applicable) 2.4.2 Vertical Positional Accuracy (if applicable)2.5 Lineage

3.0 Spatial Data Organization Information (if applicable) 3.1 Indirect Spatial Reference (if applicable)

3.2 Direct Spatial Reference Method (if applicable)3.3 Point and Vector Object information (if applicable)3.4 Raster Object Information (if applicable)

4.0 Spatial Reference Information4.1 Horizontal Coordinate System Definition (if applicable) 4.1.1 Geographic or Planar or Local 4.1.2 Geodetic Model (if applicable)4.2 Vertical Coordinate System Definition (if applicable) 4.2.1 Altitude System Definition (if applicable) 4.2.2 Depth System Definition (if applicable)

5.0 Entity and Attribute Information (if applicable) 5.1 Detailed Description of Entity Type and Attributes

(repeatable) 5.1.1 Entity Type 5.1.2 Attribute (if applicable, repeatable)5.2 Overview Description of Entity and Attribute with Detailed Citation (repeatable)

6.0 Distribution (if applicable, repeatable) 6.1 Distributor with Contact Information

6.2 Resource Description (if applicable)6.3 Distribution Liability6.4 Standard Order Process: Digital Form (repeatable)



6.4.1 Digital Transfer Information 6.4.2 Digital Transfer Option (repeatable) 6.4.3 Fees6.5 Custom Order Process (if applicable)

7.0 Metadata Reference 7.1 Metadata Date

7.2 Metadata Review Date (optional)7.3 Metadata Future Review Date (optional)7.4 Metadata Contact and Contact Information7.5 Metadata Standard Name7.6 Metadata Standard Version7.7 Metadata Time Convention (if applicable)7.8 Metadata Access Constraints (optional)7.9 Metadata Use Constraints (optional)7.10 Metadata Security Information (optional)7.11 Metadata Extensions (if applicable, repeatable)

The Contractor is responsible for identifying whether or not the applicable items are required based on the type of data collected and the associated descriptive information required by the Spatial Data Standards for Facilities, Infrastructure, and Environment (SDSFIE). Optional items are listed for format consistency.

Because metadata for each of these individual files would contain significant repetitive information, it is appropriate to document groups of files that form a well-defined dataset with a single metadata file. Pursuant to this fact, it is mandatory that all CAD-related data submitted have at least one collection metadata file describing the project and individual data layers generated within the project.

1.4.2 GPS/GNSS Data

In cases where GPS/GNSS data is collected, the Contractor shall submit to the Contracting Officer the GPS/GNSS observables (L1/L2) in both the GPS/GNSS receiver's native format and the Receiver Independent Exchange Format (RINEX) for all Real Time Kinematic, Static, and Differential Surveys. A completed observation log sheet is required for each base station occupation/session. All GPS/GNSS control surveys shall be "closed" observation campaigns. A "closed" campaign consists of more than one observation of each control point. The observation times (epochs) shall be appropriate for the level of accuracy required for the type of work.

1.4.3 Survey Mark/Monumentation Documentation

The Contractor shall submit to the Contracting Officer documentation following EM 1110-1-1002 that shows and describes all recovered and/or established survey/ground control points, property boundary monuments (including Public Land Survey System corner monuments), and gage reference points (if applicable), using the latest U-SMART form available at: http://usmart.usace.army.mil. Location maps shall be included that show sufficient detail such as street names and significant land marks to adequately display the general location of each survey mark. Location maps may show single or multiple survey mark locations. Where possible, the image of the mark shall show the stamping and the horizon/setup image shall show the actual setup. The image sizes shall be kept small enough to limit the size of the resultant document to 4 megabytes.



1.4.4 Field Notes/Books

Unless prohibited by law, the Contractor shall submit to the Contracting Officer all original and electronic copies of field books/notes/computation sheets that fully describe the geospatial data collect and all significant events related to said event. The format and content of field notes/books shall be compiled according to EM 1110-1-1005.

1.4.5 General Geospatial Information

Geospatial data may include any of the following information: GIS drawings/maps, hydrographic surveys, topographic mapping, georeferenced digital drawings generated from hard copy maps/drawings, high-order geodetic control (horizontal and vertical) surveys using Global Navigation Satellite System (GNSS) or Global Positioning System (GPS) and conventional survey techniques for control and property/boundary surveys, controlled and non-controlled aerial photography (film, photos, and digital output), photogrammetric mapping including aero-triangulation, digital-orthophotography image file and map production, remote sensing, radar and satellite imagery and/or aerial imagery products.

1.5 DATUMS AND UNITS OF MEASURE

The Contractor shall use the spatial reference information on the drawings. The Contractor shall ensure all geospatial data submitted is in the defined coordinate system, projection, and elevation datum (including GEOID model).


The Contactor shall be responsible for the work of this section, without any direct compensation being made other than the payment received for contract items.

1.7 QUALITY CONTROL

The Contractor shall establish and maintain quality control for the work specified in this section to assure compliance with the contract requirements and shall maintain records of its quality control for all geospatial data collection, including calibrations/maintenance of equipment.

1.7.1 Layouts and Surveys

A daily log shall be kept for the layout work and surveys consisting of type and location using the Government-furnished control system as stated in the CONTRACT CLAUSE 52.236-17 LAYOUT OF WORK. All Contractor-furnished control shall be approved for use by the Contracting Officer before commencing field work.

1.7.2 Reporting

A report of the planned survey work as well as the records of corrective actions taken to correct any deficiencies/errors shall be furnished to the Contracting Officer daily with the daily QC Report. The report shall include a record of times and dates the geospatial data collection was run, the horizontal control stations used and their coordinates, the vertical control points used and their elevations, and weather conditions. Format of report shall be as prescribed in SECTION 01 45 04.00 13 CONTRACTOR QUALITY CONTROL (CQC).



1.8 PROFESSIONAL LICENSE/CERTIFICATION DOCUMENTATION

All survey and remote sensing data collections producing geospatial data that will be used for the construction of any project feature shall be performed by a National Society of Professional Surveyors (NSPS) Certified Survey Technician Level III Party Chief under the direction of and certified by a Professional Surveyor currently licensed/registered by the state in which the work is done. The Contractor shall submit to the Contracting Officer documentation verifying that the licensed/registered Professional Surveyor has at least three years of experience performing similar types of work.

1.9 GEOSPATIAL DATA COLLECTION EQUIPMENT

1.9.1 Positioning Equipment

Positioning equipment for geospatial data collection shall be capable of achieving the required accuracy for the work being performed. Initial calibration and subsequent checks shall be in accordance with the manufacturer's instructions or the latest guidance documents (see paragraph REFERENCES).

1.9.2 Remote Sensing Equipment

Remote sensing equipment, which allows for passive geospatial data collection, shall be capable of achieving the required accuracy of the work being performed. Initial calibration and subsequent checks shall be in accordance with the manufacturer's instructions or the latest reference documents. Remote sensing equipment includes, but is not limited to, the following: aerial LiDAR, terrestrial LiDAR (laser scanning), ground penetrating radar, and aerial/satellite imagery.

1.9.3 Bathymetric Survey Equipment

Bathymetric surveys shall be performed using sonar equipment (fathometer) system or manual methods. The equipment used to access areas requiring bathymetric surveys shall be capable of providing a safe working environment where surveys may be obtained to the level of accuracy required for the project.

1.9.3.1 Floating Plant

The Launch or Tender Launch or Tender shall be capable of providing a stable platform for the effective operation of the sounding equipment described below.

1.9.3.2 Fathometer

1.9.3.2.1 General

The soundings shall be made with a high accuracy fathometer and positioning system. The equipment shall be capable of recording depths of water ranging from 3 feet under transducers to a maximum of 100 feet. The vertical accuracy of the eco depth sounder shall be +/- 0.5 feet. The horizontal accuracy shall be +/- 1.0 feet. The number of soundings shall be recorded at a rate not less than 10 per second.



1.9.3.3 Lead Line

Lead lines used for soundings shall consist of a 12 pound lead having a 6 inch mushroom shaped bottom.

1.9.3.4 Spirit Pole

The pole sounding technique shall consist of the use of a spirit level to maintain plumb and a graduated pole to measure depths along a range line with/without a reflective prism to collect coordinate position information. Additionally, the pole shall be equipped with a triangular shaped "shoe" to minimize the amount of penetration into the bottom sediment.

1.9.4 GPS/GNSS Machine Control Equipment

Machine control systems are automated systems used on construction equipment to assist the operator in constructing the project features to the design grade. Machine control systems consist of a GPS/GNSS receiver, receiver mast, a control box, a display, and actuators, if the construction equipment is automated. The mast holds the receiver on top and, if the equipment is automated, has a connection to the earth moving parts on the bottom. The receiver takes in information from satellites and the base station and sends it to the control box, which in turn computes the information required to construct the project feature. If the construction equipment is automated, the actuators receive information from the control box and move the hydraulics to grade.

1.9.4.1 Automated System

For automated systems, the hydraulics for the construction equipment are controlled by the machine control equipment. The system automatically determines where grade is and maintains the bucket/blade position on the construction equipment as the operator concentrates on driving while performing the necessary quality control measures to ensure the automated system is performing properly.

1.9.4.2 Indicate System

An indicate system shows the operator what grade to maintain. The operator is responsible for moving the hydraulic actuators to maintain the requisite grade.

PART 2 PRODUCTS (NOT APPLICABLE)

PART 3 EXECUTION

3.1 COMMENCEMENT, PERFORMANCE, AND COMPLETION

3.1.1 General

All surveys and remote sensing data collections shall be executed in accordance with EM 1110-1-1002, EM 1110-1-1003, EM 1110-1-1005,EM 1110-1-2909, and EM 1110-2-6056. The construction of each feature of work shall follow the alignments as indicated on the drawings. The Contractor shall have in place sufficient stakes and markings to enable the Contracting Officer to observe the field layout of the alignment and limits



of each feature of work. For each feature of work, these stakes shall define area limits such that the Contracting Officer can easily determine, without additional surveys, if alignment and/or limit adjustments need to be made. For embankments, levees, floodwalls, and similar work, these stakes shall define centerline, stationing, outermost fill/cut limits, and work limits. For structures and similar work, the structure corners and grid lines shall be staked. General site work shall be staked to define staging areas, storage areas, and other area limits as directed. The Contracting Officer may waive these requirements for certain areas. The layout shall be sufficient for the Contracting Officer to mark trees, vegetation and other features to be left undisturbed.

3.1.2 Alignment Changes

The Contracting Officer reserves the right to make changes in the alignment of any feature of work as may be found necessary during the course of the contract. If it becomes necessary, through no fault of the Contractor, to abandon a line, location or feature on which work has been done, an equitable adjustment for completed work will be made. No alignment changes or abandonment shall take place without prior written notice from the Contracting Officer.

3.1.3 Positioning Surveys

Information and data to establish or reestablish the Government design elements or the Government baseline or to establish the relationship between the control system and the Government baseline and the channel centerline will be furnished by the Government upon request.

The Contractor shall perform all necessary positioning surveys as a standalone task or in conjunction with other geospatial data collection tasks. The positioning surveys require a level of accuracy appropriate to the type of work and shall follow the applicable guidance (see paragraph REFERENCES).

3.1.4 Preliminary Surveys

The Contractor shall run a preliminary survey, locating the baseline (if applicable), all other significant features that may affect the design and/or construction of the project within the limits of the work, and all existing conditions from which construction of the design features will be based. All geospatial data (raw and processed) used to derive preliminary survey documentation shall be provided as evidence of performance and reviewed accordingly by the Contracting Officer for compliance with applicable standards and guidance. At a minimum, the preliminary survey shall be electronically collected using the appropriate data collection equipment (paragraph GEOSPATIAL DATA COLLECTION EQUIPMENT) for the accuracy level required. All geospatial data shall be delivered according to paragraph GEOSPATIAL DATA. The preliminary surveys shall meet the following criteria:

1. Perform a breakline and grid style survey/point cloud of the project area at sufficient spacing to accurately define the site conditions. The breakline and grid style survey/point cloud shall be conducted with an equipment type that can meet or exceed the requisite accuracies.

2. Produce (1) a DTM surface file in Bentley InRoads® DTM format, LandXML format, or in a format compatible with Bentley InRoads® and



approved by the Contracting Officer and (2) a vector file of planimetric features and point data as feature classes in an ESRI ArcGIS File Geodatabase (GDB) format or in a digital exchange file (DXF) format. All point and vector (non-raster) data shall be drawn at elevation and compliant with Spatial Data Standards for Facilities, Infrastructure, and Environment (SDSFIE). See https://www.sdsfieonline.org for more information. These files shall be submitted to the Contracting Officer for approval prior to construction of any feature.

3.1.5 Layout Surveys

The layout surveys shall include, but not be limited to: clearing and grubbing, removals, grading, culverts, embankments, excavations, aggregate base course, bridges, utilities, signs, erosion control and turf establishment items to complete the project as represented in the plans. The surveys must be done in a way that is timely, and that is reflective of the continuing and ongoing nature of construction and inspection activities. This will generally require frequent, separate site visits by the Contractor's survey crew to the project location to accommodate the various stages of construction and inspection activities that will occur. The Contractor shall:

1. Be responsible for the preservation/perpetuation of all reference points, monuments, government land corners (Public Land Survey System corner monuments), horizontal and vertical control points, stakes, and marks that are established by the Government or others within the project limits. If the Contractor fails to preserve these items and if the Government must reestablish them, the Contracting Officer will deduct a charge from monies due or becoming due the Contactor. All Public Land Survey System corner monuments recovered or reestablished shall have a record of location filed with the appropriate authority with a copy sent to the Contracting Officer.

2. Be responsible to review, balance, adjust, correct, and investigate Government-furnished data and to perform work on survey data and control points that may be necessary to use the survey points and data, all at no extra cost to the Government, unless it is determined by the Contracting Officer that latent errors existed in the information provided by the Government.

3. Start and end all level runs, traverses, or GPS/GNSS control surveys, from known control.

4. Unless otherwise agreed to, set all stakes and marks in such a manner that is highly visible and notations thereon legible and sufficiently descriptive.

5. Surveying Activities

a. The Contractor shall give the Contracting Officer a 4-working day written notice before the Contractor needs the Government to reestablish any horizontal and vertical control points shown in the construction documents.

b. Before surveying work commences the Contractor shall submit to the Contracting Officer for approval a written Construction Surveying Work Plan and Schedule detailing:



i. Pertinent information as to how the requirements in these specifications are being met by the Contractor.

ii. A project specific construction surveying work schedule for the construction surveying and how it relates to the time frame for construction activities and the Government inspection needs.

iii. A proposed method of communications between the Contractor and Government personnel.

iv. How and when the Contractor will make delivery of the as-built survey data to the Contracting Officer.

c. During the course of construction, the Contractor shall give notice of commencement of any Construction Surveying activities.

3.1.6 As-Built Surveys

3.1.6.1 Project Elements and Features

An as-built survey of all project elements and features shall be conducted after construction to accurately document the relationship between the design location and construction location. All geospatial data (raw and processed) used to derive as-built documentation shall be in compliance with applicable standards and guidance and shall be provided to the Contracting Officer. At a minimum, all as-built surveys of project elements and features shall be electronically collected using the appropriate data collection equipment (paragraph GEOSPATIAL DATA COLLECTION EQUIPMENT) for the accuracy level required and produce sufficient documentation of the as-built conditions. All geospatial data shall be delivered according to paragraph GEOSPATIAL DATA. The as-built surveys shall meet the following criteria:

1. Perform a breakline and grid style survey/point cloud of the project area at sufficient spacing to accurately define the as-built conditions. The breakline and grid style survey/point cloud shall be conducted with an equipment type that can meet or exceed the requisite accuracies.

2. Produce (1) a DTM surface file in Bentley InRoads® DTM format, LandXML format, or in a format compatible with Bentley InRoads® and approved by the Contracting Officer and (2) a vector file of planimetric features and point data as feature classes in an ESRI ArcGIS File Geodatabase (GDB) format or in a digital exchange file (DXF) format. All point and vector (non-raster) data shall be drawn at elevation and compliant with Spatial Data Standards for Facilities, Infrastructure, and Environment (SDSFIE). See https://www.sdsfieonline.org for more information. These files shall be submitted to the Contracting Officer.

3.1.6.2 Additional Utility Requirements

An as-built field survey of all utilities shall be conducted after installation to determine the final locations and elevations of all utility structures such as manholes, catch basins, hydrants, gate valves, cleanouts, service connections, and other special controls or structures. Final elevations shall be determined for all sewer inverts and castings.



Locations shall be shown using the same convention as the original contract drawings (typically stationing and offset from known centerline). If no convention is used in the contract drawings, locations shall be tied to at least 2 permanent landmarks. This information shall be included on the Contractor Record Drawings in SECTION 01 78 02.00 10 CLOSEOUT SUBMITTALS.

3.1.7 Quantity Surveys for Measurement and Payment

The Contractor shall perform quantity surveys in accordance with CONTRACT CLAUSE 52.236-16 QUANTITY SURVEYS--ALTERNATE I. Quantity surveys shall be completed for all features of work necessary to establish measurement for partial and final payments. Surveys shall be completed in enough detail to accurately determine quantities and verify the required section. Tasks required to be completed by the Contractor include the following:

1. Initially, perform a breakline and grid style survey/point cloud of the area prior to initiation of construction of the feature of work at sufficient spacing to accurately define the site conditions from which quantity measurements will be derived. The breakline and grid style survey/point cloud shall be conducted with an equipment type that can meet or exceed the requisite accuracies. Produce a DTM surface file in Bentley InRoads® DTM format, LandXML format, or in a format compatible with Bentley InRoads® and approved by the Contracting Officer, and submit the file to the Contracting Officer.

2. At time periods at which partial payments are to be requested, perform breakline and grid style survey/point cloud of the area where construction of the feature of work is complete at sufficient spacing to accurately define the interval conditions from which quantity measurements will be based. The breakline and grid style survey/point cloud shall be conducted with an equipment type that can meet or exceed the requisite accuracies. Produce a DTM surface file in Bentley InRoads® DTM format, LandXML format, or in a format compatible with Bentley InRoads® and approved by the Contracting Officer, and submit the file to the Contracting Officer for measurement and payment.

3. Provide documentation and all associated files to the Contracting Officer showing all calculations, notes, determinations, and a statement of accuracy of resultant quantity.

4. Complete partial surveys and surface files as necessary to supplement payment requests and submit to the Contracting Officer for measurement and payment.

5. For the final payment request, complete a final breakline and grid style survey/point cloud upon completion of each feature of work and produce a DTM surface file in Bentley InRoads® DTM format, LandXML format, or in a format compatible with Bentley InRoads® and approved by the Contracting Officer, and submit the file to the Contracting Officer for measurement and payment. The breakline and grid style survey/point cloud shall be conducted with an equipment type that can meet or exceed the requisite accuracies.

3.1.8 Surveys for Verification of Design Section

For bid items where the unit of measure for payment is not in units of volume but where the work required is based on achieving specific section requirements, the Contractor shall perform surveys as defined in this paragraph to verify that the design section requirements have been



satisfactorily achieved. The method by which the Contractor performs the surveys outlined herein shall be appropriate for the verification of the thickness and geometry of the materials placed as required by the contract documents. Tasks required to be completed by the Contractor include the following:

1. Initially, perform a breakline and grid style survey/point cloud of the area prior to initiation of construction of the feature of work at sufficient spacing to accurately define the site conditions from which section measurements will be derived. The breakline and grid style survey/point cloud shall be conducted with an equipment type that can meet or exceed the requisite accuracies. Produce a DTM surface file in Bentley InRoads® DTM format, LandXML format, or in a format compatible with Bentley InRoads® and approved by the Contracting Officer, and submit the file to the Contracting Officer.

2. Perform breakline and grid style survey/point cloud for each successive 100 foot long section of the project feature where construction is complete at sufficient spacing to accurately define the interval conditions from which section measurements will be based. The breakline and grid style survey/point cloud shall be conducted with an equipment type that can meet or exceed the requisite accuracies. Produce a DTM surface file in Bentley InRoads® DTM format, LandXML format, or in a format compatible with Bentley InRoads® and approved by the Contracting Officer and submit to the Contracting Officer.

3. Provide documentation and all associated files to the Contracting Officer showing all calculations, notes, determinations, and a statement of accuracy of resultant section measurements.

4. Complete a final breakline and grid style survey/point cloud upon completion of each feature of work and produce a DTM surface file in Bentley InRoads® DTM format, LandXML format, or in a format compatible with Bentley InRoads® and approved by the Contracting Officer. The breakline and grid style survey/point cloud shall be conducted with an equipment type that can meet or exceed the requisite accuracies. Submit the file to the Contracting Officer.

3.1.9 Machine Control Data Collection

If a machine control data collection system is used, the Contractor shall ensure that the system collects positional data (data logging) throughout operation of the machine control system. This information shall be provided to the Contracting Officer at the end of the contract or as specified by the Contracting Officer. All necessary quality control measures shall be addressed in the Quality Control Plan.






SECTION 01 78 02.00 10

CLOSEOUT SUBMITTALS

11/99

PART 1 GENERAL

1.1 SUBMITTALS 1.2 AS-BUILT DRAWINGS 1.3 CONTRACTOR RECORD DRAWINGS 1.3.1 Changes and Corrections 1.3.2 Drawing Standards 1.4 PAYMENT


PART 3 EXECUTION (NOT USED)




SECTION 01 78 02.00 10

CLOSEOUT SUBMITTALS11/99

PART 1 GENERAL

1.1 SUBMITTALS



As-Built Drawings; G,GEN

Contractor record drawings showing final as-built conditions of the project.

1.2 AS-BUILT DRAWINGS

Paper prints and reproducible drawings will become the property of the Government upon final approval. Failure to submit final as-built drawings and marked prints, as required herein, will be cause for withholding payment due the Contractor under this contract. These drawings shall be furnished to the Contracting Officer within 30 days after the required contract completion date. Approval and acceptance of final as-built drawings shall be accomplished before final payment is made to the Contractor.

1.3 CONTRACTOR RECORD DRAWINGS

The Contractor shall maintain a separate set of marked-up full-scale contract drawings indicating as-built conditions. These drawings shall show all changes and revisions made up to the time the work is completed and accepted. These drawings shall be maintained in a current condition at all times until completion of the work and shall be available for review by Government personnel at all times. All variations from the contract drawings, for whatever reason, including those occasioned by modifications, optional materials, and the required coordination between trades, shall be indicated.

1.3.1 Changes and Corrections

The working and final as-built drawings shall show, but shall not be limited to, the following information:

a. Correct grade, elevations, cross section, or alignment of roads, earthwork, structures or utilities if any changes were made from contract plans.

b. Changes in details of design.c. The topography, invert elevations and grades of drainage installed



or affected as part of the project construction.

1.3.2 Drawing Standards

a. Deleted items shall be indicated in red.b. Added items or changed locations shall be shown in green.c. Variations shall be shown in the same general detail utilized in

the contract drawings.d. Revisions shall be shown on all drawings and details related to

the changed feature.e. All markups shall be neat, clean and legible.f. Where contract drawings or specifications present options, only

the option selected for construction shall be shown.

1.4 PAYMENT

No separate payment will be made for as-built drawings required under this contract, and all costs accrued in connection with such drawings shall be considered a subsidiary obligation of the Contractor.


PART 3 EXECUTION (NOT USED)





DIVISION 02 - EXISTING CONDITIONS

SECTION 02 41 00

DEMOLITION

07/06

PART 1 GENERAL

1.1 REFERENCES 1.2 GENERAL REQUIREMENTS 1.3 SUBMITTALS 1.4 REGULATORY AND SAFETY REQUIREMENTS 1.5 DUST CONTROL 1.6 PROTECTION 1.6.1 Traffic Control Signs 1.6.2 Existing Work 1.6.3 Trees 1.6.4 Utility Service 1.6.5 Protection of Personnel 1.7 BURNING 1.8 USE OF EXPLOSIVES 1.9 RELOCATIONS 1.10 ENVIRONMENTAL PROTECTION

PART 2 PRODUCTS

2.1 FILL MATERIAL

PART 3 EXECUTION

3.1 EXISTING FACILITIES TO BE REMOVED 3.1.1 Structures 3.1.2 Utilities and Related Equipment 3.1.2.1 General Requirements 3.1.2.2 Existing Underground Utilities 3.1.2.3 Existing Overhead Utilities 3.1.2.4 Abandoned Wells 3.1.3 Miscellaneous Metal 3.1.4 Drain Tile 3.2 CONCURRENT EARTH-MOVING OPERATIONS 3.3 DISPOSITION OF MATERIAL 3.3.1 Title to Materials 3.3.2 Unsalvageable and Non-Recyclable Material 3.4 CLEANUP AND DISPOSAL




SECTION 02 41 00

DEMOLITION07/06

PART 1 GENERAL

1.1 REFERENCES


AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)

ANSI A10.6 (1990; R 1998) Safety Requirements for Demolition Operations




Do not begin demolition or removals until authorization is received from the Contracting Officer. The work includes demolition, removals, salvage of identified items and materials, and removal of resulting rubbish and debris. Remove rubbish and debris from the project work areas daily, unless otherwise directed. Materials that cannot be removed daily shall be stored in areas specified by the Contracting Officer. In the interest of occupational safety and health, perform the work in accordance with EM 385-1-1, Section 23, Demolition, and other applicable Sections.

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation; submittals not having a "G" designation are for information only or as otherwise designated. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with SECTION 01 33 00 SUBMITTAL PROCEDURES:


Demolition Work Plan; G, STR

The procedures proposed for the accomplishment of the demolition work shall be submitted at least 30 days prior to the planned commencement of work and must be approved before commencement of the work. The procedures shall provide for safe conduct of the work, including procedures and methods to provide necessary supports, lateral bracing and shoring when required, careful removal and disposition of materials specified to be salvaged, protection of property which is to remain undisturbed,



coordination with other work in progress, and anticipated disconnections of utility services. The procedures shall include a detailed description by location of the methods and equipment to be used for each operation, and the sequence of operations in accordance with EM 385-1-1.

1.4 REGULATORY AND SAFETY REQUIREMENTS

Comply with federal, state, and local hauling and disposal regulations. In addition to the requirements of the "Contract Clauses," conform to the safety requirements contained in ANSI A10.6.

1.5 DUST CONTROL

Prevent the spread of dust and avoid the creation of a nuisance in the surrounding area. Do not use water if it results in hazardous or objectionable conditions such as, but not limited to, ice, flooding, or pollution.

1.6 PROTECTION

1.6.1 Traffic Control Signs

Where pedestrian and driver safety is endangered in the area of removal work, use properly anchored traffic barricades with flashing lights. Notify the Contracting Officer prior to beginning such work.

1.6.2 Existing Work

Before beginning any demolition or removal work, survey the site and examine the drawings and specifications to determine the extent of the work. Record existing work in the presence of the Contracting Officer showing the condition of structures and other facilities adjacent to areas of alteration or removal. Photographs sized 4x6 inches will be acceptable as a record of existing conditions.

1.6.3 Trees

Protect trees within the project site which might be damaged during demolition or removals, and which are indicated to be left in place, by a 6 foot high fence. Erect and secure fence following the outer perimeter of branches or clumps of trees. Replace any tree designated to remain that is damaged during the work under this contract with like-kind or as approved by the Contracting Officer.

1.6.4 Utility Service

Maintain existing utilities indicated to stay in service and protect against damage during demolition operations.

1.6.5 Protection of Personnel

Before, during and after the demolition work the Contractor shall continuously evaluate the condition and take immediate action to protect all personnel working in and around the project site. No area, section, component or other structural element will be allowed to be left standing without sufficient bracing, shoring, or lateral support to prevent collapse or failure while workmen remove debris or perform other work in the immediate area.



1.7 BURNING

The use of burning at the project site for the disposal of refuse and debris will not be permitted.

1.8 USE OF EXPLOSIVES

Use of explosives will not be permitted.

1.9 RELOCATIONS

Perform the removal and reinstallation of relocated items as indicated with workmen skilled in the trades involved. Items to be relocated which are damaged by the Contractor shall be repaired or replaced with new undamaged items as approved by the Contracting Officer.

1.10 ENVIRONMENTAL PROTECTION

The work shall comply with the requirements of SECTION 01 57 20.00 13 ENVIRONMENTAL PROTECTION.

PART 2 PRODUCTS

2.1 FILL MATERIAL

Comply with excavating, backfilling, and compacting procedures for soils used as backfill material to fill voids, depressions or excavations resulting from demolition in accordance with SECTION 31 00 00.00 13 EARTHWORK.

PART 3 EXECUTION

3.1 EXISTING FACILITIES TO BE REMOVED

3.1.1 Structures

Existing structures and foundations will be removed by others. Holes or voids left from structure removals will be temporarily filled by others, so as to not create a safety hazard.

3.1.2 Utilities and Related Equipment

3.1.2.1 General Requirements

Do not interrupt existing utilities serving occupied facilities, except when authorized in writing by the Contracting Officer.

3.1.2.2 Existing Underground Utilities

Existing underground utilities lines will be abandoned in place and the utilities relocated by the utility owners. The Contractor shall remove abandoned utility lines within the grading limits as shown on the drawings. The Contractor shall verify with the utility owner that the utility lines have been abandoned and can be removed. When utility lines are encountered that are not indicated on the drawings, the Contracting Officer shall be notified prior to further work in that area.



3.1.2.3 Existing Overhead Utilities

Existing utility poles and overhead utility lines will be removed or relocated by the utility owners. The Contractor will not be required to remove any overhead utility lines.

3.1.2.4 Abandoned Wells

The Contractor shall not be responsible to seal any existing abandoned wells. If any wells are encountered that are not indicated on the drawings, the Contracting Officer shall be notified prior to any further work in that area and the well(s) have been properly abandoned and sealed.

3.1.3 Miscellaneous Metal

Salvage and recycle scrap metal as part of demolition operations. Provide separate containers to collect scrap metal and transport to a scrap metal collection or recycling facility.

3.1.4 Drain Tile

It is not anticipated that the Contractor should encounter any farm field drain tile. Should the Contractor encounter any farm field drain tile, the Contractor shall bring to the attention of the Contracting Officer. Removal or modifications, authorized by the Contracting Officer, to existing drain tile not shown on the drawings will be authorized for payment. Such payment will be negotiated in accordance with CONTRACT CLAUSE 52.243-4: CHANGES.

3.2 CONCURRENT EARTH-MOVING OPERATIONS

Do not begin excavation, filling, and other earth-moving operations that are sequential to demolition or removal work in areas until all demolition or removals in the area has been completed and debris removed. Holes and other hazardous openings shall be filled and compacted.

3.3 DISPOSITION OF MATERIAL

3.3.1 Title to Materials

Except for items, materials or equipment scheduled for salvage, all materials and equipment removed and not reused or salvaged, shall become the property of the Contractor and shall be removed from the project work area. Title to materials resulting from demolition, and materials and equipment to be removed, is vested in the Contractor upon approval by the Contracting Officer of the Contractor's demolition and removal procedures, and authorization by the Contracting Officer to begin demolition. The Government will not be responsible for the condition or loss of, or damage to, such property after contract award. Materials and equipment shall not be viewed by prospective purchasers or sold on the site.

3.3.2 Unsalvageable and Non-Recyclable Material

Unsalvageable and non-recyclable material shall be disposed of in an approved disposal area, located off site, obtained and arranged by the Contractor.



3.4 CLEANUP AND DISPOSAL

Debris shall be removed and transported in a manner that prevents spillage on streets or adjacent areas. Dispose of debris, rubbish, scrap, and other nonsalvageable materials resulting from removal operations in accordance with all Federal, State and local regulations regarding hauling and disposal.






SECTION 03 11 13.00 10

STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

08/10

PART 1 GENERAL

1.1 REFERENCES 1.2 SYSTEM DESCRIPTION 1.3 SUBMITTALS

PART 2 PRODUCTS

2.1 FORM MATERIALS 2.1.1 Forms For Class A Finish 2.1.2 Forms For Class B Finish 2.1.3 Forms For Class C Finish 2.1.4 Forms For Class D Finish 2.1.5 Form Ties 2.1.6 Form Releasing Agents

PART 3 EXECUTION

3.1 INSTALLATION 3.1.1 Formwork 3.2 CHAMFERING 3.3 COATING 3.4 FORM REMOVAL 3.4.1 Formwork Not Supporting Weight of Concrete 3.4.2 Formwork Supporting Weight of Concrete 3.5 INSPECTION




SECTION 03 11 13.00 10

STRUCTURAL CAST-IN-PLACE CONCRETE FORMING08/10

PART 1 GENERAL

1.1 REFERENCES


AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 347 (2004; Errata 2008) Guide to Formwork for Concrete

AMERICAN HARDBOARD ASSOCIATION (AHA)

AHA A135.4 (1995; R 2004) Basic Hardboard

APA - THE ENGINEERED WOOD ASSOCIATION (APA)

APA L870 (2010) Voluntary Product Standard, PS 1-09, Structural Plywood


ASTM C1077 (2011b) Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM C31/C31M (2010) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C39/C39M (2011) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

1.2 SYSTEM DESCRIPTION

The design, engineering, and construction of the formwork is the responsibility of the Contractor. Design formwork in accordance with methodology of ACI 347 for anticipated loads, lateral pressures, and stresses, and capable of withstanding the pressures resulting from placement and vibration of concrete. Comply with the tolerances specified in SECTION 03 31 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE, paragraph CONSTRUCTION TOLERANCES. However, for surfaces with an ACI Class A surface designation, limit the allowable deflection for facing material between studs, for studs between walers and walers between bracing to 0.0025 times the span. Design the formwork as a complete system with consideration given to the effects of cementitious materials and mixture additives such as fly ash, cement type, plasticizers, accelerators, retarders, air entrainment, and others. Monitor the adequacy of formwork design and



construction prior to and during concrete placement as part of the Contractor's approved Quality Control Plan. Submit design analysis and calculations for form design and methodology used in the design.

1.3 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-02 Shop Drawings

Formwork; G, STR

Drawings showing details of formwork, including dimensions of fiber voids, joints, supports, studding and shoring, and sequence of form and shoring removal.

SD-03 Product Data

Design

Design analysis and calculations for form design and methodology used in the design.

Form Materials

Manufacturer's data including literature describing form materials, accessories, and form releasing agents.

Form Releasing Agents

Manufacturer's recommendation on method and rate of application of form releasing agents.

SD-06 Test Reports

Inspection

PART 2 PRODUCTS

2.1 FORM MATERIALS

Submit manufacturer's data, including literature describing form materials, accessories, and form releasing agents.

2.1.1 Forms For Class A Finish

Forms for Class A finished surfaces shall be plywood panels conforming to APA L870, Grade B-B concrete form panels, Class I or II. Other form materials or liners may be used provided the smoothness and appearance of concrete produced will be equivalent to that produced by the plywood concrete form panels.



2.1.2 Forms For Class B Finish

This class of finish shall apply to all surfaces except those specified to receive Class A, Class C or Class D. Forms for Class B finished surfaces shall be plywood panels conforming to APA L870, Grade B-B concrete form panels, Class I or II. Other form materials or liners may be used provided the smoothness and appearance of concrete produced will be equivalent to that produced by the plywood concrete form panels. Steel lining on wood sheathing will not be permitted.

2.1.3 Forms For Class C Finish

Forms for Class C finished surfaces shall be shiplap lumber; plywood conforming to APA L870, Grade B-B concrete form panels, Class I or II; tempered concrete form hardboard conforming to AHA A135.4; other approved concrete form material; or steel, except that steel lining on wood sheathing shall not be used.

2.1.4 Forms For Class D Finish

Forms for Class D finished surfaces, except where concrete is placed against earth, shall be wood or steel or other approved concrete form material.

2.1.5 Form Ties

Form ties shall be factory-fabricated metal ties, shall be of the removable or internal disconnecting or snap-off type, and shall be of a design that will not permit form deflection and will not spall concrete upon removal. Provide solid backing for each tie. Except where removable tie rods are used, ties shall not leave holes in the concrete surface less than 1/4 inch nor more than 1 inch deep and not more than 1 inch in diameter. Terminate the embedded portion of metal ties not less that 2 inches from any concrete surface exposed to water. Removable tie rods shall be not more than 1-1/2 inches in diameter. Plastic snap ties may be used in locations where the surface will not be exposed to view.

2.1.6 Form Releasing Agents

Form releasing agents shall be commercial formulations that will not bond with, stain or adversely affect concrete surfaces. Agents shall not impair subsequent treatment of concrete surfaces depending upon bond or adhesion nor impede the wetting of surfaces to be cured with water or curing compounds. If special form liners are to be used, follow the recommendation of the form coating manufacturer. Submit manufacturer's recommendation on method and rate of application of form releasing agents.

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Formwork

Forms shall be constructed true to the structural design and required alignment. Forms shall be mortar tight, properly aligned and adequately supported to produce concrete surfaces meeting the surface requirements specified in SECTION 03 31 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE and conforming to construction tolerance given in TABLE 1. Continuously



monitor the alignment and stability of the forms during all phases to assure the finished product will meet the required surface class specified. Failure of any supporting surface either due to surface texture, deflection or form collapse shall be the responsibility of the Contractor as will the replacement or correction of unsatisfactory surfaces. Where concrete surfaces are to have a Class A or Class B finish, joints in form panels shall be arranged as approved. When forms for continuous surfaces are placed in successive units, care shall be taken to fit the forms over the completed surface to obtain accurate alignment of the surface and to prevent leakage of mortar. Forms shall not be re-used if there is any evidence of defects which would impair the quality of the resulting concrete surface. All surfaces of used forms shall be cleaned of mortar and any other foreign material before reuse. Form ties that are to be completely withdrawn shall be coated with a nonstaining bond breaker. Submit drawings showing details of formwork, including dimensions of joints, supports, studding and shoring, and sequence of form and shoring removal.

3.2 CHAMFERING

All exposed joints, edges and external corners shall be chamfered by molding placed in the forms unless the drawings specifically state that chamfering is to be omitted or as otherwise specified. Chamfered joints shall not be permitted where earth or rockfill is placed in contact with concrete surfaces. Chamfered joints shall be terminated twelve inches outside the limit of the earth or rockfill so that the end of the chamfers will be clearly visible.

3.3 COATING

Forms for Class A and Class B finished surfaces shall be coated with a form releasing agent before the form or reinforcement is placed in final position. The coating shall be used as recommended in the manufacturer's printed or written instructions. Forms for Class C and D finished surfaces may be wet with water in lieu of coating immediately before placing concrete, except that in cold weather with probable freezing temperatures, coating shall be mandatory. Surplus coating on form surfaces and coating on reinforcing steel and construction joints shall be removed before placing concrete.

3.4 FORM REMOVAL

Forms shall not be removed without approval. The minimal time required for concrete to reach a strength adequate for removal of formwork without risking the safety of workers or the quality of the concrete depends on a number of factors including, but not limited to, ambient temperature, concrete lift heights, type and amount of concrete admixture, and type and amount of cementitious material in the concrete. It is the responsibility of the Contractor to consider all applicable factors and leave the forms in place until it is safe to remove them. In any case forms shall not be removed before at least 24 hours has elapsed since concrete placement, except as otherwise directed or specifically authorized. When conditions are such as to justify the requirement, forms will be required to remain in place for a longer period. All removal shall be accomplished in a manner which will prevent damage to the concrete and ensure the complete safety of the structure. Where forms support more than one element, the forms shall not be removed until the form removal criteria are met by all supported elements. Evidence that concrete has gained sufficient strength to permit removal of forms shall be determined by tests on control cylinders. All



control cylinders shall be stored in the structure or as near the structure as possible so they receive the same curing conditions and protection methods as given those portions of the structure they represent. Control cylinders shall be removed from the molds at an age of no more than 24 hours. All control cylinders shall be prepared and tested in accordance with ASTM C31/C31M and ASTM C39/C39M at the expense of the Contractor by an independent laboratory that complies with ASTM C1077 and shall be tested within 4 hours after removal from the site.

3.4.1 Formwork Not Supporting Weight of Concrete

Formwork for walls, columns, sides of beams, gravity structures, and other vertical type formwork not supporting the weight of concrete shall not be removed in less than 24 hours after concrete placement is completed.

3.4.2 Formwork Supporting Weight of Concrete

Formwork supporting weight of concrete and shoring shall not be removed until structural members have acquired sufficient strength to safely support their own weight and any construction or other superimposed loads to which the supported concrete may be subjected. As a minimum, forms shall be left in place until control concrete test cylinders indicate evidence the concrete has attained at least 70 percent of the compressive strength required for the structure in accordance with the quality and location requirements.

3.5 INSPECTION

Forms and embedded items shall be inspected in sufficient time prior to each concrete placement in order to certify to the Contracting Officer that they are ready to receive concrete. The results of each inspection shall be reported in writing. Submit field inspection reports for concrete forms and embedded items.

TABLE 1

TOLERANCES FOR FORMED SURFACES

1. Variations from the plumb: In any 10 feet of length --- 1/4 inch

a. In the lines and surfaces Maximum for entire length -----1 inch of columns, piers, walls and in arises

b. For exposed corner columns, In any 20 feet of length --- 1/4 inch control-joint grooves, Maximum for entire length -- 1/2 inch and other conspicuous lines

2. Variation from the level or In any 10 feet of length --- 1/4 inch from the grades indicated In any bay or in any 20 on the drawings: feet of length ------------- 3/8 inch

a. In slab soffits, ceilings, Maximum for entire length -- 3/4 inch beam soffits, and in arises, measured before removal of supporting shores



TABLE 1

TOLERANCES FOR FORMED SURFACES

b. In exposed lintels, sills, In any bay or in any 20 feet parapets, horizontal of length ------------------ 1/4 inch grooves, and other Maximum for entire length -- 1/2 inch conspicuous lines

3. Variation of the linear In any 20 feet ------------- 1/2 inch building lines from Maximum ---------------------- 1 inch established position in plan

4. Variation of distance between 1/4 inch per 10 feet of distance, but walls, columns, partitiions not more than 1/2 inch in any one bay, and not more than 1 inch total variation

5. Variation in the sizes and Minus ---------------------- 1/4 inch locations of sleeves, floor Plus ----------------------- 1/2 inch openings, and wall opening

6. Variation in cross-sectional Minus ---------------------- 1/4 inch dimensions of columns and Plus ----------------------- 1/2 inch beams and in the thickness of slabs and walls

7. Footings:

a. Variation of dimensions Minus ---------------------- 1/2 inch in plan Plus ----------------------- 2 inches when formed or plus 3 inches when placed against unformed excavations

b. Misplacement of 2 percent of the footing width in eccentricity the direction of misplacement but not more than 2 inches

c. Reduction in thickness Minus --------------------- 5 percent of specified thickness






SECTION 03 15 00.00 10

CONCRETE ACCESSORIES

08/10

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 DELIVERY, STORAGE, AND HANDLING

PART 2 PRODUCTS

2.1 CONTRACTION JOINT STRIPS 2.2 PREFORMED EXPANSION JOINT FILLER 2.3 SEALANT 2.3.1 Preformed Polychloroprene Elastomeric Type 2.3.2 Lubricant for Preformed Compression Seals 2.3.3 Field-Molded Type

PART 3 EXECUTION

3.1 INSTALLATION 3.1.1 Contraction Joints 3.1.1.1 Joint Strips 3.1.1.2 Sawed Joints 3.1.1.3 Bond Breaker 3.1.2 Expansion Joints 3.1.3 Joint Sealant 3.1.3.1 Joints With Preformed Compression Seals 3.1.3.2 Joints With Field-Molded Sealant 3.2 CONSTRUCTION JOINTS




SECTION 03 15 00.00 10

CONCRETE ACCESSORIES08/10

PART 1 GENERAL

1.1 REFERENCES





ASTM D1751 (2004; R 2008) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D1752 (2004a; R 2008) Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion

ASTM D2628 (1991; R 2011) Standard Specification for Preformed Polychloroprene Elastomeric Joint Seals for Concrete Pavements

ASTM D2835 (1989; R 2007) Lubricant for Installation of Preformed Compression Seals in Concrete Pavements

ASTM D5249 (2010) Backer Material for Use with Cold-and Hot-Applied Joint Sealants in Portland-Cement Concrete and Asphalt Joints

ASTM D7116 (2005) Standard Specification for Joint Sealants, Hot Applied, Jet Fuel Resistant Types, for Portland Cement Concrete Pavement

1.2 SUBMITTALS


SD-03 Product Data



Preformed Expansion Joint FillerSealant

Manufacturer's literature, including safety data sheets, for preformed fillers and the lubricants used in their installation; field-molded sealants and primers (when required by sealant manufacturer); and preformed compression seals. Manufacturer's recommended instructions for installing preformed fillers, field-molded sealants; and preformed compression seals.

SD-04 Samples

Lubricant for Preformed Compression Seals

Specimens identified to indicate the manufacturer, type of material, size and quantity of material, and shipment or lot represented. Each sample shall be a piece not less than 9 ft of 1-inch nominal width or wider seal or a piece not less than 12 ft of compression seal less than 1-inch nominal width. One quart of lubricant shall be provided.

Field-Molded Type

One gallon of field-molded sealant and one quart of primer (when primer is recommended by the sealant manufacturer) identified to indicate manufacturer, type of material, quantity, and shipment or lot represented.

SD-07 Certificates

Preformed Expansion Joint FillerSealant

Certificates of compliance stating that the joint filler and sealant materials conform to the requirements specified.

1.3 DELIVERY, STORAGE, AND HANDLING

Protect material delivered and placed in storage off the ground from moisture, dirt, and other contaminants. Deliver sealants in the manufacturer's original unopened containers. Remove sealants from the site whose shelf life has expired.

PART 2 PRODUCTS

2.1 CONTRACTION JOINT STRIPS

Contraction joint strips shall be 1/8-inch thick tempered hardboard conforming to AHA A135.4, Class 1. In lieu of hardboard strips, rigid polyvinylchloride (PVC) or high impact polystyrene (HIPS) insert strips specifically designed to induce controlled cracking in slabs on grade may be used. Such insert strips shall have removable top section.

2.2 PREFORMED EXPANSION JOINT FILLER

Expansion joint filler shall be preformed material conforming to ASTM D1751or ASTM D1752, Type I, or resin impregnated fiberboard conforming to the



physical requirements of ASTM D1752. Submit certified manufacturer's test reports for premolded expansion joint filler strips, compression seals and lubricant to verify compliance with applicable specification. Unless otherwise indicated, filler material shall be 3/8-inch thick and of a width applicable for the joint formed. Backer material, when required, shall conform to ASTM D5249.

2.3 SEALANT

Joint sealant shall conform to the following:

2.3.1 Preformed Polychloroprene Elastomeric Type

ASTM D2628.

2.3.2 Lubricant for Preformed Compression Seals

ASTM D2835. Submit a piece not less than 9 ft of 1-inch nominal width or wider seal or a piece not less than 12 ft of compression seal less than 1 inch nominal width. Provide one quart of lubricant.

2.3.3 Field-Molded Type

ASTM D7116. Sealant shall be Type M, Grade P or NS, Class 25. Type M, Grade NS, Class 25, Use NT for vertical joints. Except, the joint sealant that will be submerged underwater for part or all of its service life shall meet the requirements of USE I. Bond breaker material shall be polyethylene tape, coated paper, metal foil or similar type materials. The back-up material shall be compressible, non-shrink, nonreactive with sealant, and non-absorptive material type such as extruded butyl or polychloroprene rubber. Submit One gallon of field-molded sealant and one quart of primer (when primer is recommended by the sealant manufacturer) identified to indicate manufacturer, type of material, quantity, and shipment or lot represented.

PART 3 EXECUTION

3.1 INSTALLATION

Joint locations and details, including materials and methods of installation of joint fillers shall be as specified and indicated.

3.1.1 Contraction Joints

Contraction joints may be constructed by inserting tempered hardboard strips or rigid PVC or HIPS insert strips into the plastic concrete using a steel parting bar, when necessary, or by cutting the concrete with a saw after concrete has set. Make joints 1/8-inch to 3/16-inch wide and extend into the slab one-fourth the slab thickness, minimum, but not less than 1-inch.

3.1.1.1 Joint Strips

Provide strips of the required dimensions and as long as practicable. After the first floating, groove the concrete with a tool at the joint locations. Insert the strips in the groove and depress them until the top edge of the vertical surface is flush with the surface of the slab. Float and finish the slab as specified. Working of the concrete adjacent to the



joint shall be the minimum necessary to fill voids and consolidate the concrete. Where indicated, saw out the top portion of the strip after the curing period to form a recess for sealer. Discard the removable section of PVC or HIPS strips and leave the insert in place. Maintain true alignment of the strips during insertion.

3.1.1.2 Sawed Joints

Saw joints early enough to prevent uncontrolled cracking in the slab, but late enough that this can be accomplished without appreciable spalling. Cutting shall be started as soon as the concrete has hardened sufficiently to prevent raveling of the edges of the saw cut. Cutting shall be completed before shrinkage stresses become sufficient to produce cracking. Use concrete sawing machines that are adequate in number and power, and with sufficient replacement blades to complete the sawing at the required rate. Cut joints to true alignment and in sequence of concrete placement. Remove sludge and cutting debris. Form reservoir for joint sealant.

3.1.1.3 Bond Breaker

Coat joints requiring a bond breaker with curing compound or with bituminous paint.

3.1.2 Expansion Joints

Use preformed expansion joint filler in expansion and isolation joints in slabs around columns and between slabs on grade and vertical surfaces where indicated. Extend the filler to the full slab depth, unless otherwise indicated. neatly finish the edges of the joint with an edging tool of 1/8-inch radius, except where a resilient floor surface will be applied. Where the joint is to receive a sealant, the filler strips shall be installed at the proper level below the finished floor with a slightly tapered, dressed and oiled wood strip temporarily secured to the top to form a recess to the size shown on the drawings. Remove the wood strip after the concrete has set. Contractor may opt to use a removable expansion filler cap designed and fabricated for this purpose in lieu of the wood strip. Thoroughly clean the groove of laitance, curing compound, foreign materials, protrusions of hardened concrete, and any dust. If blowing out the groove use oil-free compressed air.

3.1.3 Joint Sealant

Fill sawed contraction joints and expansion joints in slabs with joint sealant, unless otherwise shown. Joint surfaces shall be clean, dry, and free of oil or other foreign material which would adversely affect the bond between sealant and concrete. Apply joint sealant as recommended by the manufacturer of the sealant.

3.1.3.1 Joints With Preformed Compression Seals

Install compression seals with equipment capable of installing joint seals to the prescribed depth without cutting, nicking, twisting, or otherwise distorting or damaging the seal or concrete and with no more than 5 percent stretching of the seal. Cover the sides of the joint and, if necessary, the sides of the compression seal with a coating of lubricant. Coat butt joints with liberal applications of lubricant.



3.1.3.2 Joints With Field-Molded Sealant

Do not seal joints when the sealant material, ambient air, or concrete temperature is less than 40 degrees F. Coat joints requiring a bond breaker with curing compound or with bituminous paint. Install bond breaker and back-up material where required. Joints shall be primed and filled flush with joint sealant in accordance with the manufacturer's recommendations.

3.2 CONSTRUCTION JOINTS

Treat construction joints coinciding with expansion and contraction joints as expansion or contraction joints as applicable.






SECTION 03 15 13.00 10

EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS

04/06

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 DELIVERY AND STORAGE

PART 2 PRODUCTS

2.1 CONTRACTION JOINT STRIPS 2.2 PREFORMED EXPANSION JOINT FILLER 2.3 SEALANT 2.3.1 Preformed Polychloroprene Elastomeric Type 2.3.2 Lubricant for Preformed Compression Seals 2.3.3 Field-Molded Type 2.4 WATERSTOPS 2.4.1 Non-Metallic Materials 2.4.2 Non-Metallic Hydrophilic

PART 3 EXECUTION

3.1 JOINTS 3.1.1 Contraction Joints 3.1.1.1 Joint Strips 3.1.1.2 Sawed Joints 3.1.2 Expansion Joints 3.1.3 Joint Sealant 3.1.3.1 Joints With Preformed Compression Seals 3.1.3.2 Joints With Field-Molded Sealant 3.2 CONSTRUCTION JOINTS




SECTION 03 15 13.00 10

EXPANSION JOINTS, CONTRACTION JOINTS, AND WATERSTOPS04/06

PART 1 GENERAL

1.1 REFERENCES





ASTM C 920 (2005) Elastomeric Joint Sealants

ASTM D 1751 (2004; R 2008) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D 1752 (2004a; R 2008) Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion

ASTM D 2835 (1989; R 2003) Lubricant for Installation of Preformed Compression Seals in Concrete Pavements

ASTM D 412 (1998a; R 2002e1) Vulcanized Rubber and Thermoplastic Elastomers - Tension

ASTM D 471 (1998e1) Rubber Property - Effect of Liquids

ASTM D 5249 (1995; R 2000) Backer Material for Use with Cold-and Hot-Applied Joint Sealants in Portland-Cement Concrete and Asphalt Joints


COE CRD-C 513 (1974) Corps of Engineers Specifications for Rubber Waterstops

COE CRD-C 572 (1974) Corps of Engineers Specifications for Polyvinylchloride Waterstops



1.2 SUBMITTALS


SD-02 Shop Drawings

Waterstops; G, STR

Shop drawings and fabrication drawings provided by the manufacturer or prepared by the Contractor.

SD-03 Product Data

Preformed Expansion Joint FillerSealantWaterstops

Manufacturer's literature, including safety data sheets, for preformed fillers and the lubricants used in their installation; field-molded sealants and primers (when required by sealant manufacturer); preformed compression seals; and waterstops. Manufacturer's recommended instructions for installing preformed fillers, field-molded sealants; preformed compression seals; and waterstops; and for splicing non-metallic waterstops.

SD-04 Samples

Lubricant for Preformed Compression Seals

Specimens identified to indicate the manufacturer, type of material, size and quantity of material, and shipment or lot represented. Each sample shall be a piece not less than 9 ft of 1-inch nominal width or wider seal or a piece not less than 12 ft of compression seal less than 1-inch nominal width. One quart of lubricant shall be provided.

Field-Molded Type

One gallon of field-molded sealant and one quart of primer (when primer is recommended by the sealant manufacturer) identified to indicate manufacturer, type of material, quantity, and shipment or lot represented.

Non-metallic Materials

Specimens identified to indicate manufacturer, type of material, size, quantity of material, and shipment or lot represented. Each sample shall be a piece not less than 12-inch long cut from each 200 ft of finished waterstop furnished, but not less than a total of 4 ft of each type, size, and lot furnished. One splice sample of each size and type for every 50 splices made in the factory and every 10 splices made at the job site. The splice samples shall be made using straight run pieces with the splice located at the mid-length of the sample and finished as required for the installed waterstop. The total length of each splice shall be not



less than 12-inches long.

SD-07 Certificates

Preformed Expansion Joint FillerSealantWaterstops

Certificates of compliance stating that the joint filler and sealant materials and waterstops conform to the requirements specified.

1.3 DELIVERY AND STORAGE

Material delivered and placed in storage shall be stored off the ground and protected from moisture, dirt, and other contaminants. Sealants shall be delivered in the manufacturer's original unopened containers. Sealants whose shelf life has expired shall be removed from the site.

PART 2 PRODUCTS

2.1 CONTRACTION JOINT STRIPS

Contraction joint strips shall be 1/8-inch thick tempered hardboard conforming to AHA A135.4, Class 1. In lieu of hardboard strips, rigid polyvinylchloride (PVC) or high impact polystyrene (HIPS) insert strips specifically designed to induce controlled cracking in slabs on grade may be used. Such insert strips shall have removable top section.

2.2 PREFORMED EXPANSION JOINT FILLER

Expansion joint filler shall be preformed material conforming to ASTM D 1751or ASTM D 1752. Unless otherwise indicated, filler material shall be 3/8-inch thick and of a width applicable for the joint formed. Backer material, when required, shall conform to ASTM D 5249.

2.3 SEALANT

Joint sealant shall conform to the following:

2.3.1 Preformed Polychloroprene Elastomeric Type

Single Component Urethane: ASTM C 920, Type S, Grade NS, Class 100/50, Use NT, single component, moisture curing, non-staining, non-bleeding, color as selected by the Government.

2.3.2 Lubricant for Preformed Compression Seals

ASTM D 2835.

2.3.3 Field-Molded Type

ASTM C 920, Type M, Grade P or NS, Class 25, Use T for horizontal joints. Type M, Grade NS, Class 25, Use NT for vertical joints. Bond breaker material shall be polyethylene tape, coated paper, metal foil or similar type materials. The back-up material shall be compressible, non-shrink, nonreactive with sealant, and non-absorptive material type such as extruded butyl or polychloroprene rubber.



2.4 WATERSTOPS

2.4.1 Non-Metallic Materials`

Non-metallic waterstops shall be manufactured from a prime virgin resin; reclaimed material is not acceptable. The compound shall contain plasticizers, stabilizers, and other additives to meet specified requirements. Rubber waterstops shall conform to COE CRD-C 513. Polyvinylchloride waterstops shall conform to COE CRD-C 572. Thermoplastic elastomeric rubber waterstops shall conform to ASTM D 471.

2.4.2 Non-Metallic Hydrophilic

Swellable strip type compound of polymer modified chloroprene rubber that swells upon contact with water shall conform to ASTM D 412 as follows: Tensile strength 420 psi minimum; ultimate elongation 600 percent minimum. Hardness shall be 50 minimum on the type A durometer and the volumetric expansion ratio in distilled water at 70 degrees F shall be 3 to 1 minimum.

PART 3 EXECUTION

3.1 JOINTS

Joints shall be installed at locations indicated and as authorized.

3.1.1 Contraction Joints

Contraction joints may be constructed by inserting tempered hardboard strips or rigid PVC or HIPS insert strips into the plastic concrete using a steel parting bar, when necessary, or by cutting the concrete with a saw after concrete has set. Joints shall be approximately 1/8-inch wide and shall extend into the slab one-fourth the slab thickness, minimum, but not less than 1-inch.

3.1.1.1 Joint Strips

Strips shall be of the required dimensions and as long as practicable. After the first floating, the concrete shall be grooved with a tool at the joint locations. The strips shall be inserted in the groove and depressed until the top edge of the vertical surface is flush with the surface of the slab. The slab shall be floated and finished as specified. Working of the concrete adjacent to the joint shall be the minimum necessary to fill voids and consolidate the concrete. Where indicated, the top portion of the strip shall be sawed out after the curing period to form a recess for sealer. The removable section of PVC or HIPS strips shall be discarded and the insert left in place. True alignment of the strips shall be maintained during insertion.

3.1.1.2 Sawed Joints

Joint sawing shall be early enough to prevent uncontrolled cracking in the slab, but late enough that this can be accomplished without appreciable spalling. Concrete sawing machines shall be adequate in number and power, and with sufficient replacement blades to complete the sawing at the required rate. Joints shall be cut to true alignment and shall be cut in sequence of concrete placement. Sludge and cutting debris shall be removed.



3.1.2 Expansion Joints

Preformed expansion joint filler shall be used in expansion and isolation joints in slabs around columns and between slabs on grade and vertical surfaces where indicated. The filler shall extend the full slab depth, unless otherwise indicated. The edges of the joint shall be neatly finished with an edging tool of 1/8-inch radius, except where a resilient floor surface will be applied. Where the joint is to receive a sealant, the filler strips shall be installed at the proper level below the finished floor with a slightly tapered, dressed and oiled wood strip temporarily secured to the top to form a recess to the size shown on the drawings. The wood strip shall be removed after the concrete has set. Contractor may opt to use a removable expansion filler cap designed and fabricated for this purpose in lieu of the wood strip. The groove shall be thoroughly cleaned of laitance, curing compound, foreign materials, protrusions of hardened concrete, and any dust which shall be blown out of the groove with oil-free compressed air.

3.1.3 Joint Sealant

Sawed contraction joints and expansion joints in slabs shall be filled with joint sealant, unless otherwise shown. Joint surfaces shall be clean, dry, and free of oil or other foreign material which would adversely affect the bond between sealant and concrete. Joint sealant shall be applied as recommended by the manufacturer of the sealant.

3.1.3.1 Joints With Preformed Compression Seals

Compression seals shall be installed with equipment capable of installing joint seals to the prescribed depth without cutting, nicking, twisting, or otherwise distorting or damaging the seal or concrete and with no more than 5 percent stretching of the seal. The sides of the joint and, if necessary, the sides of the compression seal shall be covered with a coating of lubricant. Butt joints shall be coated with liberal applications of lubricant.

3.1.3.2 Joints With Field-Molded Sealant

Joints shall not be sealed when the sealant material, ambient air, or concrete temperature is less than 40 degrees F. Joints requiring a bond breaker shall be coated with curing compound or with bituminous paint. Bond breaker and back-up material shall be installed where required. Joints shall be primed and filled flush with joint sealant in accordance with the manufacturer's recommendations.

3.2 CONSTRUCTION JOINTS

Construction joints are specified in SECTION 03 31 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE except that construction joints coinciding with expansion and contraction joints shall be treated as expansion or contraction joints as applicable.






SECTION 03 20 01.00 10

CONCRETE REINFORCEMENT

04/06

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 WELDING 1.4 DELIVERY AND STORAGE

PART 2 PRODUCTS

2.1 DOWELS 2.2 FABRICATED BAR MATS 2.3 REINFORCING STEEL 2.4 WELDED WIRE FABRIC 2.5 WIRE TIES 2.6 SUPPORTS

PART 3 EXECUTION

3.1 REINFORCEMENT 3.1.1 Placement 3.1.2 Splicing 3.2 WELDED-WIRE FABRIC PLACEMENT 3.3 DOWEL INSTALLATION




SECTION 03 20 01.00 10

CONCRETE REINFORCEMENT04/06

PART 1 GENERAL 1.1 REFERENCES


ACI INTERNATIONAL (ACI)

ACI 318/318R (2011; Erata 2011) Building Code Requirements for Structural Concrete and Commentary

AMERICAN WELDING SOCIETY (AWS)

AWS D1.4 (2011) Structural Welding Code - Reinforcing Steel


ASTM A 184/A 184M (2006e1) Fabricated Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A 185 (2007) Steel Welded Wire Reinforcement, Plain, for Concrete

ASTM A 497/A 497M (2007) Steel Welded Wire Reinforcement, Deformed, for Concrete

ASTM A 615/A 615M (2009b) Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement

ASTM A 675/A 675M (2003;R 2009) Steel Bars, Carbon, Hot-Wrought, Special Quality, Mechanical Properties

ASTM A 706/A 706M (2009b) Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

ASTM A 767/A 767M (2009) Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement

ASTM A 775/A 775M (2007b) Epoxy-Coated Reinforcing Steel Bars

CONCRETE REINFORCING STEEL INSTITUTE (CRSI)

CRSI 10MSP (2009; 28th Ed) Manual of Standard Practice



1.2 SUBMITTALS


SD-02 Shop Drawings

Reinforcement; G, STR

Detail drawings showing reinforcing steel placement, schedules, sizes, grades, and splicing and bending details. Drawings shall show support details including types, sizes and spacing.

SD-03 Product Data

Welding

A list of qualified welders names.

SD-07 Certificates

Reinforcing Steel

Certified copies of mill reports attesting that the reinforcing steel furnished contains no less than 25 percent recycled scrap steel and meets the requirements specified herein, prior to the installation of reinforcing steel.

1.3 WELDING

Welders shall be qualified in accordance with AWS D1.4. Qualification test shall be performed at the worksite and the Contractor shall notify the Contracting Officer 24 hours prior to conducting tests. Special welding procedures and welders qualified by others may be accepted as permitted by AWS D1.4.

1.4 DELIVERY AND STORAGE

Reinforcement and accessories shall be stored off the ground on platforms, skids, or other supports.

PART 2 PRODUCTS

2.1 DOWELS

Dowels shall conform to ASTM A 675/A 675M, Grade 80.

2.2 FABRICATED BAR MATS

Fabricated bar mats shall conform to ASTM A 184/A 184M.

2.3 REINFORCING STEEL

Reinforcing steel shall be deformed bars conforming to ASTM A 615/A 615M or ASTM A 706/A 706M, grade 60 and sizes as indicated. In highly corrosive



environments or when directed by the Contracting Officer, reinforcing steel shall conform to ASTM A 767/A 767M or ASTM A 775/A 775M as appropriate.

2.4 WELDED WIRE FABRIC

Welded wire fabric shall conform to ASTM A 185 or ASTM A 497/A 497M.

2.5 WIRE TIES

Wire ties shall be 16 gauge or heavier black annealed steel wire.

2.6 SUPPORTS

Bar supports for formed surfaces shall be designed and fabricated in accordance with CRSI 10MSP and shall be steel or precast concrete blocks. Precast concrete blocks shall have wire ties and shall be not less than 4 inches square when supporting reinforcement on ground. Precast concrete block shall have compressive strength equal to that of the surrounding concrete. Where concrete formed surfaces will be exposed to weather or where surfaces are to be painted, steel supports within 1/2 inch of concrete surface shall be galvanized, plastic protected or of stainless steel. Concrete supports used in concrete exposed to view shall have the same color and texture as the finish surface. For slabs on grade, supports shall be precast concrete blocks, plastic coated steel fabricated with bearing plates, or specifically designed wire-fabric supports fabricated of plastic.

PART 3 EXECUTION 3.1 REINFORCEMENT

Reinforcement shall be fabricated to shapes and dimensions shown and shall conform to the requirements of ACI 318/318R. Reinforcement shall be cold bent unless otherwise authorized. Bending may be accomplished in the field or at the mill. Bars shall not be bent after embedment in concrete. Safety caps shall be placed on all exposed ends of vertical concrete reinforcement bars that pose a danger to life safety. Wire tie ends shall face away from the forms.

3.1.1 Placement

Reinforcement shall be free from loose rust and scale, dirt, oil, or other deleterious coating that could reduce bond with the concrete. Reinforcement shall be placed in accordance with ACI 318/318R at locations shown plus or minus one bar diameter. Reinforcement shall not be continuous through expansion joints and shall be as indicated through construction or contraction joints. Concrete coverage shall be as indicated or as required by ACI 318/318R. If bars are moved more than one bar diameter to avoid interference with other reinforcement, conduits or embedded items, the resulting arrangement of bars, including additional bars required to meet structural requirements, shall be approved before concrete is placed.

3.1.2 Splicing

Splices of reinforcement shall conform to ACI 318/318R and shall be made only as required or indicated. Splicing shall be by lapping or by mechanical or welded butt connection; except that lap splices shall not be



used for bars larger than No. 11 unless otherwise indicated. Welding shall conform to AWS D1.4. Welded butt splices shall be full penetration butt welds. Lapped bars shall be placed in contact and securely tied or spaced transversely apart to permit the embedment of the entire surface of each bar in concrete. Lapped bars shall not be spaced farther apart than one-fifth the required length of lap or 6 inches. Mechanical butt splices shall be in accordance with the recommendation of the manufacturer of the mechanical splicing device. Butt splices shall develop 125 percent of the specified minimum yield tensile strength of the spliced bars or of the smaller bar in transition splices. Bars shall be flame dried before butt splicing. Adequate jigs and clamps or other devices shall be provided to support, align, and hold the longitudinal centerline of the bars to be butt spliced in a straight line.

3.2 WELDED-WIRE FABRIC PLACEMENT

Welded-wire fabric shall be placed in slabs as indicated. Fabric placed in slabs on grade shall be continuous between expansion, construction, and contraction joints. Fabric placement at joints shall be as indicated.Lap splices shall be made in such a way that the overlapped area equals the distance between the outermost crosswires plus 2 inches. Laps shall be staggered to avoid continuous laps in either direction. Fabric shall be wired or clipped together at laps at intervals not to exceed 4 feet. Fabric shall be positioned by the use of supports.

3.3 DOWEL INSTALLATION

Dowels shall be installed in slabs on grade at locations indicated and at right angles to joint being doweled. Dowels shall be accurately positioned and aligned parallel to the finished concrete surface before concrete placement. Dowels shall be rigidly supported during concrete placement. One end of dowels shall be coated with a bond breaker.






SECTION 03 22 70.01 13

CONTROLLED LOW-STRENGTH MATERIAL (CLSM)

04/12

PART 1 GENERAL

1.1 REFERENCES 1.2 DESIGN REQUIREMENTS 1.2.1 CLSM Flowable Fill Mixture Proportions 1.3 SUBMITTALS

PART 2 PRODUCTS

2.1 MATERIALS 2.1.1 Ready-Mixed Concrete 2.1.1.1 Volumetric Batching and Continuous Mixing 2.1.1.2 On-Site Batching and Mixing 2.1.2 Portland Cement 2.1.3 Pozzolan 2.1.4 Sand 2.1.5 Fluidifier 2.1.6 Water 2.2 MIXING AND TRANSPORTING

PART 3 EXECUTION

3.1 TRENCH PREPARATION 3.2 PLACEMENT 3.2.1 General 3.2.2 Consolidation 3.3 TESTS 3.3.1 General 3.3.2 Inspection Details and Frequency of Testing 3.3.2.1 Flow Consistency 3.3.2.2 Compressive-Strength Specimens 3.3.3 Density 3.3.4 Permeability 3.3.5 Reports




-SECTION 03 22 70.01 13

CONTROLLED LOW-STRENGTH MATERIAL (CLSM)04/12

PART 1 GENERAL

1.1 REFERENCES

All publications referenced shall be the most current version, edition,standard, latest revision, or reapproval unless otherwise stated. Thefollowing publications and standards listed below will be referred to onlyby the basic designation thereafter, and shall form a part of thisspecification to the extent indicated by the references thereto:


ASTM C 33/C 33M (2011a) Standard Specification for Concrete Aggregates

ASTM C 94 (2012) Standard Specification for Ready-Mixed Concrete

ASTM C 150 (2011) Standard Specification for Portland Cement

ASTM C 220 (1991; R 2009) Standard Specification for Flat Asbestos-Cement Sheets

ASTM C 618 (2012) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C 685 (2010) Concrete Made by Volumetric Batching and Continuous Mixing

ASTM C 940 (2010a) Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory

ASTM D 4832 (2010) Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders

ASTM D 5084 (2010) Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter

ASTM D 5971 (2007) Standard Practice for Sampling Freshly Mixed Controlled Low-Strength Material

ASTM D 6023 (2007) Standard Test Method for Density (Unit Weight), Yield, Cement Content, and Air Content (Gravimetric) of Controlled Low-Strength Material (CLSM)



ASTM D 6103 (2004) Standard Test Method for Flow Consistency of Controlled Low Strength Material (CLSM)

1.2 DESIGN REQUIREMENTS

1.2.1 CLSM Flowable Fill Mixture Proportions

Controlled Low-Strength Material (CLSM) flowable fill mixture proportion shall consist of 100 pounds or less of portland cement plus fly ash per cubic yard; pozzolan; sand; water; and a fluidifier, if required to obtain the required slump. The CLSM flowable fill mixture proportion shall have a flow consistency of more than 8 inches. The flow consistency shall be determined in accordance with ASTM D 6103. CLSM flowable fill shall have a compressive strength of 100 psi at 28 days. The compressive strength of the CLSM shall be determined in accordance with ASTM D 4832 after being made and cured in accordance with ASTM D 4832. The mixture proportions shall be reported in accordance with ASTM C 94. If the CLSM is to be placed using a concrete pump, the mixture proportions shall be designed so that it will not segregate in the pump line under pressure or when there is an interruption in flow.

1.3 SUBMITTALS



On-Site Batching and Mixing

Water Reducing

Concrete Mixture Proportions

The Contractor shall submit manufacturer's literature from suppliers which demonstrates compliance with applicable specifications for all equipment and materials.

Placing

The methods and equipment for transporting, handling, and depositing the CLSM backfill and CLSM flowable fill shall be submitted to the Contracting Officer prior to the first placement.

SD-03 Product Data

CLSM Flowable Fill Mixture Proportions

CLSM flowable fill mixture proportions shall be the responsibility of the Contractor and shall be designed in accordance with the criteria in paragraph DESIGN REQUIREMENTS. Ten days prior to placement of CLSM, the Contractor shall submit to the Contracting Officer the mixture proportions that will produce CLSM of the qualities required. Mixture proportions shall include the dry weights of cementitious material(s); and saturated surface-dry



weights of the fine aggregate; the quantities, types, and names of admixtures; and quantity of water per cubic yard of concrete. All materials included in the mixture proportions shall be of the same type and from the same source as will be used on the project.

SD-06 Test Reports

CLSM Mixture Proportions Tests

Applicable test reports shall be submitted to verify that the CLSM mixture proportions selected will produce CLSM of the quality specified. The results of all tests and inspections conducted at the project site shall be reported informally at the end of each shift and in writing weekly and shall be delivered to the Contracting Officer within 3 days after the end of each weekly reporting period.

SD-07 Certificates

Cement

Cementitious Material will be accepted on the basis of a manufacturer's certificate of compliance.

Aggregates

Aggregates will be accepted on the basis of certificate of compliance that the aggregates meet the requirements of the specifications under which it is furnished.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Ready-Mixed Concrete

Ready-mixed concrete shall conform to ASTM C 94, except as otherwisespecified.

2.1.1.1 Volumetric Batching and Continuous Mixing

Volumetric batching and continuous mixing shall conform to ASTM C 685.

2.1.1.2 On-Site Batching and Mixing

The Contractor shall have the option of using an on-site batching and mixing facility. The method of measuring materials, batching operation, and mixer shall be submitted for review by the Contracting Officer. On-site plant shall conform to the requirements of either ASTM C 94 or ASTM C 685.

2.1.2 Portland Cement

Portland Cement shall conform to ASTM C 150, Type I or II, low alkali.

2.1.3 Pozzolan

Pozzolan shall be Class F or C fly ash conforming to ASTM C 618.



2.1.4 Sand

Sand shall meet the requirements of fine aggregate of ASTM C 33/C 33M.

2.1.5 Fluidifier

The fluidifier shall give the CLSM fill the following salientcharacteristics:

a. must have less than 1 percent bleed water in accordance with ASTM C 940

b. have an initial set time of more than 5 hours in accordance with ASTM C 220 modified by using a Ferioli apparatus

c. have a flow consistency equal to or more than 8 inches in accordance with ASTM D 6103

d. have a compressive strength of 100 psi at 28 days in accordance with ASTM D 4832

e. maintain a homogeneous mixture during pumping

1. Quantity of admixture(s) required in the mixture proportion is governed by the salient characteristics specified.

2. The admixture shall be added as directed by the manufacturer, in most cases it added to the CLSM at the job site and mixed for a minimum of 5 minutes at mixing speed.

f. Required maximum field permeability of 1x10-5 cm/sec.

2.1.6 Water

Water shall be potable water that is fresh, clean, and free from sewage, oil, acid, alkali, salts, or organic matter.

2.2 MIXING AND TRANSPORTING

The CLSM shall be mixed and transported in accordance with ASTM C 94.

PART 3 EXECUTION

3.1 TRENCH PREPARATION

Once the trench has been dug it shall be cleaned of all loose material and debris to the satisfaction of the Contracting Officer before any CLMS fill is placed. The new utility pipeline shall be placed on firm ground at the bottom of the trench, CLMS fill shall be placed between the trench walls and the sides of the pipe. For pipelines 12 inches in diameter or less, a minimum of 1 foot of CLSM flowable fill shall be placed above the top of the pipeline. For pipelines greater than 12 inches in diameter the CLSM flowable fill shall be as shown on the drawngs. The pipeline shall be securely anchored to maintain its position and prevent it from any movement during placement of the CLSM.



3.2 PLACEMENT

3.2.1 General

CLSM placement shall not be permitted when, in the opinion of the Contracting Officer, weather conditions prevent proper placement. When CLSM is mixed and/or transported by a truck mixer, the CLSM shall be delivered to the site of the work and discharge shall be completed within 1-1/2 hours (or 45 minutes when the placing temperature is 85 degrees F or greater unless a retarding admixture is used). The fluidifier shall not be added to the Ready Mix trucks until they have arrived onsite. The fluidifier shall be added to each truck at the proper dosage rate and mixed for 5 minutes and no more than 15 minutes before it is placed. CLSM shall be conveyed from the mixer to point of placement as rapidly as practicable by methods which prevent segregation or loss of ingredients.

3.2.2 Consolidation

Consolidation of the CLSM will not be required.

3.3 TESTS

3.3.1 General

The individuals who sample and test CLSM as required in this specification shall have demonstrated a knowledge and ability to perform the necessary test procedures equivalent to ACI minimum guidelines for certification of concrete Field Testing Technicians, Grade I.

3.3.2 Inspection Details and Frequency of Testing

3.3.2.1 Flow Consistency

Flow consistency shall be checked once during each shift that CLSM is produced for each class of concrete required. Samples shall be obtained in accordance with ASTM D 5971 and tested in accordance with ASTM D 6103. Whenever a test result is outside the specifications limits, the CLSM shall not be delivered to the placement and an adjustment should be made in the batch weights of water and fine aggregate. The adjustments are to be made so that the water-cement ratio does not exceed that specified in the submitted CLSM mixture proportion.

3.3.2.2 Compressive-Strength Specimens

At least one set of test specimens shall be made each day on CLSM placed during the day or every 10 cubic yards placed. Additional sets of test cylinders shall be made, as directed by the Contracting Officer, when the mixture proportions are changed or when low strengths are detected. A random sampling plan shall be developed by the Contractor and approved by the Contracting Officer prior to the start of construction. The plan shall assure that sampling is accomplished in a completely random and unbiased manner. A set of test specimens for concrete with strength as specified in paragraph DESIGN REQUIREMENTS shall consist of six cylinders, one tested at 7 days, one tested at 14 days, and two tested at 28 days. Two cylinders shall be tested as directed. Test specimens shall be molded and cured in accordance with ASTM D 4832 and tested in accordance with ASTM D 4832. All compressive strength tests shall be reported immediately to the Contracting Officer.



3.3.3 Density

At least one set of test specimens shall be made each day on CLSM placed during the day or every 20 cubic yards placed. A random sampling plan shall be developed by the Contractor and approved by the Contracting Officer prior to the start of construction. The plan shall assure that sampling is accomplished in a completely random and unbiased manner. Test procedures and calculations shall be in accordance with ASTM D 6023.

3.3.4 Permeability

Permeability of the CLSM mixture shall be tested in accordance with ASTM D 5084 when initially placed and for every 90 cubic yards or portion thereof placed.

3.3.5 Reports

The Contractor shall prepare reports of all tests and inspections conducted at the project site.






SECTION 03 31 00.00 10

CAST-IN-PLACE STRUCTURAL CONCRETE

10/2006

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 QUALIFICATIONS 1.4 CONSTRUCTION TOLERANCES 1.4.1 Appearance 1.5 STORAGE OF MATERIALS 1.6 GOVERNMENT QUALITY ASSURANCE INSPECTION AND TESTING

PART 2 PRODUCTS

2.1 GENERAL CONCRETE REQUIREMENTS 2.1.1 Strength Requirements 2.1.2 Slump 2.1.3 Admixtures 2.1.3.1 Air Entrainment 2.1.4 Size of Coarse Aggregate 2.2 CEMENTITIOUS MATERIALS 2.2.1 Portland Cement 2.2.2 Pozzolan (Fly Ash) 2.2.3 Ground Granulated Blast-Furnace (GGBF) Slag 2.3 AGGREGATES 2.3.1 Composition 2.3.2 Quality 2.3.3 Sources 2.4 CHEMICAL ADMIXTURES 2.5 CURING MATERIALS 2.5.1 Impervious-Sheet 2.5.2 Membrane-Forming Compound 2.5.3 Burlap and Cotton Mat 2.6 WATER 2.7 JOINT MATERIALS 2.7.1 Contraction Joints in Slabs 2.7.2 Joint Fillers, Sealers, and Waterstops

PART 3 EXECUTION

3.1 CONCRETE FINISH SCHEDULE 3.2 PREPARATION FOR PLACING 3.2.1 Soil Subgrades 3.2.2 Embedded Items 3.3 CONCRETE PRODUCTION 3.3.1 Concrete Mixers 3.3.2 Site Mixed Concrete 3.4 TRANSPORTING CONCRETE TO PROJECT SITE



3.5 CONVEYING CONCRETE ON SITE 3.5.1 Concrete Pumps 3.6 PLACING CONCRETE 3.6.1 Depositing Concrete 3.6.2 Consolidation 3.6.3 Cold Weather Requirements 3.6.4 Hot Weather Requirements 3.6.5 Prevention of Plastic Shrinkage Cracking 3.7 JOINTS 3.7.1 Construction Joints 3.7.1.1 Preparation for Construction Joints 3.7.2 Preparation for Surface Repairs 3.7.3 Slabs on Grade 3.7.3.1 Construction Joints for Slabs on Grade 3.7.3.2 Contraction Joints for Slabs 3.7.4 Waste Disposal 3.8 FINISHING FORMED SURFACES 3.9 FINISHING UNFORMED SURFACES 3.9.1 General 3.9.2 Rough Slab Finish 3.9.3 Floated Finish 3.9.4 Troweled Finish 3.9.5 Broomed Finish 3.10 CURING AND PROTECTION 3.10.1 General 3.10.2 Moist Curing 3.10.3 Membrane Forming Curing Compounds 3.10.4 Impervious Sheeting 3.10.5 Ponding or Immersion 3.11 TESTING AND INSPECTION FOR CONTRACTOR QUALITY CONTROL 3.11.1 Grading and Corrective Action 3.11.1.1 Fine Aggregate 3.11.1.2 Coarse Aggregate 3.11.2 Concrete Mixture 3.11.3 Inspection Before Placing 3.11.4 Cold-Weather Protection 3.11.5 Reports




SECTION 03 31 00.00 10

CAST-IN-PLACE STRUCTURAL CONCRETE10/2006

PART 1 GENERAL

1.1 REFERENCES


ACI INTERNATIONAL (ACI) ACI 211.1 (1991; R 2009) Standard Practice for

Selecting Proportions for Normal, Heavyweight, and Mass Concrete

ACI 301 (2010) Specifications for Structural Concrete

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306R (2010) Guide to Cold Weather Concreting

ACI 309R (2005) Guide for Consolidation of Concrete

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO)

AASHTO M 182 (2005) Burlap Cloth Made From Jute or Kenaf

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM C 31 (2010) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C 33 (2011a) Standard Specification for Concrete Aggregates

ASTM C 39 (2011) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C 94 (2012) Standard Specification for Ready-Mixed Concrete

ASTM C 136 (2006) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C 143 (2010a) Standard Test Method for Slump of Hydraulic-Cement Concrete



ASTM C 150 (2011) Standard Specification for Portland Cement

ASTM C 171 (2007) Standard Specification for Sheet Materials for Curing Concrete

ASTM C 172 (2010) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C 231 (2010) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 260 (2010a) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C 309 (2011) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C 494 (2011) Standard Specification for Chemical Admixtures for Concrete

ASTM C 618 (2012) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C 685 (2010) Concrete Made by Volumetric Batching and Continuous Mixing

ASTM C 989 (2010) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM C 1064 (2008) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C 1077 (2011b) Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM D 75 (2009) Standard Practice for Sampling Aggregates

CORPS OF ENGINEERS (COE)

COE CRD-C 400 (1963) Requirements for Water for Use in Mixing or Curing Concrete

COE CRD-C 540 (2001) Standard Specification for Nonbituminous Inserts for Contraction Joints in Portland Cement Concrete Airfield Pavements, Sawable Type

NATIONAL READY-MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA TMMB 100 (2001; R 2007) Truck Mixer Agitator and Front Discharge Concrete Carrier Standards



NRMCA QC 3 (2003) Quality Control Manual: Section 3, Plant Certifications Checklist: Certification of Ready Mixed Concrete Production Facilities

1.2 SUBMITTALS



Concrete Operation Plan; G, MAT

The plan shall demonstrate a thorough understanding of all involved technical and logistical conditions necessary for the production of concrete that meets all requirements of these specifications. The plan shall provide as a minimum the following:

a. Sources of cement, pozzolan, and aggregates.b. Location of aggregate stockpiles, batching plant, and mixing plant.c. Method and route for conveying batched concrete under all expected weather conditions.d. Method of conveying concrete within the project.e. Sources of electrical power and water.f. Provisions for replacement of required equipment in the event of breakdown.g. Methods for preventing aggregate stockpiles from freezing, moisture variation, or contamination.h. Methods of consolidation and curing. Include manufacturer's literature.i. Contractor quality control.j. Provisions for maintaining a working access or platform for lock personnel engaged in lock operations during placement and curing of concrete for horizontal repairs.

Cold Weather Plan; G, MAT

If concrete is to be placed under cold weather conditions, the procedures, materials, methods, and protection proposed to accomplish it shall be submitted for review.

Hot Weather Plan; G, MAT

If concrete is to be placed under hot weather conditions, the procedures, materials, methods, and protection proposed to accomplish it shall be submitted for review.

Joint Treatment Plan;

The methods and equipment proposed for joint cleanup and waste disposal shall be submitted for review.

SD-02 Shop Drawings



Shop Drawings; G, STR

Shop drawings shall be submitted on a continuing basis during the life of the contract. The drawings shall be shown at not less than 1/4 inch equals 1 foot scale. The drawings shall show accurate concrete outlines and all types of joints. A numbering system shall be established to facilitate ready identification of each lift. The drawing shall cover in detail the design, construction, adjustment, and maintenance of the formwork and shall indicate all major design values of form materials to be used and the loading conditions on the form, including rate of concrete placement. Approval will not relieve the Contractor of responsibility for accuracy of the drawings or for the inclusion of all embedded items or other requirements specified herein.

SD-03 Product Data

Concrete Mixture Design; G, MAT

A mix design shall be submitted for each concrete mix to be used on the project. Each mix design shall list the proportions by weight of cement, weight or volume of water, weights of aggregates in a saturated surface-dry condition, and type, quantity, and name of admixtures per cubic yard of concrete. All materials included in the mixture shall be of the same type and from the same source as will be used on the project. Each mix shall be accompanied by evidence by one of the following methods that demonstrates the mix will produce concrete having the characteristics and quality as specified:

a. Project Data. Submit evidence obtained within the last 5 years from previous quality control testing on the concrete mix.

b. Mix Design Study. Submit a mix design study complying with ACI 211.1 conducted in the past 12 months. The mix design shall be completed by a testing laboratory complying with ASTM C 1077.

Project data or mix design studies shall be obtained for the exact mix as submitted. Minor mix alterations or substitutions may be accepted if approved by the Contracting Officer. Any alternations or substitutions shall be clearly identified, and shall be accompanied by recommendations from the admixture supplier or a registered professional engineer indicating the expected effects on the concrete.

SD-07 Certificates

Manufacturer's Certificates

The following materials shall be certified for compliance with all specification requirements:

a. Cement and pozzolanb. Impervious sheet curing materialsc. Admixturesd. Curing compound

Qualifications



Written documentation for Contractor Quality Control personnel.

Batch Tickets

Batch tickets shall be collected and furnished to the Contracting Officer for each load of ready-mixed concrete. The batch tickets do not need to be transmitted through the submittal process.

1.3 QUALIFICATIONS

Contractor Quality Control personnel assigned to concrete construction shall be American Concrete Institute (ACI) Certified Workmen in grade I or higher or shall have written evidence of having completed similar qualification programs.

1.4 CONSTRUCTION TOLERANCES

Variation in alignment, grade, and dimensions of the structures from the established alignment, grade, and dimensions shown shall be within the tolerances specified in SECTION 03 11 13.00 10 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING.

1.4.1 Appearance

Finished surfaces shall be protected from stains or abrasions. Permanently exposed surfaces shall be cleaned, if stained or otherwise discolored, by an approved method that does not harm the concrete. Abrupt variations in color, shade, or tint will not be permitted on these surfaces.

1.5 STORAGE OF MATERIALS

Cement and other cementitious materials shall be stored in weathertight buildings, bins, or silos which will exclude moisture and contaminants and keep each material completely separated. Aggregate stockpiles shall be arranged and used in a manner to avoid excessive segregation and to prevent contamination with other materials or with other sizes of aggregates. Aggregate shall not be stored directly on ground unless a sacrificial layer is left undisturbed. Reinforcing bars and accessories shall not be stored on cohesive soils or areas that may puddle water. Other materials shall be stored in such a manner as to avoid contamination and deterioration. Admixtures which have been in storage at the project site for longer than 6 months or which have been subjected to freezing shall not be used unless retested and proven to meet the specified requirements. Materials shall be capable of being accurately identified after bundles or containers are opened.

1.6 GOVERNMENT QUALITY ASSURANCE INSPECTION AND TESTING

The Contracting Officer may appoint a Government representative or an independent testing laboratory to inspect construction and monitor operations of the Contractor's Quality Control (CQC) staff as considered appropriate for quality assurance. The Contractor shall provide facilities and labor as may be necessary for procurement of representative test samples. Government inspection or testing will not relieve the Contractor of any of it's CQC responsibilities. Failure to detect defective work or material will not prevent rejection later when a defect is discovered nor will it obligate the Government for final acceptance.



PART 2 PRODUCTS

2.1 GENERAL CONCRETE REQUIREMENTS

Concrete shall be composed of a cementitious material, water, fine and coarse aggregates, and admixtures. The design compressive strength shall not be less than 4,500 pounds per square inch. Water-cement ratio shall not exceed 0.45. The maximum water-cement ratio will be determined by the weight equivalency method as described in ACI 211.1 (cement plus pozzolan, silica fume, and ground granulated blast furnace slag). Materials shall meet the requirements of the respective publications and other data specified below.

2.1.1 Strength Requirements

The strength of the concrete will be considered satisfactory so long as the average of all sets of three consecutive test results equals or exceeds the specified compressive strength f'c and no individual test result falls below the specified strength f'c by more than 500 psi. A "test" is defined as the average of two companion cylinders, or if only one cylinder is tested, the results of the single cylinder test. Design compressive strength (f'c) shall be evaluated for acceptance at 28 days unless pozzolan is used, in which case the design strength shall be met in 90 calendar days, provided the 90-day period does not extend past the contract expiration date. Members identified with concrete not meeting the criteria shall be replaced. The Contractor may conduct additional testing to verify strength or further define the limits of inferior concrete if approved by the Contracting Officer.

2.1.2 Slump

Slump of the concrete, as delivered to the point of placement into the forms, shall not exceed 4 inches. If a superplastizer is used, the slump shall not exceed 4 inches before the admixture is added and shall not exceed 8 inches at the point of delivery after the admixture is added.

2.1.3 Admixtures

Concrete shall not contain admixtures that provide special properties to the concrete unless specified or approved. Admixtures be used on the project shall be included in the mix design submittals. Accelerating admixtures shall be used only during cold weather and when approved in writing by the Contracting Officer.

2.1.3.1 Air Entrainment

All concrete shall be air entrained to contain between 4 and 7 percent total air.

2.1.4 Size of Coarse Aggregate

Nominal maximum size coarse aggregate shall be 1-1/2 inches, except 3/4 inch nominal maximum size coarse aggregate shall be used when any of the following conditions exist: the narrowest dimension between sides of forms is less than 7-1/2 inches, the depth of the slab is less than 4-1/2 inches, or the minimum cover or clear spacing between reinforcing is less than 2 inches.



2.2 CEMENTITIOUS MATERIALS

Cementitious materials shall be portland cement, or portland cement in combination with pozzolan or ground granulated blast furnace slag. Optional pozzolan replacement of cement shall be limited to 20 percent of the total cementitious material of a mix by weight. Cementitious materials shall conform to appropriate specifications listed below. Use of cementitious materials in concrete which will have surfaces exposed in the completed structure shall be restricted so there is no change in color, source, or type of cementitious material.

2.2.1 Portland Cement

ASTM C 150, Type I with a maximum 15 percent amount of tricalcium aluminate, or Type II. White portland cement shall meet the above requirements except that it may be Type I, Type II or Type III. White Type III shall be used only in specific areas of the structure, when approved in writing by the Contracting Officer.

2.2.2 Pozzolan (Fly Ash)

ASTM C 618, Class C or F with the optional requirements for multiple factor, drying shrinkage, and uniformity from Table 2A of ASTM C 618. Requirement for maximum alkalies from Table 1A of ASTM C 618 shall apply.

2.2.3 Ground Granulated Blast-Furnace (GGBF) Slag

ASTM C 989, Grade 120.

2.3 AGGREGATES

2.3.1 Composition

Fine aggregate shall consist of natural sand, manufactured sand, or a combination of natural and manufactured sands. Coarse aggregate shall consist of gravel, crushed gravel, crushed stone, or a combination thereof.

2.3.2 Quality

The aggregate particles shall be clean, hard, unweathered, and uncoated. The shape of the particles shall be generally cubical or spherical. Where required, fines shall be removed from the aggregates by adequate washing. The aggregates as delivered to the mixer shall meet the quality requirements of ASTM C 33, table 3 for the appropriate type or location of concrete construction for use in a severe climate.

2.3.3 Sources

Unless approved otherwise, aggregates shall be produced from the sources listed in the "Material Sources" attachment to SECTION 35 31 19.00 13 STONE PROTECTION (RIPRAP). If the Contractor proposes to furnish aggregates from a source not listed, the Government will make such tests and other investigations as necessary to determine whether or not aggregates meeting the requirements of this project can be produced from the proposed source. The tests to which the aggregate will be subjected may include specific gravity, absorption, Los Angeles abrasion, soundness in magnesium sulfate, petrographic analysis, freezing and thawing in concrete, alkali-aggregate reaction, organic impurities, deleterious materials, and other tests necessary to determine that concrete of acceptable quality and cost can be



produced from the materials proposed. These tests will be conducted in accordance with the applicable Corps of Engineers methods of testing given in the Handbook for Concrete and Cement. When the Contractor desires to use aggregates from a source not listed, suitable samples for quality evaluation consisting of not less than 700 pounds of each size of coarse aggregate and 300 pounds of fine aggregates shall be taken in accordance with ASTM D 75 and delivered to the Contracting Officer or to a laboratory as directed. A maximum of 120 calendar days will be required to complete evaluation of the aggregate.

2.4 CHEMICAL ADMIXTURES

Chemical admixtures, when required or permitted, shall conform to the appropriate specification listed.

a. Air-Entraining Admixture. ASTM C 260 and shall consistently entrain the air content in the specified ranges under field conditions.

b. Accelerating Admixture. ASTM C 494, Type C or E, except that calcium chloride or admixtures containing calcium chloride shall not be used.

c. Water-Reducing or Retarding Admixture. ASTM C 494, Type A, B, or D.

d. High-Range Water Reducer. ASTM C 494, Type F or G.

2.5 CURING MATERIALS

2.5.1 Impervious-Sheet

Impervious-sheet materials shall conform to ASTM C 171, type optional, except that polyethylene sheet shall be white opaque.

2.5.2 Membrane-Forming Compound

Membrane-Forming curing compound shall conform to ASTM C 309, Type 1-D or 2, except that only a styrene acrylate or chlorinated rubber compound meeting Class B requirements shall be used for surfaces that are to be painted or are to receive bituminous roofing, or waterproofing, or floors that are to receive adhesive applications of resilient flooring. The curing compound selected shall be compatible with any subsequent paint, roofing, waterproofing, or flooring specified. Non pigmented compound shall contain a fugitive dye, and shall have the reflective requirements in ASTM C 309 waived. Membrane-forming curing compound shall not be used on surfaces that are to be treated with floor hardener.

2.5.3 Burlap and Cotton Mat

Burlap and cotton mat used for curing shall conform to AASHTO M 182.

2.6 WATER

Water for mixing and curing shall be fresh, clean, potable, and free of injurious amounts of oil, acid, salt, or alkali, except that non-potable water may be used if it meets the requirements of COE CRD-C 400. Water for curing shall not contain any substance that stains the concrete. River water shall not be used.



2.7 JOINT MATERIALS

2.7.1 Contraction Joints in Slabs

Sawable type contraction joint inserts shall conform to COE CRD-C 540. Materials for contraction joint inserts shall be in accordance with SECTION 03 15 00.00 10 CONCRETE ACCESSORIES. Nonsawable joint inserts shall have sufficient stiffness to permit placement in plastic concrete without undue deviation from a straight line.

2.7.2 Joint Fillers, Sealers, and Waterstops

Materials for expansion joint fillers and waterstops shall be in accordance with SECTION 03 15 00.00 10 CONCRETE ACCESSORIES.

PART 3 EXECUTION

3.1 CONCRETE FINISH SCHEDULE

a. Broomed Finish. A broomed finish shall be applied to the following surfaces: walks, exterior stairs, surfaces to receive terrazzo, treads of concrete pan stairs, and exterior slab closure. Exterior surfaces shall be sloped for drainage, unless otherwise shown.

b. Float Finish. Surfaces to be float-finished shall include the top of the structural slab where insulation is to be applied and all remaining surfaces not specified elsewhere. The finished surface shall be a true plane within 5/16 inch in 10 feet.

c. Trowel Finish. A steel trowel finish shall be applied to all floor surfaces, unless otherwise specified or indicated.

d. Forms. Surfaces, unless another type of finish is specified, shall be left with the texture imparted by the forms, except defective surfaces shall be repaired as described above. Forms shall not be reused if there is any evidence of surface wear or defects that would impair the quality of the surface.

3.2 PREPARATION FOR PLACING

Surfaces to receive concrete shall be clean, damp and free from frost, ice, mud, loose particles, foreign matter and standing water. Forms shall be in place, cleaned, coated, and adequately supported, in accordance with SECTION 03 11 13.00 10 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING. Reinforcing steel shall be in place, cleaned, tied, and adequately supported, in accordance with SECTION 03 20 01.00 10 CONCRETE REINFORCEMENT. Transporting and conveying equipment shall be in-place, ready for use, clean, and free of hardened concrete and foreign material. Equipment for consolidating concrete shall be at the placing site and in proper working order. Equipment and material for curing and for protecting concrete from weather or mechanical damage shall be at the placing site, in proper working condition and in sufficient amount for the entire placement. When hot, windy conditions during concreting appear probable, equipment and material shall be at the placing site to provide windbreaks, shading, fogging, or other action to prevent plastic shrinkage cracking or other damaging drying of the concrete. Concrete shall not be placed before the completion of all adjacent pile driving or other operations that might prove detrimental to freshly placed concrete.



3.2.1 Soil Subgrades

Immediately prior to setting forms and reinforcement, the foundation shall be compacted with a manual tamper.

3.2.2 Embedded Items Before placement of concrete, care shall be taken to determine that all embedded items are firmly and securely fastened in place as indicated on the drawings, or required. Conduit and other embedded items shall be clean and free of oil and other foreign matter such as loose coatings or rust, paint, and scale. The embedding of wood in concrete will be permitted only when specifically authorized or directed. Voids in sleeves, inserts, and anchor slots shall be filled temporarily with readily removable materials to prevent the entry of concrete into voids. Welding shall not be performed on embedded metals within 12 inches of the surface of the concrete.

3.3 CONCRETE PRODUCTION

Concrete shall be furnished from a ready-mixed concrete plant, except that small batches for pours less than 2 cubic yards may be batched on-site. Ready-mixed concrete shall be batched, mixed, and transported in accordance with ASTM C 94. Truck mixers, agitators, and nonagitating transporting units shall comply with NRMCA TMMB 100. Ready-mix plant equipment and facilities shall be certified in accordance with NRMCA QC 3. Aluminum pipes, chutes, troughs, spouts, or tremies shall not be used for pumping, conveying, or placing concrete.

3.3.1 Concrete Mixers

The mixers shall not be charged in excess of the capacity recommended by the manufacturer. Truck mixers, the mixing of concrete therein, and concrete uniformity shall conform to the requirements of ASTM C 94. Each truck shall be equipped with two counters from which it is possible to determine the number of revolutions at mixing speed and the number of revolutions at agitating speed.

3.3.2 Site Mixed Concrete

If the Contractor elects to provide an onsite batching and mixing plant, a batch type plant shall be provided of sufficient capacity to prevent cold joints. Site-mixed concrete shall be produced in conformance with ACI 301, or by volumetric batching and continuous mixing in conformance with ASTM C 685.

3.4 TRANSPORTING CONCRETE TO PROJECT SITE

Concrete shall be transported to the placing site in truck mixers conforming to NRMCA TMMB 100.

3.5 CONVEYING CONCRETE ON SITE

Concrete shall be conveyed from mixer to forms by methods that will prevent segregation or loss of ingredients. Any concrete transferred from one conveying device to another shall be passed through a hopper, which is conical in shape, and shall not be dropped vertically more than 5 feet, except where suitable equipment is provided to prevent segregation and



where specifically authorized. Trucks shall be equipped with radios or phones to permit communication between the mixing plant and the concrete placement site.

3.5.1 Concrete Pumps

The pipeline shall be rigid steel pipe or heavy-duty flexible hose. The inside diameter of the pipe shall be at least three times the nominal maximum size coarse aggregate in the concrete mixture to be pumped, but not less than 5 inches. The maximum size coarse aggregate will not be reduced to accommodate the pumps. The distance to be pumped shall not exceed limits recommended by the pump manufacturer. The concrete shall be supplied to the concrete pump continuously. When pumping is completed, concrete remaining in the pipeline shall be ejected without contamination of concrete in place. After each operation, equipment shall be thoroughly cleaned, and flushing water shall be wasted outside of the forms and in compliance with the approved environmental protection plan.

3.6 PLACING CONCRETE

Mixed concrete shall be discharged within 1-1/2 hours or before the mixer drum has revolved 300 revolutions, whichever comes first after the introduction of the mixing water to the cement and aggregates. When the length of haul makes it impossible to deliver truck- mixed concrete within this time limit, batching of cement and a portion of the mixing water shall be delayed until the truck mixer is at or near the construction site. Concrete shall be placed within 15 minutes after it has been discharged from the transporting unit. Sufficient placing capacity shall be provided so that concrete can be kept free of cold joints.

3.6.1 Depositing Concrete

Concrete shall be deposited as close as possible to its final position in the forms, and there shall be no vertical drop greater than 5 feet except where suitable equipment is provided to prevent segregation and where specifically authorized. Depositing of the concrete shall be so regulated that it will be effectively consolidated in horizontal layers not more than 18 inches thick, except that all slabs shall be placed in a single layer. Concrete to receive other construction shall be screeded to the proper level. Concrete shall be deposited continuously so that fresh concrete is deposited on in-place concrete that is still plastic. Fresh concrete shall not be deposited on concrete that has hardened sufficiently to cause formation of seams or planes of weakness within the section. Concrete that has surface dried, partially hardened, or contains foreign material shall not be used.

3.6.2 Consolidation

Consolidation of concrete shall conform to ACI 309R, except as otherwise specified. Immediately after placing, each layer of concrete shall be consolidated by internal vibrators, except for slabs 4 inches thick or less. The vibrators shall at all times be adequate in effectiveness and number to properly consolidate the concrete. A spare vibrator shall be kept at the jobsite during all concrete placing operations. Vibrators shall be inserted vertically at uniform spacing over the area of placement. The distance between insertions shall be approximately 1-1/2 times the radius of action of the vibrator so that the area being vibrated will overlap the adjacent just-vibrated area by a reasonable amount. The vibrator shall penetrate rapidly to the bottom of the layer and at least 6



inches into the preceding layer if there is such. Vibrator shall be held stationary until the concrete is consolidated and then vertically withdrawn slowly while operating. Form vibrators shall not be used unless specifically approved and unless forms are constructed to withstand their use. Vibrators shall not be used to move concrete within the forms. Excessive vibration of concrete resulting in segregation shall be prevented.

3.6.3 Cold Weather Requirements Concrete shall not be placed without an approved Cold Weather Plan submittal when the concrete is likely to be subjected to freezing temperatures before the expiration of the curing period. Heating of the mixing water or aggregates will be required to regulate the concrete-placing temperatures. The placing temperature of the concrete shall be as recommended in ACI 306R, Table 3.1, with the temperature of the concrete measured in accordance with ASTM C 1064. Air and form temperature in contact with concrete shall be above 50 degrees F prior to placing concrete and maintained for the first 3 days, and at a temperature above 32 degrees F for the remainder of the specified curing period. Thermometers shall be installed at such locations as may be directed. Suitable thermometers shall be furnished by the Contractor and installed adjacent to the concrete surface and 2 inches inside the surface of the concrete. During the period of protection removal, heat shall be shut down and insulation or tents shall removed in a systematic schedule such that the temperature differential between the air and concrete surface does not exceed 25 degrees F. Exhaust fumes from combustion heating units shall be vented to the outside of the enclosure, and heaters and ducts shall be placed and directed so as not to cause areas of overheating and drying of concrete surfaces or to create fire hazards. Materials entering the mixer shall be free from ice, snow, or frozen lumps. Salt, chemicals or other materials shall not be incorporated in the concrete to prevent freezing.

3.6.4 Hot Weather Requirements

Concrete shall be properly placed and finished with approved procedures in accordance with ACI 305R. When hot, windy conditions during concreting appear probable, equipment and material shall be at the placing site to provide windbreaks, shading, fogging, or other action to prevent plastic shrinkage cracking or other damaging drying of the concrete. The concrete-placing temperature shall not exceed 85 degrees F (60 degrees F for concrete for horizontal repairs). Cooling of the mixing water or aggregates or placing concrete in the cooler part of the day may be required to obtain an adequate placing temperature. Steel forms and reinforcements shall be cooled prior to concrete placement when steel temperatures are greater than 120 degrees F. Conveying and placing equipment shall be cooled if necessary to maintain proper concrete-placing temperature. When the rate of evaporation of surface moisture, as determined by use of Figure 4.2 of ACI 305R, may reasonably be expected to exceed 0.2 pounds per square feet per hour, provision for windbreaks, shading, fog spraying, or wet covering with a light-colored material shall be made in advance of placement, and such protective measures shall be taken as quickly as finishing operations will allow.

3.6.5 Prevention of Plastic Shrinkage Cracking

During hot weather with low humidity, and particularly with appreciable wind, as well as interior placements when space heaters produce low humidity, the Contractor shall be alert to the tendency for plastic shrinkage cracks to develop and shall institute measures to prevent this.



Take particular care if plastic shrinkage cracking is potentially imminent and especially if it has developed during a previous placement. In addition the concrete placement shall be further protected by erecting shades and windbreaks and by applying fog sprays of water, sprinkling, ponding or wet covering. Plastic shrinkage cracks that occur shall be filled by injection of epoxy resin as directed, after the concrete hardens. Plastic shrinkage cracks shall never be troweled over or filled with slurry.

3.7 JOINTS

All joints not shown on the drawings are subject to approval by the Contracting Officer. Joints shall be perpendicular to the main reinforcement.

3.7.1 Construction Joints

Concrete shall be placed continuously so that structural members are monolithic in construction. Construction joints shall be located and constructed as indicated or approved. Where concrete work is interrupted by weather, end of work shift or other similar type of delay, location and type of construction joint shall be subject to approval of the Contracting Officer. Fresh concrete shall not be placed against adjacent hardened concrete until it is at least 24 hours old.

3.7.1.1 Preparation for Construction Joints

Concrete surfaces to which other concrete is to be bonded shall be abraded in an approved manner that will expose sound aggregate uniformly without damaging the concrete. Surfaces shall be thoroughly washed and shall be damp but without free water when concrete is placed. The concrete surface shall be free of all accumulated laitance, coatings, stains, debris, loose material, and other foreign matter. Laitance shall be removed when the concrete is sufficiently hard so that only the surface skin or mortar is removed and there is no undercutting of coarse aggregate particles. The surface shall be cleaned as the last operation prior to closing forms and obstructing the area with reinforcement.

3.7.2 Preparation for Surface Repairs

Preparation for surface repairs shall follow the requirements for preparation for construction joints, with the following additional criteria: The surface preparation shall include air-water cutting, sandblasting, high-pressure water jet, or other approved method. The surface shall be cleaned as the last operation prior to placing concrete or obstructing the area with reinforcement. The surface shall be watered for 12 hours prior to placing concrete. Horizontal surfaces shall be air blasted to remove puddled water.

3.7.3 Slabs on Grade

Non-sawn joints shall be carefully made with a jointing or edging tool. The perimeters of slabs shall be free of fins, rough edges, spalling, or other unsightly appearance.

3.7.3.1 Construction Joints for Slabs on Grade

Except where otherwise indicated, the following treatment shall be constructed: Exterior slabs shall be keyed or doweled. Reinforcing steel



shall extend through construction joints.

3.7.3.2 Contraction Joints for Slabs

Contraction joints shall be 1/4 the depth of the slab thickness and between 1/8 and 3/16 inch wide. For saw-cut joints, cutting shall be timed properly with the set of the concrete. Cutting shall be started as soon as the concrete has hardened sufficiently to prevent ravelling of the edges of the saw cut. Cutting shall be completed before shrinkage stresses become sufficient to produce cracking.

3.7.4 Waste Disposal

The method used in disposing of wastewater employed in cutting, washing, and rinsing of concrete surfaces shall be such that the wastewater does not stain, discolor, or affect exposed surfaces of the structures, or damage the environment of the project area.

3.8 FINISHING FORMED SURFACES

Beginning no more than 24 hours after form removal, all fins and loose materials shall be removed. All voids and honeycombs exceeding 1/2 inch in diameter and all tie rod holes shall be reamed or chipped and filled with dry pack mortar. Voids and honeycomb shall be dampened, brush-coated with a neat cement grout or with an approved bonding agent, and filled with mortar. The cement used in mortar for all surfaces permanently exposed to view shall be a blend of portland cement and white cement, so that the final color when cured shall be the same as adjacent concrete. The mortar shall consist of one part cement to two and one-half parts fine aggregate. The quantity of mixing water shall be the minimum necessary to obtain a uniform mixture and to permit placing. Mortar shall be thoroughly compacted in place and struck off to adjacent concrete. Temperature of the concrete, ambient air, replacement concrete, or mortar during remedial work, including curing, shall be above 50 F. The patched areas shall be cured for seven days. Defective areas larger than 36 square inches in any surface shall be replaced or corrected as directed by the Contracting Officer.

3.9 FINISHING UNFORMED SURFACES

The finish of all unformed surfaces shall meet the requirements of paragraph CONSTRUCTION TOLERANCES in PART 1, when tested as specified herein.

3.9.1 General

Unformed surfaces that are not to be covered by additional concrete or backfill shall have a float finish, with additional finishing as specified below, and shall be true to the elevation shown on the drawings. Unless otherwise shown on the drawings, exterior surfaces shall be sloped for drainage, as directed. Joints shall be carefully made with a jointing or edging tool. The dusting of surfaces with dry cement or other materials or the addition of any water during finishing shall not be permitted. If bleed water is present prior to finishing, the excess water shall be carefully dragged off or removed by absorption with porous materials such as burlap. Slabs with surfaces which exhibit significant crazing shall be removed and replaced.



3.9.2 Rough Slab Finish

As a first finishing operation for unformed surfaces and as final finish for slabs to receive mortar setting beds, the surface shall receive a rough slab finish. The concrete shall be screeded with straightedge strike offs immediately after consolidation to bring the surface to the required finish level with no coarse aggregate visible. Side forms and screed rails shall be provided, rigidly supported, and set to exact line and grade.

3.9.3 Floated Finish

Screeding shall be followed immediately by darbying or bull floating before bleeding water is present, to bring the surface to a true, even plane. After the concrete has stiffened it shall be floated to a true and even plane free of ridges. Floating shall be performed by use of suitable hand floats or power driven equipment.

3.9.4 Troweled Finish

The finished surface shall be thoroughly consolidated and shall be steel-troweled to a smooth, even, dense finish, free from blemishes including trowel marks and be uniform in texture and appearance. A final hard steel troweling shall be done by hand, with the trowel tipped, and using hard pressure, when the surface is at a point that the trowel will produce a ringing sound. Tolerance shall be true planes within 5/16 inch in 10 feet as determined by a 10 foot straightedge placed anywhere on the slab in any direction.

3.9.5 Broomed Finish

After floating, the surface shall be lightly steel troweled, and then carefully scored by pulling a coarse fiber push-type broom across the surface. Brooming shall be transverse to traffic or at right angles to the slope of the slab. After the end of the curing period, the surface shall be vigorously broomed with a coarse fiber broom to remove all loose or semi-detached particles.

3.10 CURING AND PROTECTION

Concrete shall be cured by an approved method for a period of 7 days, except that cement blended with pozzolan shall be cured for 14 days.

3.10.1 General

Immediately after placement, concrete shall be protected from premature drying, extremes in temperatures, rapid temperature change, mechanical injury and damage from rain and flowing water. Materials and equipment needed for adequate curing and protection shall be available and at the site prior to placing concrete. No fire or excessive heat, including welding, shall be permitted near or in direct contact with the concrete at any time.

3.10.2 Moist Curing Concrete to be moist-cured shall be maintained continuously wet for the entire curing period, commencing immediately after finishing. When wooden forms are left in place during curing, they shall be kept wet at all times. Surfaces shall be cured by ponding, by continuous sprinkling, by continuously saturated burlap or cotton mats, or by continuously saturated



plastic coated burlap. Burlap and mats shall be clean and free from any contamination and shall be completely saturated before being placed on the concrete. The Contractor shall have an approved work system to ensure that moist curing is continuous 24 hours per day. If inspection identifies an area of inadequate curing, immediate corrective action shall be taken, and the required curing period for those areas shall be extended by 1 day.

3.10.3 Membrane Forming Curing Compounds

Membrane curing will not be permitted on any surface to which sack-rubbed finish or smooth finish is to be applied. Membrane curing shall not be used on surfaces containing protruding steel reinforcement, or surfaces that are to receive any subsequent treatment depending on adhesion or bonding to the concrete, such as additional concrete, hardeners, sealers, terrazzo, or abrasive aggregate finish. Clear or translucent membrane-forming compound with fugitive dye shall be used on all surfaces permanently exposed to view, and white pigmented compound may be used on all other surfaces. A styrene acrylate or chlorinated rubber compound meeting ASTM C 309, Class B requirements, may be used for surfaces which are to be painted or are to receive bituminous roofing or waterproofing, or floors that are to receive adhesive applications of resilient flooring. The curing compound selected shall be compatible with any subsequent paint, roofing, waterproofing or flooring. Membrane curing compound shall not be used on surfaces that are maintained at curing temperatures with free steam.

Curing compound shall be applied to formed surfaces immediately after the forms are removed and prior to any patching or other surface treatment except the cleaning of loose sand, mortar, and debris from the surface. All surfaces shall be thoroughly moistened with water. Curing compound shall be applied to slab surfaces as soon as the bleeding water has disappeared, with the tops of joints being temporarily sealed to prevent entry of the compound and to prevent moisture loss during the curing period. The curing compound shall be applied in a two-coat continuous operation by approved motorized power-spraying equipment operating at a minimum pressure of 75 psi, at a uniform coverage of not more than 400 square feet per gallon for each coat, and the second coat shall be applied perpendicular to the first coat. Concrete surfaces which have been subjected to rainfall within 3 hours after curing compound has been applied shall be resprayed by the method and at the coverage specified. Surfaces on which clear compound is used shall be shaded from direct rays of the sun for the first 3 days. Surfaces coated with curing compound shall be kept free of foot and vehicular traffic, and from other sources of abrasion and contamination during the curing period.

Appearance is a primary consideration for exterior concrete surfaces exposed to view. The Contractor shall exercise extreme care to apply curing compound evenly on these surfaces. Variations in shade, color, or tint, resulting from uneven application of curing compound, shall be repaired by and at the expense of the Contractor as directed.

3.10.4 Impervious Sheeting

Surfaces shall be thoroughly wetted and be completely covered with sheeting. Sheeting shall be at least 18 inches wider than the concrete surface to be covered. Covering shall be laid with light-colored side up. Covering shall be lapped not less than 12 inches and securely weighted down or shall be lapped not less than 4 inches and taped to form a continuous cover with completely closed joints. The sheet shall be weighted to prevent displacement so that it remains in contact with the concrete during



the specified length of curing. Coverings shall be folded down over exposed edges of slabs and secured by approved means. Sheets shall be immediately repaired or replaced if tears or holes appear during the curing period. If inspection identifies tears, holes, laps or joints that are not completely closed, the tears and holes shall promptly be repaired or the sheets replaced, the joints closed, and the required curing period for those areas shall be extended by 1 day.

3.10.5 Ponding or Immersion

Water shall not be more than 20 degrees F less than the temperature of the concrete.

3.11 TESTING AND INSPECTION FOR CONTRACTOR QUALITY CONTROL

The Contractor shall perform the inspection and tests described below and, based upon the results of these inspections and tests, shall take the action required and shall submit specified reports. When, in the opinion of the Contracting Officer, the concreting operation is out of control, concrete placement shall cease and the operation shall be corrected. The laboratory performing the tests shall conform with ASTM C 1077. If the Government conducts quality assurance testing, the Contractor shall assist in collection of samples as directed. All necessary platforms, tools, and equipment for obtaining samples shall be furnished by the Contractor.

3.11.1 Grading and Corrective Action

3.11.1.1 Fine Aggregate

At least once during each shift when the concrete plant is operating, there shall be one sieve analysis in accordance with ASTM C 136.

3.11.1.2 Coarse Aggregate

At least once during each shift in which the concrete plant is operating, there shall be a sieve analysis in accordance with ASTM C 136 for each size of coarse aggregate.

3.11.2 Concrete Mixture

Concrete shall be sampled in accordance with ASTM C 172.

a. Air Content Testing. Air content tests shall be measured when compressive strength specimens are fabricated. Specified air content shall be attained at point of placement into the forms. Measurement shall be in accordance with ASTM C 231.

c. Slump Testing. The concrete slump shall be measured when compressive strength specimens are fabricated. Measurement shall be in accordance with ASTM C 143. The slump shall be reported along with the compressive strength data.

e. Temperature. The temperature of the concrete shall be measured when compressive strength specimens are fabricated. Measurement shall be in accordance with ASTM C 1064. The temperature shall be reported along with the compressive strength data.

f. Strength Specimens. Test cylinders shall be cast for compressive strength tests for each mix design at the following rates:



a. not less than once each day when pour exceeds 8 cubic yards.

b. not less than once for each 125 cubic yards of concrete.

c. the number of test cylinders need not exceed 3 sets per day for each mix.

A set of test specimens shall consist of four cylinders, one to be tested at 7 days and two at 28 days. If either of the 28 day breaks does not meet the specified strength, the fourth cylinder shall be tested at 90 days, otherwise it shall be discarded. Test specimens shall be molded and cured in accordance with ASTM C 31 and tested in accordance with ASTM C 39. Results of all strength tests shall be reported immediately to the Contracting Officer.

3.11.3 Inspection Before Placing

Foundations, construction joints, forms, and embedded items shall be inspected by the Contractor in sufficient time prior to each concrete placement in order to certify to the Contracting Officer that they are ready to receive concrete. Full cooperation shall be given other trades to install embedded items. Suitable templates or instructions shall be used for setting items not placed in the forms.

3.11.4 Cold-Weather Protection

At least once each shift and once per day on non-work days, an inspection shall be made of all areas subject to cold-weather protection. Any deficiencies shall be noted, corrected, and reported.

3.11.5 Reports

The results of all tests and inspections conducted at the project site, as well as corrective actions taken, shall be reported in writing weekly and shall be delivered to the quality assurance representative within three days after the end of each weekly reporting period. The Contracting Officer has the right to examine all Contractor quality control records.






SECTION 05 50 00

METAL: MISCELLANEOUS AND FABRICATIONS

04/06

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 QUALIFICATION OF WELDERS 1.4 DELIVERY, STORAGE, AND PROTECTION

PART 2 PRODUCTS

2.1 MATERIALS 2.1.1 Structural Carbon Steel 2.1.2 Structural Tubing 2.1.3 Steel Pipe 2.1.4 Fittings for Steel Pipe 2.1.5 Gratings 2.1.6 Anchor Bolts 2.1.6.1 Bolts, Nuts, Studs and Rivets 2.1.6.2 Powder Driven Fasteners 2.1.6.3 Washers 2.1.7 Metal Sheet Piling 2.2 FABRICATION FINISHES 2.2.1 Galvanizing 2.2.2 Galvanize 2.2.3 Repair of Zinc-Coated Surfaces 2.2.4 Shop Cleaning and Painting 2.3 FLOOR GRATINGS 2.4 HANDRAILS 2.4.1 Steel Handrails, Including Carbon Steel Inserts 2.5 MISCELLANEOUS PLATES AND SHAPES

PART 3 EXECUTION

3.1 GENERAL INSTALLATION REQUIREMENTS 3.2 WORKMANSHIP 3.3 ANCHORAGE, FASTENINGS, AND CONNECTIONS 3.4 BUILT-IN WORK 3.5 WELDING 3.6 FINISHES 3.6.1 Dissimilar Materials 3.6.2 Field Preparation 3.6.3 Environmental Conditions 3.7 FRAMES 3.8 HANDRAILS 3.8.1 Steel Handrail 3.9 SHEETPILE INSTALLATION 3.9.1 Placing and Driving



3.9.1.1 Placing 3.9.1.2 Driving 3.9.2 Cutting 3.9.3 Inspection of Driven Piling






SECTION 05 50 00

METAL: MISCELLANEOUS AND FABRICATIONS

04/06

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 QUALIFICATION OF WELDERS 1.4 DELIVERY, STORAGE, AND PROTECTION

PART 2 PRODUCTS

2.1 MATERIALS 2.1.1 Structural Carbon Steel 2.1.2 Structural Tubing 2.1.3 Steel Pipe 2.1.4 Fittings for Steel Pipe 2.1.5 Gratings 2.1.6 Anchor Bolts 2.1.6.1 Bolts, Nuts, Studs and Rivets 2.1.6.2 Powder Driven Fasteners 2.1.6.3 Washers 2.1.7 Metal Sheet Piling 2.2 FABRICATION FINISHES 2.2.1 Galvanizing 2.2.2 Galvanize 2.2.3 Repair of Zinc-Coated Surfaces 2.2.4 Shop Cleaning and Painting 2.3 FLOOR GRATINGS 2.4 HANDRAILS 2.4.1 Steel Handrails, Including Carbon Steel Inserts 2.5 WELDED STEEL GATE 2.6 MISCELLANEOUS PLATES AND SHAPES 2.7 SPRING MOUNTS FOR FIBERGLASS POSTS

PART 3 EXECUTION

3.1 GENERAL INSTALLATION REQUIREMENTS 3.2 WORKMANSHIP 3.3 ANCHORAGE, FASTENINGS, AND CONNECTIONS 3.4 BUILT-IN WORK 3.5 WELDING 3.6 FINISHES 3.6.1 Dissimilar Materials 3.6.2 Field Preparation 3.6.3 Environmental Conditions 3.7 FRAMES 3.8 HANDRAILS 3.8.1 Steel Handrail

September 2014 SECTION 05 50 00 Page 1 NOT-BUILT


3.9 SHEETPILE INSTALLATION 3.9.1 Placing and Driving 3.9.1.1 Placing 3.9.1.2 Driving 3.9.2 Cutting 3.9.3 Inspection of Driven Piling




SECTION 05 50 00

METAL: MISCELLANEOUS AND FABRICATIONS04/06

PART 1 GENERAL

1.1 REFERENCES


AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

AISC 303 (2010) Code of Standard Practice for Steel Buildings and Bridges

AMERICAN SOCIETY OF SAFETY ENGINEERS (ASSE/SAFE)

ASSE/SAFE A10.3 (2006) Operations - Safety Requirements for Powder Actuated Fastening Systems


AWS D1.1/D1.1M (2010) Structural Welding Code - Steel


ASME B18.2.2 (2010) Standard for Square and Hex Nuts

ASME B18.21.1 (2009) Washers: Helical Spring-Lock, Tooth Lock, and Plain Washers (Inch Series)


ASTM A 123/A 123M (2009) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A 153/A 153M (2009) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A 307 (2010) Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength

ASTM A 36/A 36M (2008) Standard Specification for Carbon Structural Steel

ASTM A 328/A 328M (2007; R 2012) Standard Specification for Steel Sheet Piling

ASTM A 47/A 47M (1999; R 2009) Standard Specification for Ferritic Malleable Iron Castings



ASTM A 48/A 48M (2003; R 2008) Standard Specification for Gray Iron Castings

ASTM A 500 (2010a) Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

ASTM A 53 (2012) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A 653/A 653M (2011) Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process

ASTM A 687 (1993) High-Strength Nonheaded Steel Bolts and Studs

ASTM A 780 (2009) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings

ASTM A 924/A 924M (2010a) Standard Specification for General Requirements for Steel Sheet, Metallic-Coated by the Hot-Dip Process

ASTM D 1187 (1997; R 2002e1) Asphalt-Base Emulsions for Use as Protective Coatings for Metal

ASTM F 1679 (2004 e1) Standard Test Method for Using a Variable Incidence Tribometer

MASTER PAINTERS INSTITUTE (MPI)

MPI 79 (Oct 2009) Alkyd Anti-Corrosive Metal Primer

NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS (NAAMM)

NAAMM MBG 531 (2009) Metal Bar Grating Manual

1.2 SUBMITTALS


SD-02 Shop Drawings

Floor gratings, fabrication and installation drawings; G, STR

Handrails, fabrication and installation drawings; G, STR

Welded Steel Gate, fabrication and installation drawings; G, STR



Embedded angles and plates, fabrication and installation drawings; G, STR

Submit detail fabrication drawings showing layout(s), connections to structural system, and anchoring details as specified in AISC 303.

Submit templates, erection and installation drawings indicating thickness, type, grade, class of metal, and dimensions. Show construction details, reinforcement, anchorage, and installation with relation to construction.

SD-03 Product Data

Floor gratings

Handrails

Metal Sheet Piling

Spring Mounts For Fiberglass Posts

1.3 QUALIFICATION OF WELDERS

Qualify welders in accordance with AWS D1.1/D1.1M. Use procedures, materials, and equipment of the type required for the work.

1.4 DELIVERY, STORAGE, AND PROTECTION

Protect from corrosion, deformation, and other types of damage. Store items in an enclosed area free from contact with soil and weather. Remove and replace damaged items with new items.

PART 2 PRODUCTS

2.1 MATERIALS

Conform to the respective specifications and other designated requirements for miscellaneous metal materials and standard metal articles. Sizes shall be as specified or shown. Where material requirements are not specified, furnish materials suitable for the intended use and subject to approval.

2.1.1 Structural Carbon Steel

ASTM A 36/A 36M.

2.1.2 Structural Tubing

ASTM A 500.

2.1.3 Steel Pipe

ASTM A 53, Type E or S, Grade B.

2.1.4 Fittings for Steel Pipe

Standard malleable iron fittings ASTM A 47/A 47M.



2.1.5 Gratings

a. Gray cast iron ASTM A 48/A 48M, Class 40.

c. Metal bar type grating NAAMM MBG 531.

2.1.6 Anchor Bolts

ASTM A 307. Where exposed, shall be of the same material, color, and finish as the metal to which applied.

2.1.6.1 Bolts, Nuts, Studs and Rivets

ASME B18.2.2 and ASTM A 687 or ASTM A 307.

2.1.6.2 Powder Driven Fasteners

Follow safety provisions of ASSE/SAFE A10.3.

2.1.6.3 Washers

Provide plain washers to conform to ASME B18.21.1. Provide beveled washers for American Standard beams and channels, square or rectangular, tapered in thickness, and smooth. Provide lock washers to conform to ASME B18.21.1.

2.1.7 Metal Sheet Piling

Metal sheet piling shall be hot-rolled steel sections conforming to ASTM A 328/A 328M. Sheet piling, including special fabricated sections, shall be full-length sections of the dimensions shown. Fabricated sections shall conform to the requirement and the piling manufacturer's recommendations for fabricated sections. Fabricated tees, wyes and cross pieces shall be fabricated of piling sections with a minimum web thickness of 0.375 inch. Sheet piling shall be provided with standard pulling holes. The interlocks of sheet piling shall be free-sliding, provide a swing angle suitable for the intended installation but not less than 5 degrees when interlocked, and maintain continuous interlocking when installed.

2.2 FABRICATION FINISHES

2.2.1 Galvanizing

Hot-dip galvanize items specified to be zinc-coated, after fabrication where practicable. Galvanizing: ASTM A 123/A 123M, ASTM A 153/A 153M, ASTM A 653/A 653M or ASTM A 924/A 924M, G90, as applicable.

2.2.2 Galvanize

Anchor bolts, grating fasteners, washers, and parts or devices necessary for proper installation, unless indicated otherwise.

2.2.3 Repair of Zinc-Coated Surfaces

Repair damaged surfaces with galvanizing repair method and paint conforming to ASTM A 780 or by application of stick or thick paste material specifically designed for repair of galvanizing, as approved by Contracting Officer. Clean areas to be repaired and remove slag from welds. Heat surfaces to which stick or paste material is applied, with a torch to a temperature sufficient to melt the metallics in stick or paste; spread



molten material uniformly over surfaces to be coated and wipe off excess material.

2.2.4 Shop Cleaning and Painting

Surfaces of ferrous metal except galvanized surfaces, shall be cleaned and shop coated with the manufacturer's standard protective coating unless otherwise specified. Surfaces of items to be embedded in concrete shall not be painted. Items to be finish painted shall be prepared according to manufacturer's recommendations or as specified.

2.3 FLOOR GRATINGS

Design steel grating in accordance with NAAMM MBG 531 for bar type grating or manufacturer's charts for plank grating.

a. Design floor gratings to support a live load of 200 pounds per square foot for the spans indicated, with maximum deflection of L/240.

b. NAAMM MBG 531, band edges of grating with bars of the same size as the bearing bars. Weld banding in accordance with the manufacturer's standard for trim unless otherwise indicated. Design tops of bearing bars, cross or intermediate bars to be in the same plane and match grating finish.

c. Slip resistance requirements must exceed both wet and dry a static coefficient of friction of 0.6 as tested in accordance with ASTM F 1679.

2.4 HANDRAILS

Design handrails to resist a concentrated load of 200 lbs in any direction at any point of the top of the rail or 20 lbs per foot applied horizontally to top of the rail, whichever is more severe.

2.4.1 Steel Handrails, Including Carbon Steel Inserts

Steel handrails, including inserts in concrete, shall be steel pipe conforming to ASTM A 53 or structural tubing conforming to ASTM A 500, Grade A or B of equivalent strength. Steel railings shall be the nominal sizes indicated on the drawings. Railings to be hot-dip galvanized. Pipe collars shall be hot-dip galvanized.

a. Fabrication: Joint posts, rail, and corners by one of the following methods:

(1) Flush-type rail fittings of commercial standard, welded and ground smooth with railing splice locks secured with 3/8 inch hexagonal recessed-head setscrews.

(2) Mitered and welded joints made by fitting post to top rail and intermediate rail to post, mitering corners, groove welding joints, and grinding smooth. Butt railing splices and reinforce them by a tight fitting interior sleeve not less than 6 inches long.

(3) Railings may be bent at corners in lieu of jointing, provided bends are made in suitable jigs and the pipe is not crushed.



b. Provide removable sections, toe-boards and brackets as indicated.

2.5 WELDED STEEL GATE

Provide fabricated welded steel gates per the fabrication detail in the plans. Tube steel components shall conform to ASTM A 500. All welded components shall be hot dipped galvanized per ASTM A 123/A 123M prior to installation. All hardware utilize shall be hot dipped galvanized per ASTM A 123/A 123M.

2.6 MISCELLANEOUS PLATES AND SHAPES

Provide for items that do not form a part of the structural steel framework, such as lintels, sill angles, miscellaneous mountings and frames.

Provide angles and plates, ASTM A 36/A 36M, for embedment as indicated. Galvanize embedded items exposed to the elements according to ASTM A 123/A 123M.

2.7 SPRING MOUNTS FOR FIBERGLASS POSTS

Provide standard manufacture's heavy duty stainless steel spring that allows for 360 degree flexability without damage. Include high visible fiberglass post with relective tape that provides day and night visibility in all weather conditions.

PART 3 EXECUTION

3.1 GENERAL INSTALLATION REQUIREMENTS

Install items at locations indicated, according to manufacturer's instructions. The Contractor shall verify all measurements and shall take all field measurements necessary before fabrication. Exposed fastenings shall be compatible materials, shall generally match in color and finish, and shall harmonize with the material to which fastenings are applied. Materials and parts necessary to complete each item, even though such work is not definitely shown or specified, shall be included. Poor matching of holes for fasteners shall be cause for rejection. Fastenings shall be concealed where practicable. Thickness of metal and details of assembly and supports shall provide strength and stiffness. Joints exposed to the weather shall be formed to exclude water. Items listed below require additional procedures.

3.2 WORKMANSHIP

Miscellaneous metalwork shall be well formed to shape and size, with sharp lines and angles and true curves. Drilling and punching shall produce clean true lines and surfaces. Welding shall be continuous along the entire area of contact except where tack welding is permitted. Exposed connections of work in place shall not be tack welded. Exposed welds shall be ground smooth. Exposed surfaces of work in place shall have a smooth finish, and unless otherwise approved, exposed riveting shall be flush. Where tight fits are required, joints shall be milled. Corner joints shall be coped or mitered, well formed, and in true alignment. Work shall be accurately set to established lines and elevations and securely fastened in place. Installation shall be in accordance with manufacturer's



installation instructions and approved drawings, cuts, and details.

3.3 ANCHORAGE, FASTENINGS, AND CONNECTIONS

Provide anchorage where necessary for fastening miscellaneous metal items securely in place. Include for anchorage not otherwise specified or indicated slotted inserts, expansion shields, and powder-driven fasteners, when approved for concrete; toggle bolts and through bolts for masonry; machine and carriage bolts for steel; through bolts, lag bolts, and screws for wood. Do not use wood plugs in any material. Provide non-ferrous attachments for non-ferrous metal. Make exposed fastenings of compatible materials, generally matching in color and finish, to which fastenings are applied. Conceal fastenings where practicable.

3.4 BUILT-IN WORK

Form for anchorage metal work built-in with concrete or masonry, or provide with suitable anchoring devices as indicated or as required. Furnish metal work in ample time for securing in place as the work progresses.

3.5 WELDING

Perform welding, welding inspection, and corrective welding, in accordance with AWS D1.1/D1.1M. Use continuous welds on all exposed connections. Grind visible welds smooth in the finished installation.

3.6 FINISHES

3.6.1 Dissimilar Materials

Where dissimilar metals are in contact, protect surfaces with a coat conforming to MPI 79 to prevent galvanic or corrosive action. Where aluminum is in contact with concrete, plaster, mortar, masonry, wood or absorptive materials subject to wetting, protect with ASTM D 1187, asphalt-base emulsion.

3.6.2 Field Preparation

Remove rust preventive coating just prior to field erection, using a remover approved by the rust preventive manufacturer. Surfaces, when assembled, shall be free of rust, grease, dirt and other foreign matter.

3.6.3 Environmental Conditions

Do not clean or paint surface when damp or exposed to foggy or rainy weather, when metallic surface temperature is less than 5 degrees F above the dew point of the surrounding air, or when surface temperature is below 45 degrees F or over 95 degrees F, unless approved by the Contracting Officer.

3.7 FRAMES

Install the tops of frames flush with the top of the walls.

3.8 HANDRAILS

Splices, where required, shall be made at expansion joints. Removable sections shall be installed as indicated.



3.8.1 Steel Handrail

Affix base to structure by flanges bolted and anchored to concrete as shown on the drawings.

3.9 SHEETPILE INSTALLATION

3.9.1 Placing and Driving

3.9.1.1 Placing

Any excavation required within the area where sheet pilings are to be installed shall be completed prior to placing sheet pilings. Pilings shall be carefully located as shown or directed. Pilings shall be placed plumb with out-of-plumbness not exceeding 1/4 inch per foot of length and true to line. Place the pile so the face will not be more than 6 inches from vertical alignment at any point. Pilings properly placed and driven shall be interlocked throughout their length with adjacent pilings to form a continuous diaphragm throughout the length or run of piling wall. Temporary wales, templates or guide structures shall be provided to insure that the pilings are placed to the correct alignment. Use a system of structural framing sufficiently rigid to resist lateral forces to adequately support the sheet piling.

3.9.1.2 Driving

Sheet pilings shall placed or driven by approved methods so as not to subject the pilings to damage and to ensure proper interlocking throughout their lengths. A protecting cap shall be employed in driving when using impact hammers to prevent damage to the tops of pilings. Pilings damaged during driving or driven out of interlock shall be removed and replaced at the Contractor's expense. Pilings shall be driven without the aid of a water jet unless otherwise authorized. Adequate precautions shall be taken to insure that pilings are driven plumb. Pilings shall be driven to depths shown and shall extend up to the elevation indicated for the top of pilings. Pilings shall not be driven within 100 feet of concrete less than 7 days old.

3.9.2 Cutting

The Contractor shall cut holes in pilings for bolts, rods, drains or utilities as shown or as directed. All cutting shall be done in a neat and workmanlike manner. A straight edge shall be used in cuts made by burning to avoid abrupt nicks. Bolt holes in steel piling shall be drilled or may be burned and reamed by approved methods which will not damage the surrounding metal. Holes other than bolt holes shall be reasonably smooth and the proper size for rods and other items to be inserted. All holes in steel pilings on the wet side of cofferdams shall be made watertight by welding steel plates over the holes after the piling installation is completed.

3.9.3 Inspection of Driven Piling

Inspect all piles for compliance with tolerance requirements. Bring any unusual problems which may occur to the attention of the Contracting Officer. The Contractor shall inspect the interlocked joints of driven pilings extending above ground. Pilings found to be out of interlock shall be removed and replaced at the Contractor's expense.





SECTION 05 50 03.00 10

METALWORK FABRICATION, MACHINE WORK, MISCELLANEOUS PROVISIONS

04/06

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 DETAIL DRAWINGS 1.4 QUALIFICATION OF WELDERS AND WELDING OPERATORS 1.5 DELIVERY, STORAGE AND HANDLING 1.5.1 Galvanized Steel Items 1.5.2 Rubber Seals

PART 2 PRODUCTS

2.1 MATERIALS 2.1.1 Materials Orders 2.1.2 Materials List 2.1.3 Shipping Bill 2.1.4 Miscellaneous Metals and Standard Articles 2.1.4.1 Structural Steel 2.1.4.2 Steel Tubing 2.1.4.3 Steel Pipe and Pipe Fittings 2.1.4.4 Bars and Shapes 2.1.4.5 Threaded Rod 2.1.4.6 Steel Joint Ring 2.1.4.7 Bolts, Nuts, and Washers 2.1.4.8 Screws 2.1.4.9 Welding Electrodes 2.1.4.10 Embedded Anchor Bolts, Expansion Anchor Bolts, Adhesive

Anchor Bolts 2.1.4.11 Galvanizing Repair Paint 2.1.5 Rubber Seal Pad and Adhesive 2.1.6 MANUFACTURED UNITS 2.1.6.1 Steel Grating 2.2 FABRICATION 2.2.1 Structural Fabrication 2.2.1.1 Dimensional Tolerances for Structural Work 2.2.1.2 Structural Steel Fabrication 2.2.2 Welding 2.2.2.1 Welding of Structural Steel 2.2.2.2 Welding of Steel Castings 2.2.2.3 Welding of Stainless Steel 2.2.3 Bolted Connections 2.2.3.1 Bolted Structural Steel Connections 2.2.4 Castings 2.2.5 Machine Work 2.2.5.1 Finished Surfaces 2.2.5.2 Unfinished Surfaces



2.2.6 Miscellaneous Provisions 2.2.6.1 Metallic Coatings 2.2.7 Shop Assembly 2.3 TESTS, INSPECTIONS, AND VERIFICATIONS 2.3.1 Nondestructive Testing 2.3.2 Tests of Structural Units 2.3.3 Inspection of Structural Steel Welding 2.3.3.1 Visual Examination 2.3.3.2 Nondestructive Examination 2.3.3.3 Test Coupons 2.3.3.4 Supplemental Examination 2.3.4 Structural Steel Welding Repairs

PART 3 EXECUTION

3.1 INSTALLATION 3.1.1 Alignment and Setting 3.1.2 Blocking and Wedges 3.1.3 Expansion Anchor Bolts and Adhesive Anchor Bolts 3.1.4 Bolted Connections 3.1.5 Steel Grating 3.2 PROTECTION OF FINISHED WORK 3.2.1 Machined Surfaces 3.2.2 Galvanized Surfaces 3.3 TESTS 3.3.1 Workmanship 3.3.2 Production Welding




SECTION 05 50 03.00 10

METALWORK FABRICATION, MACHINE WORK, MISCELLANEOUS PROVISIONS04/06

PART 1 GENERAL

1.1 REFERENCES



AWS D1.1/D1.1M (2010) Structural Welding Code - Steel

AWS D1.2/D1.2M (2008) Structural Welding Code - Aluminum

AWS D1.6/D1.6M (2007) Structural Welding Code — Stainless Steel


ASME B4.1 (1967; R 2009) Preferred Limits and Fits for Cylindrical Parts

ASME B18.2.1 (2010) Square and Hex Bolts and Screws (Inch Series)

ASME B18.2.2 (2010) Standard for Square and Hex Nuts

ASME B18.3 (2003; R 2008) Socket Cap Shoulder and Set Screws, Hex and Spline Keys (Inch Series)

ASME B18.6.2 (1998; R 2010) Slotted Head Cap Screws, Square Head Set Screws, and Slotted Headless Set Screws: Inch Series

ASME B18.6.3 (2010) Machine Screws, Tapping Screws, and Machine Drive Screws (Inch Series)

ASME B18.21.1 (2009) Washers: Helical Spring-Lock, Tooth Lock, and Plain Washers (Inch Series)

ASME B18.22M (1981; R 2010) Metric Plain Washers

ASME B46.1 (2009) Surface Texture (Surface Roughness, Waviness and Lay)

ASME BPVC SEC IX (2010) Boiler and Pressure Vessel Code; Section IX, Welding and Brazing Qualifications




ASTM A 36 (2008) Standard Specification for Carbon Structural Steel

ASTM A 53 (2012) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A 123/A 123M (2009) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A 276 (2010) Standard Specification for Stainless Steel Bars and Shapes

ASTM A 307 (2010) Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength

ASTM A 325 (2010) Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength

ASTM A 449 (2010) Standard Specification for Hex Cap Screws, Bolts, and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General Use

ASTM A 490 (2012) Standard Specification for Structural Bolts, Alloy Steel, Heat Treated, 150 ksi Minimum Tensile Strength

ASTM A 500 (2010a) Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

ASTM A 514/A 514M (2005; R 2009) Standard Specification for High-Yield-Strength, Quenched and Tempered Alloy Steel Plate, Suitable for Welding

ASTM A 563 (2007a) Standard Specification for Carbon and Alloy Steel Nuts

ASTM A 564 (2010) Standard Specification for Hot-Rolled and Cold-Finished Age-Hardening Stainless Steel Bars and Shapes

ASTM A 572 (2012) Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel

ASTM A 709 (2011) Standard Specification for Structural Steel for Bridges

ASTM A 780 (2009) Standard Practice for Repair of Damaged and Uncoated Areas of Hot-Dip Galvanized Coatings



ASTM E 165 (2009) Standar Test Methid for Liquid Penetrant Examination

ASTM E 709 (2008) Standard Guide for Magnetic Particle Examination

ASTM F 436 (2011) Hardened Steel Washers

ASTM F 593 (2002e1) Stainless Steel Bolts, Hex Cap Screws, and Studs

NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS (NAAMM)

NAAMM MBG 531 (2009) Metal Bar Grating Manual

1.2 SUBMITTALS


SD-02 Shop Drawings

Detail Drawings; G, STR

Detail drawings for metalwork and machine work, prior to fabrication.

SD-03 Product Data

Welding of Structural Steel; G, STR

Schedules of welding procedures for steel structures, prior to commencing fabrication.

Structural Steel Welding Repairs; G, STR

Welding repair plans for steel, prior to making repairs.

Materials Orders

Copies of purchase orders, mill orders, shop orders and work orders for materials, prior to the use of the materials in the work.

Materials List; G, STR

Materials list for fabricated items, at the time of submittal of detail drawings.

Shipping Bill

Shipping bill with the delivery of finished pieces to the site.

SD-06 Test Reports



Tests, Inspections, and Verifications

Certified test reports for materials with all materials delivered to the site.

SD-07 Certificates

Qualification of Welders and Welding Operators; G, STR

Certifications for welders and welding operators prior to commencing fabrication.

1.3 DETAIL DRAWINGS

Detail drawings for metalwork and machine work shall include catalog cuts, templates, fabrication and assembly details and type, grade and class of material as appropriate. Elements of fabricated items inadvertently omitted on contract drawings shall be detailed by the fabricator and indicated on the detail drawings.

1.4 QUALIFICATION OF WELDERS AND WELDING OPERATORS

The Contractor shall certify that the qualification of welders and welding operators and tack welders who will perform structural steel welding have been qualified for the particular type of work to be done in accordance with the requirements of AWS D1.1/D1.1M, Section 5, or ASME BPVC SEC IX, Section IX, prior to commencing fabrication. The certificate shall list the qualified welders by name and shall specify the code and procedures under which qualified and the date of qualification. Prior qualification will be accepted if welders have performed satisfactory work under the code for which qualified within the preceding three months. The Contractor shall require welders to repeat the qualifying tests when their work indicates a reasonable doubt as to proficiency. Those passing the requalification tests will be recertified. Those not passing will be disqualified until passing. All expenses in connection with qualification and requalification shall be borne by the Contractor.

1.5 DELIVERY, STORAGE AND HANDLING

1.5.1 Galvanized Steel Items

Galvanized steel items shall be stored in a dry location with spacers to separate the pieces from the ground and each other.

1.5.2 Rubber Seals

Rubber seals shall be stored in a place which permits free circulation of air, maintains a temperature of 70 degrees F or less, and prevents the rubber from being exposed to the direct rays of the sun. Rubber seals shall be kept free of oils, grease, and other materials which would deteriorate the rubber. Rubber seals shall not be distorted during handling.



PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Materials Orders

The Contractor shall furnish 3 copies of purchase orders, mill orders, shop orders and work orders for all materials orders and items used in the work. Where mill tests are required purchase orders shall contain the test site address and the name of the testing agency.

2.1.2 Materials List

The Contractor shall furnish a materials list of the materials to be used in the fabrication of each item.

2.1.3 Shipping Bill

The Contractor shall furnish a shipping bill or memorandum of each shipment of finished pieces or members to the project site giving the designation mark and weight of each item, the number of items, the total weight, and the car initial and number if shipped by rail in carload lots. Duplicate copies of shipping bills shall be mailed promptly to the Contracting Officer.

2.1.4 Miscellaneous Metals and Standard Articles

2.1.4.1 Structural Steel

General: ASTM A 36, ASTM A 709, Grade 50, or ASTM A 572, Grade 50, as indicated. Galvanized after fabrication.

2.1.4.2 Steel Tubing

ASTM A 500, Grade B , welded, outside dimensions and nominal wall thickness as shown. Galvanized after fabrication.

2.1.4.3 Steel Pipe and Pipe Fittings

ASTM A 53, Type E, Grade B, electric-resistance welded, galvanized, nominal size and weight class or outside diameter and nominal wall thickness as shown with plain ends.

2.1.4.4 Bars and Shapes

Stainless steel bars and shapes shall conform to the following as specified or shown:

a. ASTM A 276, UNS S30400, Condition A, hot-finished or cold-finished, Class C.

b. ASTM A 564, UNS S17400 or S45000, age-hardened heat treatment condition, hot-finished or cold-finished, Class C.

2.1.4.5 Threaded Rod

Steel Rod

ASTM A 449, galvanized after fabrication.



Stainless Steel Rod

ASTM F 593, type 316 with 95 ksi tensile strength.

2.1.4.6 Steel Joint Ring

ASTM A 36 steel, galvanized after fabrication.

2.1.4.7 Bolts, Nuts, and Washers

Bolts, nuts, and washers shall be of the material, grade, type, class, style and finish indicated or best suited for intended use.

High-Strength Bolts, Nuts, and Washers

Bolts: ASTM A 325, Type 1, hot-dip galvanized.Nuts: ASTM A 563, hot-dip galvanized.

Bolts, Nuts, and Washers (Other than High-Strength)

a. Bolts and Nuts - ASTM A 307, Grade A, hot-dip galvanized.b. Bolts - ASME B18.2.1.c. Nuts - ASME B18.2.2.d. Washers

(1) Plain Washers - ASME B18.22M, ASME B18.21.1, Type B.(2) Lock Washer - ASME B18.21.1.(3) Beveled Washers - ASTM F 436, Beveled.

2.1.4.8 Screws

Screws shall be of the material, grade, type, style, and finish indicated or best suited for use intended.

Cap Screw

ASME B18.2.1, ASME B18.3, or ASME B18.6.2 as required.

Machine Screws

ASME B18.6.3.

2.1.4.9 Welding Electrodes

AWS D1.1/D1.1M, E70 Series or as required by AWS Specification.

2.1.4.10 Embedded Anchor Bolts, Expansion Anchor Bolts, Adhesive Anchor Bolts

Material: ASTM F 593 Stainless steel, Type 316. Provide Type 316 unless noted otherwise. Provide minimum edge distance cover and spacing as recommended by manufacturer, or as indicated on Drawings whichever is larger. Depth of embedment: minimum embedment as recommended by manufacturer or nine diameters of bolt, whichever is larger. Notify Contracting Officer if required depth of embedment cannot be achieved at a particular anchor bolt location. Follow manufacturer's recommendations for installation and torque.



Submit manufacturer's load test data to verify at least the anchor bolt capacities at the following embedment depths: (Data must be based on actual tests performed in unreinforced mass concrete of not more than 4000 psi compressive strength. Capacity must be at a concrete temperature of at least 130 Degrees F).

ANCHOR BOLT EMBEDMENT & CAPACITY

ANCHOR BOLT MINIMUM MINIMUM ULTIMATE DIAMETER EMBEDMENT (IN) TENSION CAPACITY (KIP) 1/2 4-1/2 8.1 5/8 5-5/8 11.4 3/4 6-3/4 15.4 7/8 7-7/8 20.1 1 9 24.1 1-1/4 11-1/4 34.3

2.1.4.11 Galvanizing Repair Paint

High zinc dust content paint for regalvanizing welds and abrasions. Dried film shall contain not less than 83 percent zinc dust by weight.

2.1.5 Rubber Seal Pad and Adhesive

Rubber seal material shall be fabricated from material having the same characteristics and material properties as one of the following products.

1) Compound PO-655 as manufactured by Custom Urethane Elastomers, Inc.2) Product 75a as manufactured by Seals Unlimited Inc.3) Keelshield (smooth surface) as manufactured by Wendt Productions Inc.

2.1.6 MANUFACTURED UNITS

2.1.6.1 Steel Grating

NAAMM MBG 531. Critical depth, bar thickness and spacing shall be as shown on the drawings. Cross bars: Welded, swagged or pressure locked to bearing beam, maximum spacing 4 IN/OC. Top edges of bars: Walking surfaces shall have a serrated non-slip surface. Non-traffic areas such as the trash rack shall be smooth unless shown otherwise on the Drawings. Individual grating sections: not wider than 3 FT. Finish: Hot-dip galvanized. Clips and bolts: Stainless steel or hot-dip galvanized, minimum 4 per grate section. Ends and perimeter edges: No banding required except where shown on the drawings. Openings through grating: Reinforced to provide required load carrying capacity.

2.2 FABRICATION

2.2.1 Structural Fabrication

Structural steel shapes and plate shall be ASTM A 36 galvanized, unless noted otherwise on Drawings. Material must be straight before being laid off or worked. If straightening is necessary it shall be done by methods that will not impair the metal. Sharp kinks or bends shall be cause for rejection of the material. Material with welds will not be accepted except where welding is definitely specified, indicated or otherwise approved. Bends shall be made by approved dies, press brakes or bending rolls. Where



heating is required, precautions shall be taken to avoid overheating the metal and it shall be allowed to cool in a manner that will not impair the original properties of the metal. Proposed flame cutting of material other than structural steel shall be subject to approval and shall be indicated on detail drawings. Shearing shall be accurate and all portions of the work shall be neatly finished. Corners shall be square and true unless otherwise shown. Re-entrant cuts shall be filleted to a minimum radius of 3/4 inch unless otherwise approved. Finished members shall be free of twists, bends and open joints. Bolts, nuts and screws shall be tight.

2.2.1.1 Dimensional Tolerances for Structural Work

Dimensions shall be measured by an approved calibrated steel tape of approximately the same temperature as the material being measured. The overall dimensions of an assembled structural unit shall be within the tolerances indicated on the drawings or as specified in the particular section of these specifications for the item of work. Where tolerances are not specified in other sections of these specifications or shown, an allowable variation of 1/32 inch is permissible in the overall length of component members with both ends milled and component members without milled ends shall not deviate from the dimensions shown by not more than 1/16 inch for members 30 feet or less in length and by more than 1/8 inch for members over 30 feet in length.

2.2.1.2 Structural Steel Fabrication

Structural steel may be cut by mechanically guided or hand-guided torches, provided an accurate profile with a surface that is smooth and free from cracks and notches is obtained. Surfaces and edges to be welded shall be prepared in accordance with AWS D1.1/D1.1M, Subsection 3.2. Where structural steel is not to be welded, chipping or grinding will not be required except as necessary to remove slag and sharp edges of mechanically guided or hand-guided cuts not exposed to view. Hand-guided cuts which are to be exposed or visible shall be chipped, ground or machined to sound metal.

2.2.2 Welding

2.2.2.1 Welding of Structural Steel

a. Welding Procedures for Structural Steel - Welding procedures for structural steel shall be prequalified as described in AWS D1.1/D1.1M, Subsection 5.1 or shall be qualified by tests as prescribed in AWS D1.1/D1.1M, Section 5. Properly documented evidence of compliance with all requirements of these specifications for previous qualification tests shall establish a welding procedure as prequalified. For welding procedures qualified by tests, the test welding and specimen testing must be witnessed and the test report document signed by the Contracting Officer. Approval of any welding procedure will not relieve the Contractor of the responsibility for producing a finished structure meeting all requirements of these specifications. The Contractor will be directed or authorized to make any changes in previously approved welding procedures that are deemed necessary or desirable by the Contractor Officer. The Contractor shall submit a complete schedule of welding procedures for each steel structure to be welded. The schedule shall conform to the requirements specified in the provisions AWS D1.1/D1.1M, Sections 2, 3, 4, 7 and 9 and applicable provisions of Section 10. The schedule shall provide detailed procedure specifications and tables or diagrams showing the



procedures to be used for each required joint. Welding procedures must include filler metal, preheat, interpass temperature and stress-relief heat treatment requirements. Each welding procedure shall be clearly identified as being prequalified or required to be qualified by tests. Welding procedures must show types and locations of welds designated or in the specifications to receive nondestructive examination.

b. Welding Process - Welding of structural steel shall be by an electric arc welding process using a method which excludes the atmosphere from the molten metal and shall conform to the applicable provisions of AWS D1.1/D1.1M, Sections 1 thru 7, 9, 10 and 11. Welding shall be such as to minimize residual stresses, distortion and shrinkage.

c. Welding Technique

(1) Filler Metal - The electrode, electrode-flux combination and grade of weld metal shall conform to the appropriate AWS specification for the base metal and welding process being used or shall be as shown where a specific choice of AWS specification allowables is required. The AWS designation of the electrodes to be used shall be included in the schedule of welding procedures. Only low hydrogen electrodes shall be used for manual shielded metal-arc welding regardless of the thickness of the steel. A controlled temperature storage oven shall be used at the job site as prescribed by AWS D1.1/D1.1M, Subsection 4.5 to maintain low moisture of low hydrogen electrodes.

(2) Preheat and Interpass Temperature - Preheating shall be performed as required by AWS D1.1/D1.1M, Subsection 4.2 and 4.3 or as otherwise specified except that the temperature of the base metal shall be at least 70 degrees F. The weldments to be preheated shall be slowly and uniformly heated by approved means to the prescribed temperature, held at that temperature until the welding is completed and then permitted to cool slowly in still air.

(3) Stress-Relief Heat Treatment - Where stress relief heat treatment is specified or shown, it shall be in accordance with the requirements of AWS D1.1/D1.1M, Subsection 4.4 unless otherwise authorized or directed.

d. Workmanship - Workmanship for welding shall be in accordance with AWS D1.1/D1.1M, Section 3 and other applicable requirements of these specifications.

(1) Preparation of Base Metal - Prior to welding the Contractor shall inspect surfaces to be welded to assure compliance with AWS D1.1/D1.1M, Subsection 3.2.

(2) Temporary Welds - Temporary welds required for fabrication and erection shall be made under the controlled conditions prescribed for permanent work. Temporary welds shall be made using low-hydrogen welding electrodes and by welders qualified for permanent work as specified in these specifications. Preheating for temporary welds shall be as required by AWS D1.1/D1.1M for permanent welds except that the minimum temperature shall be 120 degrees F in any case. In making temporary welds arcs shall not be struck in other than weld locations. Each temporary weld shall



be removed and ground flush with adjacent surfaces after serving its purpose.

(3) Tack Welds - Tacks welds that are to be incorporated into the permanent work shall be subject to the same quality requirements as the permanent welds and shall be cleaned and thoroughly fused with permanent welds. Preheating shall be performed as specified above for temporary welds. Multiple-pass tack welds shall have cascaded ends. Defective tack welds shall be removed before permanent welding.

2.2.2.2 Welding of Steel Castings

Unsound material shall be removed from the surfaces of steel castings to be incorporated into welded connections by chipping, machining, air-arc gouging or grinding. Major connections designed for transfer of stresses shall not be welded if the temperature of the casting is lower than 100 degrees F. Castings containing over 0.35 percent carbon or over 0.75 percent manganese shall be preheated to a temperature not to exceed 450 degrees F and welding shall be accomplished while the castings are maintained at a temperature above 350 degrees F. Welding will not be permitted on castings containing carbon in excess of 0.45 percent except on written authorization. Castings requiring welding repairs after the first annealing and castings involving welding fabrication shall be stress-relieved annealed prior to receiving final machining unless otherwise permitted.

2.2.2.3 Welding of Stainless Steel

Welding of stainless steel shall follow all requirements of AWS D1.6/D1.6M unless otherwise specified or directed by the Contracting Officer.

2.2.3 Bolted Connections

2.2.3.1 Bolted Structural Steel Connections

Bolts, nuts and washers shall be of the type specified or indicated. All nuts shall be equipped with washers except for high strength bolts. Beveled washers shall be used where bearing faces have a slope of more than 1:20 with respect to a plane normal to the bolt axis. Where the use of high strength bolts is specified or indicated the materials, workmanship and installation shall conform to the applicable provisions of ASTM A 325 orASTM A 490.

a. Bolt Holes - Bolt holes shall be accurately located, smooth, perpendicular to the member and cylindrical.

(1) Holes for regular bolts shall be drilled or subdrilled and reamed in the shop and shall not be more than 1/16 inch larger than the diameter of the bolt.

(2) Holes for fitted bolts shall be match-reamed or drilled in the shop. Burrs resulting from reaming shall be removed. The threads of bolts shall be entirely outside of the holes. The body diameter of bolts shall have tolerances as recommended by ASME B4.1for the class of fit specified. Fitted bolts shall be fitted in reamed holes by selective assembly to provide an LN-2 fit.

(3) Holes for high strength bolts shall have diameters of not



more than 1/16 inch larger than bolt diameters. If the thickness of the material is not greater than the diameter of the bolts the holes may be punched. If the thickness of the material is greater than the diameter of the bolts the holes may be drilled full size or subpunched or subdrilled at least 1/8 inch smaller than the diameter of the bolts and then reamed to full size. Poor matching of holes will be cause for rejection. Drifting occurring during assembly shall not distort the metal or enlarge the holes. Reaming to a larger diameter of the next standard size bolt will be allowed for slight mismatching.

2.2.4 Castings

Each casting shall bear cast or stamped mark numbers. Castings weighing more than 500 required pounds shall also bear cast or stamped heat numbers. Deviations from the dimensions of castings shown shall not exceed amounts that will impair the strength of castings by more than 10 percent as computed from the dimensions shown. Dimensions of castings shown on approved detail drawings shall be finished dimensions. Castings that are warped or otherwise distorted or that are oversize to an extent that will interfere with proper fit with other parts of the machinery or structure will be rejected. The structure of metal in castings shall be homogeneous and free from excessive nonmetallic inclusions. Excessive segregation of impurities or alloys at critical points in castings will be cause for rejection. Repairs to castings shall not be made prior to approval. Minor surface imperfections not affecting the strength of casting may be welded in the "green" if approved. Surface imperfections shall be considered minor when the depth of the cavity prepared for welding is the lesser of 20 percent of the actual wall thickness or 1 inch. Defects other than minor surface imperfections may be welded only when specifically authorized in accordance with the following requirements:

a. The defects have been entirely removed and are judged not to affect the strength, use or machineability of the castings when properly welded and stress relieved.

b. The proposed welding procedure, stress relief and method of examination of the repair work have been submitted and approved.

2.2.5 Machine Work

Tolerances, allowances and gauges for metal fits between plain, non-threaded, cylindrical parts shall conform to ASME B4.1 for the class of fit shown or required unless otherwise shown on approved detail drawings. Where fits are not shown they shall be suitable as approved. Tolerances for machine-finished surfaces designated by non-decimal dimensions shall be within 1/64 inch. Sufficient machining stock shall be allowed on placing pads to ensure true surfaces of solid material. Finished contact or bearing surfaces shall be true and exact to secure full contact. Journal surfaces shall be polished and all surfaces shall be finished with sufficient smoothness and accuracy to ensure proper operation when assembled. Parts entering any machine shall be accurately machined and all like parts shall be interchangeable except that parts assembled together for drilling or reaming of holes or machining will not be required to be interchangeable with like parts. All drilled holes bolts shall be accurately located.



2.2.5.1 Finished Surfaces

Surface finishes indicated or specified shall be in accordance with ASME B46.1. Values of required roughness heights are arithmetical average deviations expressed in microinches. These values are maximum. Lesser degrees will be satisfactory unless otherwise indicated. Compliance with surface requirements shall be determined by sense of feel and visual inspection of the work compared to Roughness Comparison Specimens in accordance with the provisions of ASME B46.1. Values of roughness width and waviness height shall be consistent with the general type of finish specified by roughness height. Where the finish is not indicated or specified it shall be that which is most suitable for the particular surface, provide the class of fit required and be indicated on the detail drawings by a symbol which conforms to ASME B46.1 when machine finishing is provided. Flaws such as scratches, ridges, holes, peaks, cracks or checks which will make the part unsuitable for the intended use will be cause for rejection.

2.2.5.2 Unfinished Surfaces

All work shall be laid out to secure proper matching of adjoining unfinished surfaces unless otherwise directed. Where there is a large discrepancy between adjoining unfinished surfaces they shall be chipped and ground smooth or machined to secure proper alignment. Unfinished surfaces shall be true to the lines and dimensions shown and shall be chipped or ground free of all projections and rough spots. Depressions or holes not affecting the strength or usefulness of the parts shall be filled in an approved manner.

2.2.6 Miscellaneous Provisions

2.2.6.1 Metallic Coatings

a. Zinc Coatings - Zinc coatings shall be applied in a manner and of a thickness and quality conforming to ASTM A 123/A 123M. Where zinc coatings are destroyed by cutting, welding or other causes the affected areas shall be regalvanized. Coatings 2 ounces or heavier shall be regalvanized with a suitable low-melting zinc base alloy similar to the recommendations of the American Hot-Dip Galvanizers Association to the thickness and quality specified for the original zinc coating. Coatings less than 2 ounces shall be repaired in accordance with ASTM A 780.

2.2.7 Shop Assembly

Each machinery and structural unit furnished shall be assembled in the shop to determine the correctness of the fabrication and matching of the component parts unless otherwise specified. Tolerances shall not exceed those shown. Each unit assembled shall be closely checked to ensure that all necessary clearances have been provided and that binding does not occur in any moving part. Assembly in the shop shall be in the same position as final installation in the field unless otherwise specified. Assembly and disassembly work shall be performed in the presence of the Contracting Officer unless waived in writing. Errors or defects disclosed shall be immediately remedied by the Contractor without cost to the Government. Before disassembly for shipment each piece of a machinery or structural unit shall be match-marked to facilitate erection in the field. The location of match-marks shall be indicated by circling with a ring of white paint after the shop coat of paint has been applied or as otherwise



directed.

2.3 TESTS, INSPECTIONS, AND VERIFICATIONS

The Contractor shall have required material tests and analyses performed and certified by an approved laboratory to demonstrate that materials are in conformity with the specifications. These tests and analyses shall be performed and certified at the Contractor's expense. Tests, inspections, and verifications shall conform to the requirements of the particular sections of these specifications for the respective items of work unless otherwise specified or authorized. Tests shall be conducted in the presence of the Contracting Officer if so required. The Contractor shall furnish specimens and samples for additional independent tests and analyses upon request by the Contracting Officer. Specimens and samples shall be properly labeled and prepared for shipment.

2.3.1 Nondestructive Testing

When doubt exists as to the soundness of any material part such part may be subjected to any form of nondestructive testing determined by the Contracting Officer. This may include ultrasonic, magnaflux, dye penetrant, x-ray, gamma ray or any other test that will thoroughly investigate the part in question. The cost of such investigation will be borne by the Government. Any defects will be cause for rejection and rejected parts shall be replaced and retested at the Contractor's expense.

2.3.2 Tests of Structural Units

The details for tests of structural units shall conform to the requirements of the particular sections of these specifications covering these items. Each complete structural unit shall be assembled and tested in the shop in the presence of the Contracting Officer unless otherwise directed. Waiving of tests will not relieve the Contractor of responsibility for any fault in operation, workmanship or material that occurs before the completion of the contract or guarantee. After being installed at the site each complete structural unit shall be operated through a sufficient number of complete cycles to demonstrate to the satisfaction of the Contracting Officer that it meets the specified operational requirements in all respects.

2.3.3 Inspection of Structural Steel Welding

Welding shall be subject to inspection to determine conformance with the requirements of AWS D1.1/D1.1M, the approved welding procedures and provisions stated in other sections of these specifications. Nondestructive examination of designated welds will be required. Supplemental examination of any joint or coupon cut from any location in any joint may be required.

2.3.3.1 Visual Examination

All visual examination of completed welds shall be cleaned and carefully examined for insufficient throat or leg sizes, cracks, undercutting, overlap, excessive convexity or reinforcement and other surface defects to ensure compliance with the requirements of AWS D1.1/D1.1M, Section 3 and Section 9, Part D.

2.3.3.2 Nondestructive Examination

The nondestructive examination of shop and field welds shall be performed



as designated or described in the sections of these specifications covering the particular items of work.

a. Testing Agency - The nondestructive examination of welds and the evaluation of examination tests as to the acceptability of the welds shall be performed by a testing agency adequately equipped and competent to perform such services or by the Contractor using suitable equipment and qualified personnel. In either case written approval of the examination procedures is required and the examination tests shall be made in the presence of the Contracting Officer. The evaluation of examination tests shall be subject to the approval and all records shall become the property of the Government.

b. Examination Procedures - Examination procedures shall conform to the following requirements.

(1) Ultrasonic Testing - Making, evaluating and reporting ultrasonic testing of welds shall conform to the requirements of AWS D1.1/D1.1M, Section 6, Part C. The ultrasonic equipment shall be capable of making a permanent record of the test indications. A record shall be made of each weld tested.

(2) Radiographic Testing - Making, evaluating and reporting radiographic testing of welds shall conform to the requirements of AWS D1.1/D1.1M, Section 6, Part B.

(3) Magnetic Particle Inspection - Magnetic particle inspection of welds shall conform to the applicable provisions of ASTM E 709.

(4) Dye Penetrant Inspection - Dye penetrant inspection of welds shall conform to the applicable provisions of ASTM E 165.

c. Acceptability of Welds - Welds shall be unacceptable if shown to have defects prohibited by AWS D1.1/D1.1M, Subsection 9.25 or possess any degree of incomplete fusion, inadequate penetration or undercutting.

d. Welds to be Subject to Nondestructive Examination

(i) All welds require nondestructive examination. 100% of all welds shall be examined by visual inspection. 10% of all welds shall be examined by magnetic-particle testing. 10% of all butt joints shall be examined by both radiographic and ultrasonic testing. 10% of all other groove welds shall be tested by ultrasonic testing.

2.3.3.3 Test Coupons

The Government reserves the right to require the Contractor to remove coupons from completed work when doubt as to soundness cannot be resolved by nondestructive examination. Should tests of any two coupons cut from the work of any welder show strengths less than that specified for the base metal it will be considered evidence of negligence or incompetence and such welder shall be removed from the work. When coupons are removed from any part of a structure the members cut shall be repaired in a neat manner with joints of the proper type to develop the full strength of the members. Repaired joints shall be peened as approved or directed to relieve residual stress. The expense for removing and testing coupons, repairing cut members and the nondestructive examination of repairs shall be borne by the Government or the Contractor in accordance with the CONRACT CLAUSE



52.246-12 INSPECTION OF CONSTRUCTION.

2.3.3.4 Supplemental Examination

When the soundness of any weld is suspected of being deficient due to faulty welding or stresses that might occur during shipment or erection the Government reserves the right to perform nondestructive supplemental examinations before final acceptance. The cost of such inspection will be borne by the Government.

2.3.4 Structural Steel Welding Repairs

Defective welds in the structural steel welding repairs shall be repaired in accordance with AWS D1.1/D1.1M, Subsection 3.7. Defective weld metal shall be removed to sound metal by use of air carbon-arc or oxygen gouging. Oxygen gouging shall not be used on ASTM A 514/A 514M steel. The surfaces shall be thoroughly cleaned before welding. Welds that have been repaired shall be retested by the same methods used in the original inspection. Except for the repair of members cut to remove test coupons and found to have acceptable welds costs of repairs and retesting shall be borne by the Contractor.

PART 3 EXECUTION

3.1 INSTALLATION

All parts to be installed shall be thoroughly cleaned. Packing compounds, rust, dirt, grit and other foreign matter shall be removed. Holes and grooves for lubrication shall be cleaned. Enclosed chambers or passages shall be examined to make sure that they are free from damaging materials. Where units or items are shipped as assemblies they will be inspected prior to installation. Disassembly, cleaning and lubrication will not be required except where necessary to place the assembly in a clean and properly lubricated condition. Pipe wrenches, cold chisels or other tools likely to cause damage to the surfaces of rods, nuts or other parts shall not be used for assembling and tightening parts. Bolts and screws shall be tightened firmly and uniformly but care shall be taken not to overstress the threads. When a half nut is used for locking a full nut the half nut shall be placed first and followed by the full nut. Threads of all bolts except high strength bolts, nuts and screws shall be lubricated with an approved lubricant before assembly. Threads of corrosion-resisting steel bolts and nuts shall be coated with an approved antigalling compound. Driving and drifting bolts or keys will not be permitted.

3.1.1 Alignment and Setting

Each structural unit shall be accurately aligned by the use of steel shims or other approved methods so that no binding in any moving parts or distortion of any member occurs before it is fastened in place. The alignment of all parts with respect to each other shall be true within the respective tolerances required.

3.1.2 Blocking and Wedges

All blocking and wedges used during installation for the support of parts to be grouted in foundations shall be removed before final grouting unless otherwise directed. Blocking and wedges left in the foundations with approval shall be of steel or iron.



3.1.3 Expansion Anchor Bolts and Adhesive Anchor Bolts

Install in strict accordance with manufacturer's instructions for hole size, hole cleaning, installation, torque requirements substrate temperature and curing. Use only carbide-tipped drilling equipment.

3.1.4 Bolted Connections

Install ASTM A 325 bolts with hardened washers. Install and tighten in accordance with Section 8 of Specifications for Structural Joints. Coordinate installation with inspection. Do not start installation until coordination with Testing Agency is complete. Slip critical connections: Perform calibration testing for all methods of installation of high-strength bolts in accordance with Section 8(b) of Specification for Structural Joints, using ASTM A 325 bolts.

1. Turn-of-nut tightening: Torque wrenches shall be used only by laboratory personnel.

2. Calibrated wrench tightening: Calibrate on a daily basis.

3. Direct tension indicator tightening: If previously approved by Contracting Officer.

4. Installation of alternate design bolts: If previously approved by Contracting Officer.

In the event any bolt in a connection is found to be defective, check and retighten all bolts in the connection.

Do not use gas cutting to correct fabrication errors. In case members do not fit or holes do not match, ream out the holes and insert the next larger size bolt. If the connections require new holes, then drill new holes. Make no such corrections without prior approval of the Contracting Officer. Burning of holes: Not permitted.

Tighten and leave in place erection bolts used in welded construction. Provide beveled washers to give full bearing to bolt head or nut where bolts are to be used on surfaces having slopes greater than 1 in 20 with a plane normal to bolt axis.

After bolts are tightened, upset threads of A 307 unfinished bolts and anchor bolts to prevent nuts from backing off.

3.1.5 Steel Grating

Attach grating to end and intermediate supports with grating saddle clips and bolts. Maximum spacing: at 2 Feet on-centers with a minimum of two per side. Attach individual units of grating together with clips at 2 feet on centers maximum with a minimum of two clips per side.

3.2 PROTECTION OF FINISHED WORK

3.2.1 Machined Surfaces

Machined surfaces shall be thoroughly cleaned of foreign matter. All finished surfaces shall be protected by suitable means. Unassembled pins and bolts shall be oiled and wrapped with moisture resistant paper or



protected by other approved means. Finished surfaces of ferrous metals to be in bolted contact shall be washed with an approved rust inhibitor and coated with an approved rust resisting compound for temporary protection during fabrication, shipping and storage periods. Finished surfaces of metals which shall be exposed after installation except corrosion resisting steel or nonferrous metals shall be painted.

3.2.2 Galvanized Surfaces

Repair damaged galvanized surfaces in accordance with ASTM A 780. Prepare damaged surfaces by abrasive blasting or power sanding. Apply galvanizing repair paint in accordance with manufacturer's instructions. Minimum thickness: larger of 6 mils DFT or manufacturer's standard.

3.3 TESTS

3.3.1 Workmanship

Workmanship shall be of the highest grade and in accordance with the best modern practices to conform with the specifications for the item of work being furnished.

3.3.2 Production Welding

Production welding shall conform to the requirements of AWS D1.1/D1.1M or AWS D1.2/D1.2M as applicable.






SECTION 31 00 00.00 13

EARTHWORK

01/02

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 SUBSURFACE INFORMATION 1.3.1 Boring Logs 1.4 CONSTRUCTION MONITORING FOR CULTURAL RESOURCES 1.4.1 Professional Archeologist Qualifications 1.5 EQUIPMENT DECONTAMINATION 1.6 TEMPORARY HALT OF CONSTRUCTION ACTIVITIES 1.6.1 Temporary Ground Cover

PART 2 PRODUCTS

2.1 DEFINITIONS 2.1.1 Satisfactory Materials 2.1.2 Unsatisfactory Materials 2.1.3 Muck 2.1.4 Cohesionless and Cohesive Materials 2.1.5 Proctor 2.1.6 Outward third of EMB 2.1.7 Inward one half of EMB 2.1.8 Outward one half of EMB 2.1.9 Conditions of Winter Operations 2.2 MATERIALS 2.2.1 Select Granular Fill 2.2.2 Impervious Fill 2.2.3 Random Fill 2.2.3.1 Existing Gravel Road Aggregate 2.2.3.2 Excavated Materials Containing Frost 2.2.3.3 Frozen Material 2.2.4 Topsoil 2.3 COMPACTION CONSTRUCTION EQUIPMENT 2.3.1 Compaction of Embedded Levees and Levees 2.3.2 Compaction of Excavated Material Berms 2.3.3 Compaction of Excavated Material Piles

PART 3 EXECUTION

3.1 CLASSIFICATION OF SOIL MATERIALS 3.2 EARTHWORK AND GRADING PLAN 3.2.1 Winter Operations Plan 3.3 STOCKPILES 3.4 STRIPPING OF TOPSOIL 3.4.1 Stripping Under Embedded Levees and Levees 3.4.2 Stripping Under Access Roads



3.4.3 Stripping Under Excavated Material Berms (EMB) 3.4.4 Stripping Under Excavated Material Piles (EMP) 3.5 TOPSOIL STOCKPILES 3.5.1 Erosion Control of Topsoil Stockpiles 3.6 EXCAVATION 3.7 DRAIN 30 EXCAVATION PLAN 3.7.1 Drawings and Calculations 3.7.2 Inspection of Drain 30 Excavations 3.8 WINTER OPERATIONS 3.8.1 Excavation During Winter Operations 3.8.1.1 Unfrozen Excavated Material 3.8.1.2 Frozen Subgrade 3.8.1.3 Excavated Material Containing Frost or Frozen Material 3.8.1.4 Construction Schedule During Winter Operations 3.8.1.5 Snow Removal During Winter Operations 3.8.2 Final Grading During Winter Operations 3.9 DITCHES AND DIVERSION CHANNEL 3.10 BORROW MATERIAL 3.10.1 Utilization of Excavated Materials 3.11 EMBANKMENTS 3.11.1 Embedded Levees and Access Roads 3.11.2 Excavated Material Berms 3.12 STRUCTURES 3.12.1 General 3.12.2 Overdepth Excavation 3.12.3 Drainage 3.12.4 Footing Excavation 3.12.5 Backfilling 3.13 LEVEES 3.13.1 Embedded Levees and Levees 3.14 SUBGRADE PREPARATION 3.14.1 Subgrades for Embedded Levees, Levees and Roads 3.14.1.1 Subgrade Correction for Embedded Levees, Levees and Roads 3.14.2 Subgrades for Embankments Across Existing Drainage Features

and the Abandoned Sheyenne River Meander 3.14.2.1 Subgrade Correction for Embankments Across Existing

Drainage Features 3.14.3 Temporary Fill Locations 3.15 FINISHING 3.15.1 Roadway Subgrade Tolerances 3.15.2 Diversion Channel Tolerance 3.15.3 Right Bank Excavated Material Berm 3.15.4 Left Bank Excavated Material Berm 3.16 PLACING TOPSOIL 3.17 COMPACTION 3.17.1 Moisture Control 3.17.2 Placement And Compaction 3.18 TESTING 3.18.1 General 3.18.2 Field Density Tests 3.18.3 Proctor Tests 3.18.4 Corrective Action 3.18.5 Testing Schedule 3.19 NUCLEAR DENSITY TESTING EQUIPMENT 3.20 SUBGRADE AND EMBANKMENT PROTECTION




SECTION 31 00 00.00 13

EARTHWORK01/02

PART 1 GENERAL

1.1 REFERENCES



ASTM C 117 (2004) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing


ASTM D 422 (1963; R 2007) Particle Size Analysis of Soils

ASTM D 698 (2012) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

ASTM D 1556 (2007) Density and Unit Weight of Soil in Place by the Sand-Cone Method

ASTM D 2487 (2011) Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D 2488 (2009a) Description and Identification of Soils (Visual-Manual Procedure)

ASTM D 4318 (2010) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D 6938 (2010) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

1.2 SUBMITTALS





Earthwork and Grading Plan; G, GEO

Submit a work plan detailing the proposed construction sequence, methodology, and schedule of all earthwork, grading and testing.

Winter Operations Plan; G, GEO

Submit a work plan detailing the proposed construction sequence, methodology, and schedule of all earthwork, grading, and testing if excavation will be completed during winter operations.

Snow Removal; G

Submit a work plan detailing the proposed method to clear and dispose of snow from work areas if construction takes place during winter conditions.

Drain 30 Excavation Plan; G, GEO

Submit a work plan detailing propsed excavation for construction of Drain 30 Inlet and Outlet Structures. Include stability analysis supporting the excavation plan.

SD-06 Test Reports

Initial Test Results; G, GEO

Prior to placement of material for use in fill or backfill initial testing shall be completed and the results provided to the Government to verify that material meets the requirements for which it is specified.

Testing;

A summary of testing results indicated in paragraph TESTING shall be submitted when the site work is substantially complete. The Contracting Officer shall be informed of test results daily for direction on corrective action required. Draft copies of field testing results shall be furnished to the Contracting Officer on a frequent and regular basis as directed, but do not need to be formally transmitted through the submittal process.

Daily Report Forms;

A compilation of the daily report forms for earthwork observation ordered by date shall be submitted when the work is substantially complete. Preliminary copies shall be furnished to the Contracting Officer on a weekly or monthly basis as directed, but do not need to be formally transmitted through the submittal process.



1.3 SUBSURFACE INFORMATION

1.3.1 Boring Logs

Boring logs obtained for this project are shown in the contract drawings. The borings are representative of subsurface conditions at their respective locations. Variations in the stratigraphy and characteristics of the soil are known to occur between borings. Normal variations in site geology will not be considered as differing materially within the purview of CONTRACT CLAUSE 52.236-2, DIFFERING SITE CONDITIONS. Ground water elevations measured in borings are not constant and will fluctuate.

1.4 CONSTRUCTION MONITORING FOR CULTURAL RESOURCES

The Contractor shall provide a qualified professional archeologist to monitor construction excavation in the diversion outlet area within 328 feet (100 meters) of the top edge of the bank of the Red River of the North. The construction monitoring area is indicated on the drawings.

1.4.1 Professional Archeologist Qualifications

A professional archeologist will be required to have an archeological license from the Archaeology and Historic Preservation Division (SHPO) of the State Historical Society of North Dakota prior to conducting the monitoring and any associated field work. The minimum professional qualifications for archeologists are given in the Secretary of the Interior's "Standards and Guidelines for Archeology and Historic Preservation", which are listed below and also available online at:

http://www.cr.nps.gov/local-law/arch_stnds_9.htm

The following requirements are those used by the National Park Service, and have been previously published in the Code of Federal Regulations, 36 CFR Part 61. The qualifications define minimum education and experience required to perform identification, evaluation, registration, and treatment activities. In some cases, additional areas or levels of expertise may be needed, depending on the complexity of the task and the nature of the historic properties involved. In the following definitions, a year of full-time professional experience need not consist of a continuous year of full-time work but may be made up of discontinuous periods of full-time or part-time work adding up to the equivalent of a year of full-time experience.

Archeology. The minimum professional qualifications in archeology are a graduate degree in archeology, anthropology, or closely related field plus:

1. At least one year of full-time professional experience or equivalent specialized training in archeological research, administration or management;

2. At least four months of supervised field and analytic experience in general North American archeology, and

3. Demonstrated ability to carry research to completion.

In addition to these minimum qualifications, a professional in prehistoric archeology shall have at least one year of full-time professional experience at a supervisory level in the study of



archeological resources of the prehistoric period. A professional in historic archeology shall have at least one year of full-time professional experience at a supervisory level in the study of archeological resources of the historic period.

1.5 EQUIPMENT DECONTAMINATION

In order to limit the possible spread of invasive plant species to the site, the Contractor shall ensure that equipment to be used is decontaminated prior to entry on the site. Decontamination shall consist of removal of dirt, debris, etc. through high-powered washing or an equivalent method approved by the Contracting Officer.

1.6 TEMPORARY HALT OF CONSTRUCTION ACTIVITIES

If construction activities are halted for more than one week for any disturbed area, a temporary ground cover must be installed on the disturbed area. This requirement applies whether or not topsoil has been placed.

1.6.1 Temporary Ground Cover

Temporary ground cover shall be as specified in SECTION 32 92 19.01 13 SEEDING.

PART 2 PRODUCTS

2.1 DEFINITIONS

2.1.1 Satisfactory Materials

All material placed as compacted fill, semi-compacted fill, or backfill shall consist of material classified by ASTM D 2487 as GW, GP, GC, GM, SP, SM, SC, CL, CH or SW. The material shall be free of ice, snow, frozen earth, trash, debris, sod, roots, organic matter, and stones larger than 3 inches in any dimension. All materials shall be of a character and quality satisfactory for the purpose intended, and meet the applicable material specifications.

2.1.2 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 that would otherwise classified as satisfactory which contains root and other organic matter or frozen material. Notify the Contracting Officer when encountering any contaminated materials.

2.1.3 Muck

Muck shall consist of all saturated and unsaturated mixtures of soil and organic matter not suitable for foundation material regardless of moisture content, that is removed from below the natural ground level of marshes, swamps, bogs, and existing drainage ditches over which excavated materials are to be placed.

2.1.4 Cohesionless and Cohesive Materials

Cohesionless materials include materials classified in ASTM D 2487 as GW,



GP, SW, or SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, or CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are nonplastic.

2.1.5 Proctor

Degree of compaction required is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D 698. The maximum density is hereafter abbreviated as the "Standard Proctor" or "Proctor" value. The optimum moisture content, wo, is the water content at which the soil is compacted to the maximum density as determined during the test procedure presented in ASTM D 698.

2.1.6 Outward third of EMB

The outward third of the EMB refers to the outer portion of the EMB that starts 2/3 of the EMB base width from the diversion side toe of the EMB and extends to the outside toe of the EMB.

2.1.7 Inward one half of EMB

The inward one half of the EMB refers to the inward portion of the EMB that starts at diversion side toe of the EMB and extends ½ of the EMB base width away from the diversion channel.

2.1.8 Outward one half of EMB

The outward one half of the EMB refers to the outward portion of the EMB that starts ½ of the EMB base width from the diversion side toe of the EMB and extends to the outside toe of the EMB.

2.1.9 Conditions of Winter Operations

Conditions of winter operations shall be defined as when frost depth of the excavated material is greater than 3 inches.

2.2 MATERIALS

2.2.1 Select Granular Fill

Select granular material shall contain not more than 5 percent by weight of material passing the No. 200 sieve and have less than 40% by weight retained on the No. 4 sieve and no less than 95% by weight passing the 3/4 inch sieve. The maximum allowable aggregate size shall be 1-1/2 inches.

2.2.2 Impervious Fill

Impervious fill shall meet requirements for satisfactory cohesive material and shall have a liquid limit of less than 90, and be classified by ASTM D 2487 as CL or CH.

2.2.3 Random Fill

Random fill shall consist of all remaining materials required to be excavated which are not to be used as impervious fill, select granular fill or topsoil.



2.2.3.1 Existing Gravel Road Aggregate

Existing Gravel Road Aggregate shall consist of all aggregate materials within the gravel roads indicated for removal. This material may be salvaged by the Contractor. The existing gravel road aggregate will not be considered as suitable material meeting the requirements of aggregate base for permanent project features. If not salvaged, the existing gravel road aggregate will be considered random fill. Placement of existing gravel road aggregate is restricted to the outward third of the EMB.

2.2.3.2 Excavated Materials Containing Frost

Excavated materials containing frost shall consist of excavated material that contains pieces of frozen material that are smaller the 8 inches in any one direction. Placement of excavated materials containing frost is restricted as prescribed in Paragraph: WINTER OPERATIONS.

2.2.3.3 Frozen Material

Frozen material shall consist of excavated material that contains pieces of frozen material that are larger than 8 inches in any one direction. Placement of frozen material is restricted as prescribed in Paragraph: WINTER OPERATIONS.

2.2.4 Topsoil

Material suitable for topsoil shall be obtained from stripping operations and from onsite excavation of topsoil. Topsoil used in the project shall be natural, friable soil, free of subsoil, stumps, rocks larger than one inch diameter, brush, weeds, toxic substances, and other material detrimental to plant growth. The Contractor shall determine the amount of stripping and excavation of topsoil that is required to obtain enough topsoil to be placed on the finished work to the lines, grades and thicknesses indicated.

2.3 COMPACTION CONSTRUCTION EQUIPMENT

Compaction equipment shall consist of sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, or other approved equipment well suited to the soil type being compacted. Water flooding or jetting methods of compaction will not be permitted for any soil types. Sprinkling equipment for cohesive soils shall apply water uniformly, in controlled quantities, and be capable of variable application widths.

2.3.1 Compaction of Embedded Levees and Levees

Use of sheepsfoot rollers (vibratory or non-vibratory) is required for construction of embedded levees and levees. Construction equipment and methods shall avoid poor bonding between lifts, characterized by layered or laminated texture at the lift interfaces. Smooth surfaces (such as produced from smooth drum rollers, rubber tired rollers, and construction traffic) shall be scarified prior to placing subsequent lifts.

2.3.2 Compaction of Excavated Material Berms

Compaction of the excavated material berms shall be by the means and methods to meet the required density specified.



2.3.3 Compaction of Excavated Material Piles

Compaction of the excavated material piles is not required. Placement shall be spread uniformly and in layers not exceeding 24 inches.

PART 3 EXECUTION

3.1 CLASSIFICATION OF SOIL MATERIALS

Classification of soil materials shall be performed by the Contractor in accordance with ASTM D 2488. The Contracting Officer reserves the right to revise the Contractor classifications. In the case of disagreement, the Contracting Officer's classification will govern unless the soils are classified in accordance with ASTM D 2487. Not withstanding provisions of CONTRACT CLAUSE 52.246-12 INSPECTION OF CONSTRUCTION, testing completed by the Contractor in conjunction with soil material classification will be considered incidental to the contract work.

3.2 EARTHWORK AND GRADING PLAN

The submitted earthwork and grading work plan shall include early and late start and finish dates as well as float, and each item shall be broken down into sub-activities with a maximum one-month duration. The plan shall identify excavation and placement areas anticipated for each month of the scheduled work. The plan shall include details on each of the work activities as well as the estimated quantities on a monthly basis for each item. Show proposed haul routes between the stripping and stockpile locations, and also between the Diversion Channel Excavation and placement in the Excavated Material Berms (EMB) or in the excavated material piles. The plan shall include details regarding how the required testing will be scheduled and completed.

3.2.1 Winter Operations Plan

The submitted winter operations plan shall supplement that EARTHWORK AND GRADING PLAN and detail the Contractor's method of excavation and placement during winter operations. The plan shall details on how the excavated material will be handled during freezing conditions. Details on how excavated materials containing frost and frozen material will be handled shall be included. The plan shall identify how testing of the materials will be scheduled and completed.

3.3 STOCKPILES

Stockpiles shall be kept in a neat and well drained condition, giving due consideration to drainage at all times. The ground surface at stockpile locations shall be cleared, grubbed, and sealed. Satisfactory and unsatisfactory materials shall be separately stockpiled. Stockpiles of satisfactory materials shall be protected from contamination which may destroy the quality and fitness of the stockpiled material.

3.4 STRIPPING OF TOPSOIL

Topsoil shall be stripped from the areas and to the depth indicated on the contract drawings or as instructed by the Contracting Officer. Topsoil shall be spread on areas already graded and prepared for topsoil, or transported and deposited in stockpiles convenient to areas that are to receive topsoil later, or at locations indicated or specified. Topsoil



shall be kept separate from other excavated materials, brush, litter, objectionable weeds, roots, stones larger than 1 inch in diameter, and other materials that would interfere with planting and maintenance operations. Any surplus of topsoil from excavations and grading shall be spread on the EMB's or as directed by the Contracting Officer.

3.4.1 Stripping Under Embedded Levees and Levees

Topsoil shall be stripped from all areas under Embedded Levees and Levees to the depth shown on the drawings or until all organic material has been removed before construction of the Embedded Levees or Levees.

3.4.2 Stripping Under Access Roads

Topsoil shall be stripped from all areas under the Access Roads to the depth shown on the drawings or until all organic material has been removed before construction of the the Access Roads shown on the drawings.

3.4.3 Stripping Under Excavated Material Berms (EMB)

Stripping or removal of topsoil or vegetation from the area under the EMB footprint is not required prior to placement of random fill material. The Contractor may strip topsoil within the EMB footprint to obtain the required topsoil but the material will not be measured and paid for as stripping. Clearing and grubbing within the limits of the EMB footprint shall be performed prior to placement of excavated material.

3.4.4 Stripping Under Excavated Material Piles (EMP)

Stripping or removal of topsoil or vegetation from the area under the EMP footprint is not required prior to placement of random fill material. The Contractor may strip topsoil within the EMP footprint to obtain the required topsoil but the material will not be measured and paid for as stripping. Clearing and grubbing within the limits of the EMP footprint shall be performed prior to placement of excavated material.

3.5 TOPSOIL STOCKPILES

Topsoil stockpiles shall be in windrows not higher than 4-feet or more than 10-feet wide at the top.

3.5.1 Erosion Control of Topsoil Stockpiles

To prevent erosion, topsoil stockpiles shall have a temporary ground cover as specified in SECTION 32 92 19.01 SEEDING. Topsoil stockpiles shall be sprayed with herbicide to prevent weed species from flowering.

3.6 EXCAVATION

Excavation of every description, regardless of material encountered, within the grading limits of the project shall be performed to the lines and grades indicated. The Contractor shall plan the excavation operations such that the excavation material suitable and necessary for use as impervious fill and topsoil can be transported and placed within the required fill areas or stockpiles to the quantities required by this contract. All other excavated materials shall be used as random fill. All excavation material shall be transported to and placed in fill areas within the limits of the work. Excavations carried below the depths indicated shall be refilled to the proper grade with satisfactory material. During construction,



excavation and fill shall be performed in a manner and sequence that will provide proper drainage at all times.

The Contractor shall be sensitive to water ponding on fields adjacent to the project throughout construction. Due to the large Excavated Material Berms that will negatively impact existing drainage measures, the Contractor shall take all steps necessary to maintain drainage flow from the fields. This work includes, but is not limited to, installation of side ditch inlets and ditching to maintain sufficient drainage from the fields. Additional steps shall be taken at the direction of the Contracting Officer.

3.7 DRAIN 30 EXCAVATION PLAN

The Contractor shall submit a plan indicating the intended sequence of work. The plan shall include limits of any excavations for the Drain 30 Inlet and Outlet Structures. The plan shall also include the equipment that will be used for excavation including the number of pieces of each type of equipment to be utilized. The plan shall clearly indicate the extents of excavations under way at any one time. The work may not begin until the plan is approved by the Contracting Officer.

3.7.1 Drawings and Calculations

Submit drawings and calculations, certified by a registered professional engineer, describing the methods for obtaining a stable and safe excavation fi=or the Drain 30 Inlet and Outlet Structures, which may include shoring and sheeting of excavations. If shoring and sheeting is required, drawings shall include shoring and sheeting material sizes and types, arrangement of members including any anchorage, location of shoring and sheeting and excavation of soils, and the sequence and method of installation and removal. Calculations shall include data and references used.

3.7.2 Inspection of Drain 30 Excavations

The Contractor is required to hire a Professional Geotechnical Engineer to provide inspection for the Drain 30 Inlet and Outlet Structure excavations, shoring and sheeting, and soil/groundwater conditions throughout construction. The Geotechnical Engineer shall be responsible for performing pre-construction and periodic site visits throughout construction to assess site conditions. The Geotechnical Engineer shall update the excavation, sheeting and dewatering plans as construction progresses to reflect changing conditions and shall review and modify an updated plan submitted by the Contractor if necessary. A written report shall be submitted, at least monthly, informing the Contractor and Contracting Officer of the status of the work performed and an accounting of the Contractor's adherence to the plan addressing any present or potential problems. The Geotechnical Engineer shall be available to meet with the Contracting Officer at any time throughout the contract duration.

3.8 WINTER OPERATIONS

The Contractor may elect to excavate the diversion channel during the winter. If the Contractor elects to excavate the diversion channel during the winter, the Contractor shall submit a plan in accordance with Paragraph: Winter Operations Plan. The construction of levees, embedded levees, and placement of the 3 feet of fill beneath aggregate surfaces will not be allowed during winter operations.



3.8.1 Excavation During Winter Operations

3.8.1.1 Unfrozen Excavated Material

Unfrozen excavated material may be placed anywhere within the EMB footprint as long as it is placed on unfrozen subgrade.

3.8.1.2 Frozen Subgrade

Frozen subgrade within the inward one half of the EMB shall be removed prior to placing unfrozen excavated materials. Frozen subgrade within the outward one half of the EMB shall be scarified prior to placement of unfrozen excavated materials. Frozen subgrade within the outward third of the EMB shall be scarified prior to placement of excavated materials containing frost.

3.8.1.3 Excavated Material Containing Frost or Frozen Material

Excavated materials containing frost may be placed on the outward third of the EMB. Frozen excavated materials may be temporarily stockpiled only in the outward third of the Excavated Material Berms or anywhere within the work limits as approved by the Contracting Officer. Once the frozen material has completely thawed, the material shall be reworked, placed and graded in not more than the maximum lift thicknesses allowed.

3.8.1.4 Construction Schedule During Winter Operations

The Contractor shall be required to operate and maintain a 24 hour per day, seven day a week construction schedule during winter operations to minimize the amount of excavated material from freezing or from being placed on frozen subgrade. The Contractor shall utilize equipment and labor forces that are sufficient in size and number and in a manner that results in minimal issues with freezing of the excavation material. Interruptions to continuous excavation operations will require the Contractor to manage frozen materials as prescribed above in Paragraph: Excavated Material Containing Frost or Frozen Material, and to manage frozen subgrade as prescribed above in Paragraph: Frozen Subgrade.

3.8.1.5 Snow Removal During Winter Operations

Snow shall be cleared from the areas of work prior to construction and work areas shall be kept clear of snow during construction. Disposal of snow within the Excavated Material Berms or any place where material is being placed shall not be permitted. The methodology to clear and dispose of the snow shall be subject to the acceptance of the Contracting Officer. The Contractor will also be responsible for clearing all snow from the site work roads within the limits of the work.

3.8.2 Final Grading During Winter Operations

Generally, final grading of the excavation will not be allowed during winter operations. The Contractor may elect to complete final grading of the excavation during winter operations but should provide a plan for Contracting Officer approval that details how final grading will be accomplished and how the grade will be protected until topsoil is placed. The plan shall also include how the subgrade will be fixed if damaged prior to topsoil placement.



3.9 DITCHES AND DIVERSION CHANNEL

Ditches and the diversion channel shall be cut accurately to the cross sections and grades indicated. Ditches shall be finished in a manner that will result in effective drainage. All roots, stumps, rock, and foreign matter in the sides and bottom of ditches and the diversion channel shall be trimmed and dressed or removed to conform to the slope, grade and shape of the section indicated. Care shall be taken not to excavate below the grades indicated. Excessive excavation shall be backfilled to grade with properly placed and compacted material. The diversion channel and all ditches excavated under this section shall be maintained until final acceptance of the work. Satisfactory material excavated from ditches and the diversion channel shall be placed in fill areas of the Excavated Material Berms, the Excavated Material Piles or as designated by the Contracting Officer.

3.10 BORROW MATERIAL

Borrow material shall be selected to meet the requirements and conditions of the particular fill or embankment for which it is to be used. All cohesive borrow material shall be obtained from the diversion channel excavation. All topsoil shall be obtained from within the grading limits of the project. Necessary clearing, grubbing, and drainage of the diversion channel excavation and the disposal of debris thereon shall be considered related operations to the borrow excavation.

3.10.1 Utilization of Excavated Materials

Material removed from the diversion channel excavations shall be incorporated in the work insofar as practicable. No excavated material that is satisfactory for use as fill shall be wasted without specific written authorization.

3.11 EMBANKMENTS

3.11.1 Embedded Levees and Access Roads

Embedded Levees and the 3 feet of fill beneath all aggregate surfaces shall be constructed at the locations and to lines and grades indicated. Fill shall meet the material specifications for the zones indicated on the drawings. The material shall be placed in successive horizontal layers for the full width of the cross section and shall be compacted as specified. Each layer shall be compacted before the overlaying lift is placed.

3.11.2 Excavated Material Berms

The material for the Excavated Material Berms shall be placed in horizontal layers and in such a manner as to provide proper drainage and shall be compacted as specified. Each layer shall be compacted before the overlaying lift is placed. Fill material needed to create the Excavated Material Berm configuration shall be placed to balance the diversion channel excavation quantity. The variation of the EMB cross section to balance excavation and fill material shall be as indicated on the drawings.

3.12 STRUCTURES

3.12.1 General

Excavation shall conform to the dimensions and elevations indicated for



each structure and footing including necessary oversizing. Excavations shall extend a sufficient distance from walls and footings to allow for placing and removal of forms.

3.12.2 Overdepth Excavation

Excavations below indicated depths will not be permitted except to remove unsatisfactory material. Material removed below the depths indicated or beyond the tolerances specified shall be replaced with properly placed and compacted fill at no additional cost to the Government, except that concrete footings may be increased in thickness to the bottom of the overdepth excavation if approved by the Contracting Officer.

3.12.3 Drainage

Surface water shall be directed away from excavation and construction sites so as to prevent erosion and undermining of foundations. Drainage shall not be redirected into any areas that adversely affect others. Diversion ditches, dikes and grading shall be provided and maintained as necessary during construction. Excavated slopes and backfill surfaces shall be protected to prevent erosion and sloughing. Excavation shall be performed so that the site and the area immediately surrounding the site and affecting operations at the site shall be continually and effectively drained.

3.12.4 Footing Excavation

Excavation to final grade of all surfaces to support concrete shall not be made until just before concrete is to be placed. In areas of structures with shallow foundations, granular subgrades shall be surface compacted with at least two passes using a vibratory compactor. High plasticity clays shall be protected to avoid desiccation prior to concrete placement.

3.12.5 Backfilling

Backfilling shall not begin until construction below finished grade has been approved, concrete forms have been removed and the excavation cleaned of frost, trash and debris. Backfill shall not be placed against foundation walls prior to 7 days after completion of the walls. As far as practicable, backfill shall be brought up evenly on each side of the wall. Trenches not immediately backfilled to grade shall be sloped to drain if practicable. Heavy equipment for spreading and compacting backfill shall not be operated closer to a foundation or other underground structural element than a distance equal to the height of backfill above the top of footing; the area remaining shall be compacted with power driven hand tampers suitable for the material being compacted.

3.13 LEVEES

3.13.1 Embedded Levees and Levees

Embedded Levees and Levees shall be constructed at the locations and to lines and grades indicated. Fill shall meet the material specifications for the zones indicated on the drawings. The material shall be placed in successive horizontal layers for the full width of the cross section and shall be compacted as specified. Each layer shall be compacted as specified in paragraph COMPACTION before the overlying lift is placed.



3.14 SUBGRADE PREPARATION

All areas to receive fill materials shall be inspected and approved by the Contracting Officer. Materials shall not be placed on surfaces that contain ponded water or are covered with snow.

3.14.1 Subgrades for Embedded Levees, Levees and Roads

All areas upon which Embedded Levees, Levees and Roads are to be constructed shall be stripped of topsoil before the fill is started. Material shall not be placed on surfaces that are muddy, frozen, contain frost, or where unsatisfactory material remains in or under the fill. For cohesionless soils, the subgrade surface shall be compacted to at least 100 Percent of the Standard Proctor density. For cohesive soils, the subgrade shall be proof rolled with either a loaded tandem dump truck or a larger standard rubber tired piece of loaded heavy construction equipment, and any soft areas shall be brought to the Contracting Officer's attention. Sloped ground surfaces steeper than one vertical to four horizontal on which fill is to be placed shall be stepped such that the fill material will bond with the existing surface. The existing surface shall also be scarified prior to placement of the first lift of fill to enhance the bonding between the two materials.

3.14.1.1 Subgrade Correction for Embedded Levees, Levees and Roads

Soft or otherwise unsatisfactory material shall generally be removed and replaced with satisfactory excavated material or other approved material as directed. Low areas resulting from removal of unsatisfactory material shall be brought up to required grade with satisfactory materials, and the entire subgrade shall be shaped to line, grade, and cross section and compacted as specified.

3.14.2 Subgrades for Embankments Across Existing Drainage Features and the Abandoned Sheyenne River Meander

Where fills and embankments are constructed across existing drainage features (Drain 29 and 30) and in the area of the abandoned Sheyenne River Meander (STA 200+00 to STA 219+00), the area shall be stripped before fill placement is started. Material shall not be placed on surfaces that are muddy, frozen, contain frost, or where unsatisfactory material remains in or under the fill. For cohesionless soils, the subgrade surface shall be compacted to at least 100 Percent of the Standard Proctor density. For cohesive soils, the subgrade shall be proof rolled with standard rubber tired heavy construction equipment and any soft areas shall be brought to the Contracting Officer's attention. Sloped ground surfaces steeper than one vertical to four horizontal on which fill is to be placed shall be stepped such that the fill material will bond with the existing surface. The existing surface shall also be scarified prior to placement of the first lift of fill to enhance the bonding between the two materials.

3.14.2.1 Subgrade Correction for Embankments Across Existing Drainage Features

Soft or otherwise unsatisfactory material shall generally be removed and replaced with satisfactory excavated material or other approved material as directed. Low areas resulting from removal of unsatisfactory material shall be brought up to required grade with satisfactory materials, and the entire subgrade shall be shaped to line, grade, and cross section and compacted as specified.



3.14.3 Temporary Fill Locations

Homes, buildings, and associated structures along with foundations, septic systems and service lines have been removed by others prior to construction and excavations temporarily filled. If the temporary fill locations falls within the grading limits, the temporary fill shall be removed and filled with impervious fill. Sloped ground surfaces steeper than one vertical to four horizontal on which fill is to be placed shall be stepped such that the fill material will bond with the existing surface. The existing surface shall also be scarified prior to placement of the first lift of fill to enhance the bonding between the two materials.

3.15 FINISHING

All areas covered by the project, including excavated and filled sections and adjacent transition areas, shall be uniformly smooth-graded. The finished surface shall be reasonably smooth, compacted, and free from irregular surface changes. The degree of finish shall be that ordinarily obtainable from blade-grader operations, except as otherwise specified. Ditches shall be finished to permit adequate drainage. The surface of areas to be turfed shall be finished to a smoothness suitable for the application of turfing.

3.15.1 Roadway Subgrade Tolerances

When the final layer of base has been completed, and at the time any additional construction is to be placed thereon, the finished surface of the base shall not vary more than 0.05 feet from the plan elevation.

3.15.2 Diversion Channel Tolerance

The overall average finished surface of the diversion channel bottom and side slopes including the low flow channel, shall not vary by more than minus 0.5 inches from the lines and grades shown on the drawings. Local area variance of the finished surface shall be within minus 3 inches of the lines and grades shown on the drawings. Under no circumstances shall the tolerance be greater then plus zero inches.

3.15.3 Right Bank Excavated Material Berm

The finished surface of the Right Bank Excavated Material Berm shall not be greater than or less than 0.5 feet from the line and grades shown on the contract drawings. All high point elevations shall not be greater than 20 feet higher than the existing ground elevation prior to construction. All swales within the undulation areas shall be finished in a manner that will result in effective drainage towards the right bank draiange ditch.

3.15.4 Left Bank Excavated Material Berm

The finished surface of the Left Bank Excavated Material Berm shall not be greater than the maximum neatline nor less than the minimum neatline shown on the contract drawings. The Contractor shall finish the Left Bank EMB with the same general configuration between the neatlines (same approximate elevation for the top of slopes on each side of the EMB and a 2% slope to the crest). The same general top elevation should be provided throughout the project to provide a flat profile for the maintenance road. If changes in top elevation are necessary, then a consistent top elevation should be provided over a 1,000 foot length. If changes in longitudinal elevation



are 1 foot or greater, a 100 foot minimum transition (1% grade) shall be required to account for the change in elevation.

3.16 PLACING TOPSOIL

Topsoil placement shall be staged such that construction traffic for hauling material does not travel over the topsoil after it is placed. Topsoil shall be spread with a low ground pressure dozer, skid steer loaders, or other equipment capable of lightly compacting the soil and approved by the Contracting Officer.

3.17 COMPACTION

3.17.1 Moisture Control

When moisture control is required in accordance with Paragraph: Placement And Compaction, the moisture content after compaction shall be within the limits of 3 percentage points above the optimum and 2 percentage points below the optimum moisture content as determined by field moisture density tests. Dried or crusted cohesive soils shall be plowed, disked or otherwise broken up before compaction. If water is added to fills, the layer shall be spread in even lifts, moistened as necessary, thoroughly mixed, and compacted. Fill too wet to achieve proper compaction shall require drying prior to placement. Possible drying methods include spreading and disking of soil prior to placing in fill. Otherwise control of moisture in the fill shall be maintained to provide acceptable compaction.

3.17.2 Placement And Compaction

Each layer shall be spread uniformly on an acceptable soil surface. The type of fill, its maximum uncompacted lift thickness, and the minimum compaction requirements (Percent of Standard Proctor density) to which each type of fill shall be compacted shall be as listed below.

Maximum Uncompacted Percent of Lift Standard Moisture Thickness Proctor Control Fill Zone (inches) Density Required

General Grading 12 90 No

Structure Subgrades 9 100 Yes and Foundation Slabs

Impervious Structural Backfill 12 95 Yes

Cohesionless Structural Backfill 12 100 No

Levees 9 95 Yes

Embedded Levees 12 90 No

Excavated Material Berms 18 85 No

Utility Backfill Use specification for zone where



utility is located.

a. Fill materials shall be placed in horizontal layers not exceeding 6 inches loose depth when hand operated compactors are used.

b. Embankments and subgrade under roadways shall be compacted to at least the Percent of Standard Proctor density as follows:

(1) For fill sections the top 36 inches below the aggregate base course shall be placed in uncompacted lifts not exceeding 9 inches and compacted to at least 95 Percent of the Standard Proctor density. Moisture control requirements shall be followed.

(2) For cut sections in cohesionless soils the subgrade surface shall be compacted to at least 100 Percent of the Standard Proctor density. For cut sections in cohesive soils, the subgrade shall be proof rolled and any soft areas shall be brought to the Contracting Officer's attention.

3.18 TESTING

3.18.1 General

All testing expenses shall be the Contractor's responsibility. Prior to sampling and testing the work, testing laboratories shall be inspected and approved in accordance with SECTION 01 45 04.00 13 CONTRACTOR QUALITY CONTROL. The Contracting Officer reserves the right to direct the location and select the material for samples to be tested and to direct where and when tests shall be performed.

3.18.2 Field Density Tests

Report forms for summaries of field density tests shall include, at a minimum, information shown below. Additional data required by the applicable ASTM test methods shall be kept on file by the Contractor. Tests shall be numbered sequentially throughout the job, and retests shall reference the original test number (1A, 1B, etc.).

1. Test Number2. Dry density, water content and gravel content of field test3. Proctor Number, maximum dry density, optimum water content, and

gravel content of Proctor test4. Percent of Standard Proctor density5. Each test shall be plotted on the graphic presentation of the

applicable Proctor test. Multiple field test results may be on one graph, provided each test is clearly marked, the Proctor test results are clearly marked and distinguishable from the field test results, and only one Proctor test applies to all the field tests.

3.18.3 Proctor Tests

Report forms for summaries of Proctor tests shall include the minimum information. A Proctor test includes sufficient individual samples (at least 4) of varying moisture content to generate a plot showing the maximum density and corresponding moisture content. Additional data required by the applicable ASTM test methods shall be kept on file by the Contractor. Jar samples shall be retained by the testing laboratory for each Proctor test until field testing is completed.



1. Test Number and method2. Sample location and visual soil description3. maximum dry density, and optimum water content4. gravel contents in sample and test specimens5. A graph of the moisture-density relationship

3.18.4 Corrective Action

Tests of materials which do not meet the contract requirements (failing test) will not be counted as part of the required testing. Each such failing test must be retaken at the same location as the failing test was taken. If testing indicates material does not meet the contract requirements, the material represented by the failing test shall not be placed in the contract work or shall be recompacted or removed. The quantity of material represented by the failing test shall be determined by the Contracting Officer up to the quantity represented by the testing frequency. The Contractor may increase testing frequency in the vicinity of a failing test in order to reduce removal requirements, as approved by the Contracting Officer. Such increases in testing frequency shall be at the Contractor's expense and at no additional cost to the Government.

3.18.5 Testing Schedule

a. Moisture-Density Relations (ASTM D 698)

(1) Embedded Levee Impervious Fill, one test for each material variation, but not less than one test per 25,000 cubic yards of material placed.

(2) Random Fill, one test for each material variation per 1,500 linear feet of diversion excavation, but not less than one test per 100,000 cubic yards.

(3) Select Granular Fill, one test for each material variation.

b. In-Place Densities (ASTM D 1556 or ASTM D 6938)

(1) Embedded Levee. One test per 1,000 linear feet, or fraction thereof, of each lift of impervious fill in the embedded levee.

(2) Excavated Material Berm. One test per 20,000 square yards, or fraction thereof, of each lift of fill of the excavated material berms. Test shall be distributed over the footprint of the EMB.

(3) Structure foundations, not less than 1 test for each 2 vertical feet of fill.

(4) Utility trench backfill below pavements, not less than 1 test per 2 vertical feet per 300 linear feet.

(5) Fill beneath Aggregate Base Course, one test per 1,000 linear feet, of each lift.

c. Percent Passing No. 200 sieve (ASTM C 117)

(1) Select Granular Fill, 1 test per 1,000 CY of fill placed, not less than 1 test for each source placed.



d. Sieve Analysis, (ASTM C 136)

(1) Select Granular Fill, 1 test for each source.

(2) Impervious Fill, 1 test per 25,000 cubic yards of fill.

e. Plasticity Index (ASTM D 4318)

(1) Cohesive soils, 1 test for each Proctor test.

f. Clay Faction (percent smaller than 0.002 mm, determined in accordance with ASTM D 422)

(1) Select impervious fill, 1 test per 5,000 CY of fill

3.19 NUCLEAR DENSITY TESTING EQUIPMENT

Nuclear density testing equipment shall be used in general accordance with ASTM D 6938. In addition, the following conditions shall apply:

a. Prior to using the nuclear density testing equipment on the site, the Contractor shall submit to the Contracting Officer a certification that the operator has completed a training course approved by the nuclear density testing equipment manufacturer, the most recent data sheet from the manufacturer's calibration, and a copy of the most recent statistical check of the standard count precision.

b. The first test and every tenth test thereafter shall include a sand cone correlation test. The sand cone test shall be centered over the prepared surface for the nuclear test, shall include a nominal 6 inch diameter sand cone, and shall include a minimum wet soil weight of 6 pounds extracted from the hole. In addition, testing of aggregate base soils shall include a minimum of 3 sand cone correlations for each day of testing; and testing of bituminous shall include a minimum of 3 core densities for each day of testing. The density correlations shall be submitted with test results. Each transmittal including density test data shall include a summary of all density correlations for the job neatly prepared on a summary sheet including at a minimum:

(1) date, meter serial number and operators initials.(2) standard count and adjustment data for each test.(3) material type.(4) probe depth.(5) moisture content by each test method and the deviation.(6) wet density by each test method and the deviation.

c. The nuclear density testing equipment shall be capable of extending a probe a minimum of 6 inches down into a hole. The probe shall generally be extended to the maximum depth obtainable.

d. Nuclear density testing equipment used within 2 vertical feet from the existing ground water level, 5 horizontal feet from a vertical wall or massive concrete structure, or in a trench shall have the standard count changed before and after each test, or the manufacturers published correction procedure shall be followed.

e. Nuclear density testing equipment shall not be used during rain.



3.20 SUBGRADE AND EMBANKMENT PROTECTION

Compacted subgrades that are disturbed by the Contractor's operations or adverse weather shall be scarified and compacted as specified herein to the required density prior to further construction thereon. Subgrades not meeting the specifications for finish, material type and density at the time of surface material placement shall be corrected at the Contractor's expense. Cohesive embankments and subgrades shall be kept crowned or sloped for drainage. Newly graded areas shall be protected from traffic and erosion. Any settlement or washing away that may occur from any cause shall be repaired. No base course or pavement shall be laid until the subgrade has been checked and approved by the Contracting Officer. Ditches and drains along subgrade shall be maintained to provide effective drainage. All work shall implement best management practices for erosion control.






SECTION 31 05 19

GEOTEXTILE

08/08

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 DELIVERY, STORAGE, AND HANDLING 1.3.1 Delivery 1.3.2 Storage 1.3.3 Handling

PART 2 PRODUCTS

2.1 MATERIALS 2.1.1 Geotextile 2.1.1.1 Geotextile Type 1 2.1.1.2 Geotextile Type 2 2.1.1.3 Geotextile Type 3 2.1.2 Thread 2.2 MANUFACTURING QUALITY CONTROL SAMPLING AND TESTING

PART 3 EXECUTION

3.1 INSTALLATION 3.1.1 Subgrade Preparation 3.1.2 Placement 3.2 SEAMS 3.2.1 Overlap Seams 3.2.2 Sewn Seams 3.3 PROTECTION 3.4 REPAIRS 3.5 PENETRATIONS 3.6 COVERING




SECTION 31 05 19

GEOTEXTILE08/08

PART 1 GENERAL

1.1 REFERENCES



AASHTO M 288 (2006; R 2011) Standard Specification for Geotextile Specification for Highway Applications


ASTM D4354 (1999; R 2009) Sampling of Geosynthetics for Testing

ASTM D4759 (2011) Determining the Specification Conformance of Geosynthetics

ASTM D4873 (2002; R 2009) Identification, Storage, and Handling of Geosynthetic Rolls and Samples

1.2 SUBMITTALS


SD-03 Product Data

ThreadManufacturing Quality Control Sampling and Testing

SD-04 Samples

Geotextile

Submit two 8-inch x 8-inch sample of each geotextile to be used on the project.

SD-07 Certificates

Geotextile



A minimum of 21 days prior to scheduled use, manufacturer's certificate of compliance stating that the geotextile meets the requirements of this section.


Deliver, store, and handle geotextile in accordance with ASTM D4873.

1.3.1 Delivery

Notify the Contracting Officer a minimum of 24 hours prior to delivery and unloading of geotextile rolls packaged in an opaque, waterproof, protective plastic wrapping. The plastic wrapping shall not be removed until deployment. If quality assurance samples are collected, immediately rewrap rolls with the plastic wrapping. Geotextile or plastic wrapping damaged during storage or handling shall be repaired or replaced, as directed. Label each roll with the manufacturer's name, geotextile type, roll number, roll dimensions (length, width, gross weight), and date manufactured.

1.3.2 Storage

Protect rolls of geotextile from construction equipment, chemicals, sparks and flames, temperatures in excess of 160 degrees F, or any other environmental condition that may damage the physical properties of the geotextile. To protect geotextile from becoming saturated, either elevate rolls off the ground or place them on a sacrificial sheet of plastic in an area where water will not accumulate.

1.3.3 Handling

Handle and unload geotextile rolls with load carrying straps, a fork lift with a stinger bar, or an axial bar assembly. Rolls shall not be dragged along the ground, lifted by one end, or dropped to the ground.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Geotextile

Provide geotextile that is a nonwoven pervious sheet of polymeric material consisting of long-chain synthetic polymers composed of at least 95 percent by weight polyolefins, polyesters, or polyamides. Geotextiles shall meet the requirements of AASHTO M 288 as noted for the types listed.

2.1.1.1 Geotextile Type 1

Geotextile Type 1 shall meet the requirements of AASHTO M 288, Table 6, for a permanent erosion control geotextile selected for an in-situ soil having greater than 50% passing the No. 200 sieve (0.075 mm).


Geotextile Type 2 shall meet the requirements of AASHTO M 288, Table 3, for a separation geotextile.




Geotextile Type 3 shall meet the requirements of AASHTO M 288, Table 6, a permanent erosion control geotextile selected for an in-situ soil having less than 15% passing the No. 200 sieve (0.075 mm).

2.1.2 Thread

A minimum of 21 days prior to scheduled use, submit proposed thread type for sewn seams along with data sheets showing the physical properties of the thread. Construct sewn seams with high-strength polyester, nylon, or other approved thread type. Thread shall have ultraviolet light stability equivalent to the geotextile and the color shall contrast with the geotextile.

2.2 MANUFACTURING QUALITY CONTROL SAMPLING AND TESTING

The Manufacturer is responsible for establishing and maintaining a quality control program to assure compliance with the requirements of the specification. A minimum of 21 days prior to scheduled use, submit manufacturer's quality control manual. Perform manufacturing quality control sampling and testing in accordance with the manufacturer's approved quality control manual. As a minimum, geotextiles shall be randomly sampled for testing in accordance with ASTM D4354, Procedure A. Acceptance of geotextile shall be in accordance with ASTM D4759. Tests not meeting the specified requirements will result in the rejection of applicable rolls.

PART 3 EXECUTION

3.1 INSTALLATION

3.1.1 Subgrade Preparation

The surface underlying the geotextile shall be smooth and free of ruts or protrusions which could damage the geotextile. Subgrade materials and compaction requirements shall be in accordance with SECTON 31 00 00.00 13 EARTHWORK.

3.1.2 Placement

Notify the Contracting Officer a minimum of 24 hours prior to installation of geotextile. Geotextile rolls which are damaged or contain imperfections shall be repaired or replaced as directed. The geotextile shall be laid flat and smooth so that it is in direct contact with the subgrade. The geotextile shall also be free of tensile stresses, folds, and wrinkles. On slopes steeper than 10 horizontal on 1 vertical, lay the geotextile with the machine direction of the fabric parallel to the slope direction.

3.2 SEAMS

3.2.1 Overlap Seams

Continuously overlap geotextile panels a minimum of 24 inches at all longitudinal and transverse joints. Where seams must be oriented across the slope, lap the upper panel over the lower panel. Upstream geotextile panels shall overlap downstream geotextile panels. If approved, sewn seams may be used instead of overlapped seams.



3.2.2 Sewn Seams

Factory and field seams shall be continuously sewn on all slopes steeper than 1 vertical on 4 horizontal. The stitch type used shall be a 401 locking chain stitch or as recommended by the manufacturer. For field and factory seams which are sewn, provide at least a 6-foot sample of sewn seam before the geotextile is installed. For seams that are field sewn, the seams shall be sewn using the same equipment and procedures as will be used for the production seams. If seams are sewn in both the machine and cross machine direction, provide samples of seams from both directions. Seam strength shall meet the minimum requirements specified in AASHTO M 288. The thread at the end of each seam run shall be tied off to prevent unraveling. Skipped stitches or discontinuities shall be sewn with an extra line of stitching with a minimum of 18 inches of overlap.

3.3 PROTECTION

Protect the geotextile during installation from clogging, tears, and other damage. Damaged geotextile shall be repaired or replaced as directed. Use adequate ballast (e.g. sand bags) to prevent uplift by wind. The geotextile shall not be left uncovered for more than 7 days after installation.

3.4 REPAIRS

Repair torn or damaged geotextile. Clogged areas of geotextile shall be removed. Perform repairs by placing a patch of the same type of geotextile over the damaged area. The patch shall extend a minimum of 12 inches beyond the edge of the damaged area. Patches shall be continuously fastened using approved methods. The machine direction of the patch shall be aligned with the machine direction of the geotextile being repaired. Remove and replace geotextile rolls which cannot be repaired. Repairs shall be performed at no additional cost to the Government

3.5 PENETRATIONS

Construct engineered penetrations of the geotextile by methods recommended by the geotextile manufacturer.

3.6 COVERING

Do not cover geotextile prior to inspection and approval by the Contracting Officer. Place cover soil in a manner that prevents soil from entering the geotextile overlap zone, prevents tensile stress from being mobilized in the geotextile, and prevents wrinkles from folding over onto themselves. On side slopes, soil backfill shall be placed from the bottom of the slope upward. Cover soil shall not be dropped onto the geotextile from a height greater than 3 feet. No equipment shall be operated directly on top of the geotextile without approval of the Contracting Officer. Use equipment with ground pressures less than 7 psi to place the first lift over the geotextile. A minimum of 8 inches of soil shall be maintained between full-scale construction equipment and the geotextile. Equipment placing cover soil shall not stop abruptly, make sharp turns, spin their wheels, or travel at speeds exceeding 5 mph.






SECTION 31 11 00

CLEARING AND GRUBBING

04/06

PART 1 GENERAL


PART 3 EXECUTION

3.1 PROTECTION 3.1.1 Roads 3.1.2 Trees, Shrubs, and Existing Facilities 3.1.3 Utility Lines 3.2 CLEARING 3.3 GRUBBING 3.4 DISPOSAL OF CLEARING AND GRUBBING DEBRIS 3.4.1 Burning 3.4.2 Saleable Timber 3.4.3 Nonsaleable Materials




SECTION 31 11 00

CLEARING AND GRUBBING04/06

PART 1 GENERAL


PART 3 EXECUTION

3.1 PROTECTION

3.1.1 Roads

Keep roads free of dirt and debris at all times.

3.1.2 Trees, Shrubs, and Existing Facilities

Trees and vegetation to be left standing shall be protected from damage incident to clearing, grubbing, and construction operations by the erection of barriers or by such other means as the circumstances require.

3.1.3 Utility Lines

Protect existing utility lines that are indicated to remain from damage. Notify the Contracting Officer immediately of damage to or an encounter with an unknown existing utility line. The Contractor shall be responsible for the repairs of damage to existing utility lines that are indicated or made known to the Contractor prior to start of clearing and grubbing operations.

3.2 CLEARING

Clearing shall consist of the felling, trimming, and cutting of trees into sections and the satisfactory disposal of the trees and other vegetation designated for removal, including downed timber, snags, brush, and rubbish occurring within the areas to be cleared. Clearing operations shall include complete removal and disposal of all obstructions six inches or more above the ground and of any other objectionable matter above the ground surface. Clearing limits are determined by the grading limits.

3.3 GRUBBING

Grubbing shall consist of the removal and disposal of stumps, roots larger than 3 inches in diameter, matted roots and the removal and diposal of other objectionable organic material below the ground surface from the designated grubbing areas.

3.4 DISPOSAL OF CLEARING AND GRUBBING DEBRIS

3.4.1 Burning

Burning will not be permitted at the project site.



3.4.2 Saleable Timber

In the interest of conservation, the Contractor shall make a reasonable effort to utilize timber for some useful purpose, including saw logs, pulpwood, posts, poles, ties, firewood or mulch.

3.4.3 Nonsaleable Materials

Logs, stumps, roots, brush, rotten wood, and other refuse from the clearing and grubbing operations, except for salable timber, shall be disposed of in an approved disposal area outside the project work area.






SECTION 31 23 19.41 13

DEWATERING, COFFERDAMS, AND CARE OF WATER

07/2013

PART 1 GENERAL

1.1 DEFINITIONS 1.2 REFERENCES 1.3 SUBMITTALS 1.4 GEOLOGIC INFORMATION 1.5 DEWATERING 1.5.1 Design 1.5.2 Regulations 1.6 SHORING 1.6.1 General 1.6.2 Responsibility 1.7 COFFERDAMS 1.7.1 Responsibility

PART 2 PRODUCTS

2.1 DEWATERING WELLS

PART 3 EXECUTION

3.1 DEWATERING OPERATIONS 3.1.1 Operation 3.1.2 Removal 3.2 SHORING 3.3 COFFERDAMS 3.4 UNWATERING 3.5 CARE OF WATER 3.5.1 Drainage




SECTION 31 23 19.41 13

DEWATERING, COFFERDAMS, AND CARE OF WATER07/2013

PART 1 GENERAL

1.1 DEFINITIONS

Dewatering. Removal of groundwater to lower the groundwater level or relieve ground water pressure in a localized area.

Unwatering. Removal of surface water by direct pumping, without the use of sumps or special purpose equipment.

1.2 REFERENCES




EM 1110-2-1913 (2000) Design and Construction of Levees


29 CFR 1926 OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA), Subpart P, Excavations

1.3 SUBMITTALS



Dewatering Plan;

A dewatering plan shall be submitted for each area or phase of the contract where wells, wellpoints, or other dewatering systems are required. The plan shall be reviewed and signed by a Registered Professional Engineer. The plan shall include the following items:

1. layout (including the relationship to site improvements and construction operations)



2. type, sizes, depth and spacing of dewatering devices 3. number and capacity of pumps4. design assumptions, analysis methods, and calculations a. justification for pump capacity b. justification for slot size on screens c. justification for screen intake area d. justification for filter pack gradation5. description of installation equipment6. description of operating procedures7. description of discharge point (weirs, sedimentation basin, etc.)8. type and location of monitoring equipment9. removal and abandonment plans

Government review of the proposed dewatering system will not relieve the Contractor of full responsibility for the adequacy of the dewatering operations. The Contractor shall be responsible for dewatering effects on adjacent properties, including but not limited to blockage of easements, erosion or sedimentation of ditches, and encroachment onto private property by flooding from pump outlets and sedimentation basins.

Shoring Plan;

Submit drawings and calculations, certified by a registered professional engineer, describing the methods for shoring and sheeting of excavations. Plans and design computations for all shoring used shall be submitted at least 30 days prior to installation. Drawings shall include material sizes and types, arrangement of members, and the sequence and method of installation and removal. Calculations shall include data and references used.

Cofferdam and flow conveyance plan;

Plans showing layout of all cofferdams and flow conveyance features required for construction of the diversion channel excavation shall be submitted for review prior to installation. Plans shall include but not be limited to cofferdam layout, cross sections and borrow source materials. Plans shall also include layout of flow conveyance features such as pumps, pumps sizes, and discharge culverts, including culvert location, size, length, and invert elevations. Plans shall be submitted at least 30 days prior to installation.

Unwatering Plan;

An Unwatering plan shall be submitted for removal of water within the diversion channel excavation. The plan shall be designed using accepted professional methods of engineering design consistent with the best current practice and stamped by a Registered Professional Engineer retained by and at the Contractor's own expense.

1.4 GEOLOGIC INFORMATION

Ground water elevations shown on the boring logs are those encountered at the time the borings were taken. Because groundwater elevations are dependent upon hydrologic conditions, variations in the water table should



be expected. For work near rivers and navigable waterways, refer to the hydrographs included with the contract drawings. It shall be the Contractors responsibility to evaluate subsurface conditions and to perform the necessary dewatering operations irrespective of the water elevations at the time of the work. However, nothing in this clause prohibits the Contractor from receiving a time extension under the Default clause, the Time Extensions for Unusually Severe Weather clause, or any other clause in this contract.

1.5 DEWATERING

The Contractor shall design, furnish, install and operate dewatering systems in conjunction with associated cofferdams, shoring, and other related work.

Control of groundwater shall be accomplished in a manner that will providesuitable working conditions for construction, preserve the strength of thefoundation soils, will not cause instability of excavations, and will not result in damage to existing structures. Suitable working conditions for construction will provide a dry or moist subgrade free of standing, percolating, or running water during placement and curing of concrete, and placement and compaction of backfill. Where necessary to these purposes, the water level shall be lowered in advance of excavation utilizing wells, wellpoints, or similar methods. For structure foundations, the water level (as measured in piezometers, test pits, or sumps) shall be maintained a minimum of 1 foot below the prevailing excavation level, or it shall be lowered to within 2 feet of impermeable stratigraphy.

1.5.1 Design

If conditions warrant, and if not otherwise specified in the contract documents, dewatering may consist of collection in sumps or trenches, and open pumping. Sumps, trenches and running water shall not jeopardize erosion or ground loss near foundations, pipes, or other structures. Open pumping will not be permitted if it results in boils, seepage in concrete placement areas, loss of fines, softening of the ground, instability of slopes, or interference with orderly progress of the construction.

1.5.2 Regulations

Compliance with all regulations shall be incidental to the dewatering work. Disposal of water shall be in accordance with SECTION 01 41 26.00 13 NORTH DAKOATA POLLUTANT DISCHARGE ELIMINATION SYSTEM, SECTION 01 57 20.00 13 ENVIRONMENTAL PROTECTION and all applicable regulations. Well abandonment shall seal aquifers and confining layers in compliance with environmental regulations and permits.

1.6 SHORING

Shoring and trench support systems shall be coordinated with the dewatering effort to provide safe and reliable conditions.

1.6.1 General

The Contractor may at its own option employ shoring for protecting work areas within excavations in lieu of performing excavation to safe and stable side slopes. The Contractor shall design and construct all shoring required in performing the excavations. Shoring shall be constructed in accordance with the safety requirements of EM 385-1-1 and the OSHA



regulations in 29 CFR 1926.

1.6.2 Responsibility

The Contractor shall be responsible for design and maintenance of all shoring which the Contractor proposes to install.

1.7 COFFERDAMS

Cofferdams and water conveyance structures shall be coordinated with the dewatering effort to provide safe and reliable conditions.

1.7.1 Responsibility

The Contractor shall be responsible for design and maintenance of all cofferdams which the Contractor proposes to install.

PART 2 PRODUCTS

2.1 DEWATERING WELLS

If wells and wellpoints are required for dewatering, they shall be installed with suitable screens and filters so that continuous pumping of fines does not occur. Pumps shall discharge into a settling tank to check for movement of sand. Wells shall be sealed in accordance with State Health Department requirements.

PART 3 EXECUTION

3.1 DEWATERING OPERATIONS

3.1.1 Operation

Upon installation and commencement of dewatering operations, the system shall be operated continuously (24 hours/day, 7 days/week) until the structure and backfill are completed to the groundwater elevation. The Contractor shall be responsible for maintaining the system. Surface drainage shall be controlled by rerouting storm water runoff or diverting natural drainage, as necessary.

3.1.2 Removal

If wells and wellpoints are required for dewatering operations, well casing and screens shall be withdrawn upon completion of the work, and all equipment shall be removed (including related temporary cofferdams, shoring, etc.)

3.2 SHORING

Shoring shall be completed with the shoring plan submittal. Unless otherwise authorized, all sheeting and bracing shall be removed when backfill is completed.

3.3 COFFERDAMS

Earthfill cofferdams with maximum height greater than 6 feet shall at a minimum be constructed to a minimum required dimension to protect to a 10



percent chance event with a required 2 feet of freeboard. The Contractor shall temporarily stop work in the area protected by the cofferdam and evaluate the need to raise or reinforce the cofferdam if any of the following conditions occur during the course of the work:

a. The freeboard of any earthfill cofferdam drops below 2 feet.b. Active boils or seepage problems occur.c. The cofferdam alignment or top elevation bows or becomes distorted

from the as-built section.d. Cracks or displacement occurs related to slides or slope stability.

If failure of the cofferdam affects safety or Government investment, then evaluation of and mitigation for distressed earthfill cofferdams shall be in general accordance with applicable provisions of EM 1110-2-1913.

3.4 UNWATERING

The temporary plug at the downstream area of the diversion channel excavation will require the Contractor to unwater accumulated water within the excavation. The Contractor shall design, construct, maintain and operate an unwatering system capable of removing water within the excavation.

3.5 CARE OF WATER

Provide for the collection and disposal of surface waters encountered during construction.

3.5.1 Drainage

So that construction operations progress successfully, maintain drainage features during periods of construction to prevent surface waters from entering the construction site. The Contractor shall establish/construct storm drainage features (ponds/basins/ditches) 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/or provide temporary ditches, dikes, swales, pumping and other drainage features and equipment as required to prevent surface water from entering the construction site and to prevent erosion. The drainage features shall be designed, constructed, maintained and operated in a manner that allows existing surface drainage to continue to flow and operate under all conditions encountered and not flood adjacent property. 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. Excavated slopes and backfill surfaces shall be protected to prevent erosion and sloughing. Excavation shall be performed so that the site, the area immediately surrounding the site, and the area affecting operations at the site shall be continually and effectively drained. The Contractor shall design, construct, maintain and operate all drainage features in accordance with SECTION 01 41 26.00 13 NORTH DAKOATA POLLUTANT DISCHARGE ELIMINATION SYSTEM, SECTION 01 57 20.00 13 ENVIRONMENTAL PROTECTION and all applicable regulations.






SECTION 32 11 16.00 13

AGGREGATE BASE COURSE

10/2006

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS

PART 2 PRODUCTS

2.1 AGGREGATE BASE 2.2 MATERIAL SOURCES 2.3 GEOTEXTILE

PART 3 EXECUTION

3.1 GENERAL 3.1.1 Definitions 3.2 EQUIPMENT 3.3 WEATHER LIMITATION 3.4 STOCKPILING MATERIAL 3.5 PREPARATION OF SUBGRADE 3.6 PROOF-ROLLING 3.7 GRADE CONTROL 3.8 PLACEMENT OF GEOTEXTILE 3.8.1 Covering Geotextile 3.9 AGGREGATE PLACEMENT 3.10 COMPACTION 3.10.1 Requirements 3.10.2 Finishing 3.11 SMOOTHNESS TEST 3.12 THICKNESS CONTROL 3.12.1 Thickness Tolerances 3.13 TESTING 3.13.1 Correction 3.14 MAINTENANCE




SECTION 32 11 16.00 13

AGGREGATE BASE COURSE10/2006

PART 1 GENERAL

1.1 REFERENCES


NORTH DAKOTA DEPARTMENT OF TRANSPORTATION (NDDOT) Standard Specifications for Road and Bridge Construction

NDDOT 151 (2008) General Equipment

NDDOT 302 (2008) Salvaged Base Course, Aggregate Base Course, or Aggregate Surface Course

NDDOT 709 (2008) Geotextile Fabrics (Installation)

NDDOT 816 (2008) Aggregates


ASTM C 117 (2004) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing


1.2 SUBMITTALS



Aggregate Sources

Aggregate material sources as specified in Paragraph MATERIAL SOURCES.

SD-03 Product Data

Geotextile Data;



Catalog cuts or technical data sheet shall be submitted for the geotextile showing that the product meets the specifications.

SD-04 Samples

Aggregate Samples

Samples of aggregate as specified in Paragraph MATERIAL SOURCES.

SD-06 Test Reports

Testing

Testing results as specified in Paragraph TESTING.

PART 2 PRODUCTS

2.1 AGGREGATE BASE

NDDOT 816, gradation for aggregate base.

2.2 MATERIAL SOURCES

It shall be the responsibility of the Contractor to make its own investigations for a source of suitable materials and to make its own arrangements with the owners of the pits for procuring the required quantity of suitable material. The Contractor shall designate in writing only one source or one combination of sources from which it proposes to furnish aggregate. A 50 pound sample shall be provided to the Contracting Officer. Approval of samples from a source of aggregate is not to be construed as approval of all materials from that source. The right is reserved to reject materials from certain localized areas, zones, strata, or channels when such materials are unsuitable for aggregate as determined by the Contracting Officer. Materials produced from an approved source shall meet all the requirements of this section.

2.3 GEOTEXTILE

Geotextile shall be a separation geotextile fabric meeting the requirements of Geotextile Type 2, in accordance with SECTION 31 05 19 GEOTEXTILE.

PART 3 EXECUTION

3.1 GENERAL

Aggregate base course shall be constructed in accordance with the requirements of NDDOT 302 unless specified otherwise.

3.1.1 Definitions

The term "Engineer" referenced in the state standard specifications shall mean the Contracting Officer.

3.2 EQUIPMENT

All plant, equipment, and tools used in the performance of the work will be subject to approval and shall be maintained in satisfactory working



condition at all times. The equipment shall meet the requirements of the referenced state standard specification sections. The base course shall be compacted using a steel-wheeled roller, vibratory smooth drum roller, pneumatic-tired roller, unless other special compaction equipment is approved.

3.3 WEATHER LIMITATION

Base courses shall be placed when the atmospheric temperature is above 35 degrees F. Base shall not be constructed on subgrades that are frozen or contain frost. Areas of completed base course that are damaged by freezing, rainfall, or other weather conditions shall be corrected to meet specified requirements.

3.4 STOCKPILING MATERIAL

Prior to stockpiling of material, storage sites shall be cleared and leveled by the Contractor. Materials obtained from different sources shall be stockpiled separately.

3.5 PREPARATION OF SUBGRADE

Prior to constructing the aggregate base course, the subgrade shall be cleaned of all foreign substances. Ruts or soft, yielding spots in the subgrade, areas having inadequate compaction, and deviations of the surface from the requirements specified shall be corrected by loosening and removing soft or unsatisfactory material and by adding satisfactory material with a consistency and texture similar to the surrounding subgrade, reshaping to line and grade, and recompacting to specified density requirements. The finished subgrade shall not be disturbed by traffic or other operations and shall be maintained by the Contractor in a satisfactory condition until the base course is placed.

3.6 PROOF-ROLLING

The subgrade shall be proof-rolled prior to placing aggregate base. Proof-rolling shall be scheduled at a time when the Contracting Officer can observe, unless waived. Proof-rolling shall be accomplished within the limits of the work by passing a loaded 25 ton dump truck or rubber tired heavy equipment over the entire subgrade at a slow rate of speed. Proof-rolling shall be observed by a qualified observer not riding in the vehicle. Soft or loose areas identified by the proof-rolling and occurring in previously placed fill shall be tested for compaction where directed by the Contracting Officer. Isolated areas of soft cohesive soils shall be subcut and replaced with satisfactory fill of a texture similar to surrounding subgrade soil. Loose zones of non-saturated granular soil shall be compacted. The Contracting officer has the option to direct subgrade correction. Payment will be authorized for subgrade correction of native soils identified as suitable subgrade material in the project documents. Such payment or schedule changes will be negotiated in accordance with CONTRACT CLAUSE 52.243-4: CHANGES. Correction of fill soils not meeting compaction specifications shall be corrected at the Contractor's expense.

3.7 GRADE CONTROL

During construction, the lines and grades, including crown and cross slope indicated for the base course, shall be maintained by means of line and grade stakes placed by the Contractor. Grade stakes shall be in lines



parallel to the centerline of the area under construction and suitably spaced for string lining. The Contractor may use an approved laser system in lieu of a grade stake system. Adequate drainage shall be provided during the entire period of construction to prevent water from collecting or standing on the area to be constructed.

3.8 PLACEMENT OF GEOTEXTILE

Placement of geotextile shall be in accordance with NDDOT 709.

3.8.1 Covering Geotextile

Overlying aggregate layers shall be spread uniformly to the full lift thickness on the geotextile by methods that do not tear, puncture, or reposition the fabric. Sudden braking and sharp turning shall be avoided. Tracked equipment shall not turn to prevent tracks from shearing the geotextile. Construction equipment shall not be operated directly upon the geotextile.

3.9 AGGREGATE PLACEMENT

The mixed material shall be placed on the prepared subgrade or subbase in loose lifts not exceeding 9 inches in thickness. The layers, when compacted, shall be true to the grades or levels required, with the least possible surface disturbance. If base course becomes contaminated by traffic or sedimentation, the surface shall be cleaned prior to completing subsequent work by sweeping with power sweepers, power brooms, or hand brooms.

3.10 COMPACTION

3.10.1 Requirements

Compaction shall follow the compaction requirements of NDDOT 302 and shall be carried out simultaneously with laydown operations, and the compacted depth of a single course shall not exceed 8 inches. All equipment shall be operated to produce uniform density throughout the entire section. Pneumatic–tired rollers of the type specified in NDDOT 151 shall be used. The desired degree of compaction will be considered obtained when the surface is tightly bound and shows no rutting or displacement under roller operation.

3.10.2 Finishing

The surface of the top layer shall be finished to grade and cross section shown. Finished surface shall be of uniform texture. Light blading during compaction may be necessary for the finished surface to conform to the lines, grades, and cross sections. Should the surface for any reason become rough, corrugated, uneven in texture, or traffic marked prior to completion, such unsatisfactory portion shall be scarified, reworked, or replaced as directed.

3.11 SMOOTHNESS TEST

The surface of the top layer shall not deviate more than 1/2 inch when tested with a 10 foot straightedge applied parallel with and at right angles to the centerline of the area to be paved. Deviations exceeding 1/2 inch shall be corrected.



3.12 THICKNESS CONTROL

The thickness of the base course shall be measured at intervals of one measurement for at least each 500 square yards of base course. The depth measurement shall be made by test holes at least 3 inches in diameter. The work shall be scheduled when the Contracting Officer can observe the testing; and the Contracting Officer shall select the locations of the test holes, unless waived.

3.12.1 Thickness Tolerances

Base Courses. 0.05 foot above or below prescribed thickness.

3.13 TESTING

The following tests shall be performed by and at the expense of the Contractor. Samples shall be taken when and where directed. Tests of materials not meeting the requirements specified will not be counted as part of the required tests. Copies of test results shall be submitted to the Contracting Officer.

Sieve Analysis (ASTM C 117 and ASTM C 136)

Aggregate Base. One test prior to placing or hauling and one test per 1,000 CY or fraction thereof (in place measure)

3.13.1 Correction

When any source of materials is changed or deficiencies are found, the initial analysis shall be repeated and the material already placed shall be retested to determine the extent of unacceptable material. All in-place unacceptable material shall be replaced.

3.14 MAINTENANCE

The base course shall be maintained in a condition that will meet specification requirements until accepted.






SECTION 32 92 19.01 13

SEEDING

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 DELIVERY, INSPECTION, STORAGE, AND HANDLING 1.3.1 Inspection 1.3.2 Storage 1.3.3 Handling 1.3.4 Invasive Species

PART 2 PRODUCTS

2.1 SEED 2.1.1 Seed Classification 2.1.2 Seed Species and Mixtures 2.1.2.1 Dry Zone 2.1.2.2 Wet Zone 2.1.3 Quality 2.2 TEMPORARY GROUND COVER 2.2.1 Temporary Turf 2.2.2 Mulch for Temporary Ground Cover 2.3 MULCH 2.3.1 Straw Mulch 2.4 WATER 2.5 SPECIAL SEEDING AND MULCHING EQUIPMENT 2.5.1 Equipment 2.6 TOPSOIL

PART 3 EXECUTION

3.1 INSTALLING SEED TIME AND CONDITIONS 3.1.1 Notification 3.1.2 Seeding Time 3.2 SITE PREPARATION 3.2.1 Tillage 3.3 SEEDING 3.3.1 Equipment 3.3.2 Drill Seeding 3.3.3 Broadcast Seeding 3.3.4 Applying and Anchoring Mulch 3.3.5 Initial Watering 3.4 RESTORATION AND CLEAN UP 3.5 TURF ESTABLISHMENT PERIOD 3.6 MAINTENANCE 3.6.1 Mowing 3.6.2 Herbicide 3.6.3 Maintenance During Establishment Period 3.6.4 Erosion Control



3.6.4.1 Repair 3.7 QUALITY CONTROL 3.8 FINAL ACCEPTANCE 3.8.1 Preliminary Inspection 3.8.2 Final Inspection




SECTION 32 92 19.01 13

SEEDING

PART 1 GENERAL

The drawings contain landscape plans which indicate the locations for seeding the various seed mixes. Turfed areas which have been damaged during the contract operations, shall be restored following the requirements in this section, at no additional cost to the Government.

1.1 REFERENCES


U.S. DEPARTMENT OF AGRICULTURE (USDA)

AMS Seed Act (1995) Federal Seed Act Regulations Part 201

NORTH DAKOTA DEPARTMENT OF TRANSPORTATION (NDDOT) Standard Specifications for Road and Bridge Construction

NDDOT 708 (2008) Erosion Control

1.2 SUBMITTALS


SD-03 Product Data

Manufacturer's Literature;

The Contractor shall submit manufacturer's literature discussing physical characteristics, applications, guarantees, and installation of the seed, mulch, and fertilizer. The Contractor shall submit manufacturer's literature for equipment showing application and installation instructions.

SD-06 Test Reports

Seed Test;

The Contractor shall submit test reports for a purity and germination test following the Association of Official Seed Analysts (AOSA) rules for each seed mixture. The test reports shall indicate the purity percentage and germination percentage for each species.



Quantity Check;

Bag count or bulk weight measurements of material used compared with area covered to determine the application rate and quantity installed.

Maintenance Record;

Maintenance work performed, area repaired or reinstalled, diagnosis for unsatisfactory stand of grass plants.

SD-07 Certificates

Certificates of Compliance;

Prior to the delivery of materials, certificates of compliance attesting that materials meet the specified requirements. Certified copies of the material certificates shall include the following:

a. Seed. Mixture percentage, percent pure live seed, percent germination, weed seed content, and date tested.

b. Mulch. Composition and source.

1.3 DELIVERY, INSPECTION, STORAGE, AND HANDLING

1.3.1 Inspection

Seed shall be inspected upon arrival at the job site for conformity to species and quality. Seed materials shall be delivered in manufacturer's original, unopened containers with labels and tags intact and legible. The Contractor shall certify that all seed materials received proper handling during delivery (including moisture content and temperature control), especially grasses and forbs that need special attention between gathering to planting. Materials that do not conform with the requirements of this paragraph shall be removed from the jobsite at no additional cost to the Government. Seed that is wet, moldy, or bears a test date more than five months old, shall be rejected. The Contracting Officer reserves the right to inspect seed from each bag prior to mixing and to take samples from each seed lot for independent testing of the seed.

1.3.2 Storage

Materials shall be stored in areas provided by the Contractor. The storage areas shall be made accessible to the Contracting Officer so that application rates can be verified. Seed, lime, and fertilizer shall be stored in cool, dry locations away from contaminants. Chemical treatment materials shall be stored according to manufacturer's instructions and not with seed.

1.3.3 Handling

Except for bulk deliveries, materials shall not be dropped or dumped from vehicles.



1.3.4 Invasive Species

In order to limit the possible spread of invasive plant species to the site, the Contractor shall ensure that equipment to be used is decontaminated prior to entry on the site. Decontamination shall consist of removal of dirt, debris, etc. through high-powered washing or an equivalent method approved by the Contracting Officer.

PART 2 PRODUCTS

2.1 SEED

Substitutions will not be allowed without written request from the Contractor and approval from the Contracting Officer. The mixing of seed may be done by the seed supplier prior to delivery, or on site in the presence of the Contracting Officer.

2.1.1 Seed Classification

All seed weights are given as Pure Live Seed (PLS) State-certified seed of the latest two season's crop shall be provided in original sealed packages bearing the producer's guaranteed analysis for mixture percentage, purity, germination, weed seed content, and inert material. Labels shall be in conformance with AMS Seed Act and applicable state seed laws. Native grass seed (all species except oats and winter wheat) must be of local genotype from within 300 miles of the jobsite.

2.1.2 Seed Species and Mixtures

Turf shall be established in two seeding zones: a Dry Zone and a Wet Zone. This cover crop will serve as erosion protection during further site preparation.

2.1.2.1 Dry Zone

If seeded between April 1 and August 1, the turf seed mix in the Dry Zone shall consist of 100 pounds PLS per acre of oats, 4 pounds PLS per acre of slender wheatgrass (Elymus trachycaulus) and 10 pounds PLS per acre of Canada wild rye (Elymus Canadensis).

If seeded after August 1, the turf grass mix shall consist of 90 pounds PLS per acre of winter wheat, 4 pounds PLS per acre of slender wheatgrass (Elymus trachycaulus) and 10 pounds PLS per acre of Canada wild rye (Elymus Canadensis).

2.1.2.2 Wet Zone

If seeded between April 1 and August 1, the turf seed mix in the Wet Zone shall consist of 100 pounds PLS per acre of oats, 10 pounds PLS per acre of Virginia wild rye (Elymus virginicus) and 6 pound PLS per acre of fowl bluegrass (Poa palustris) and 6 pounds PLS per acre of American sloughgrass (Beckmannia syzigachne).

If seeded after August 1, the turf grass mix shall consist of 90 pounds PLS per acre of winter wheat, 10 pounds PLS per acre of Virginia wild rye (Elymus virginicus) and 6 pounds PLS per acre of fowl bluegrass (Poa palustris) and 6 pounds PLS per acre of American sloughgrass (Beckmannia syzigachne).



2.1.3 Quality

Seed shall be free of prohibited and restricted noxious weed seeds and not greater than 1% by weight of common weed seeds. Inoculants shall consist of the proper bacteria applied in the amount and manner recommended by the manufacturer to all legumes in the seed mix.

2.2 TEMPORARY GROUND COVER

Acceptable methods for a temporary ground cover include a temporary turf or spreading of mulch.

2.2.1 Temporary Turf

A temporary turf for ground cover may be used between May 1 and September 1. The temporary turf shall consist of 100 pounds PLS per acre of oats or winter wheat.

2.2.2 Mulch for Temporary Ground Cover

Mulch for temporary ground cover shall be in accordance with Paragraph: MULCH. Mulch for temporary ground cover shall be utilized after September 1 or prior to May 1.

2.3 MULCH

2.3.1 Straw Mulch

Mulches shall be free from weeds, mold, and other deleterious materials. Mulch shall meet the requirements of NDDOT 708, and consist of native hay or straw from cereal grain (i.e., oats, wheat) and shall be seed free toprevent introduction of weeds as defined by the rules and regulations ofthe North Dakota Department of Agriculture. All mulch bales shall be in an air-dried condition at the time of delivery and be relatively dry when applied. Dry mulching material which breaks and does not bend is unacceptable. Mulch shall have a consistency for placing with commercial mulch blowing equipment.

2.4 WATER

Water shall be the responsibility of the Contractor, unless otherwise noted. Water shall not contain elements in concentrations toxic to plant life.

2.5 SPECIAL SEEDING AND MULCHING EQUIPMENT

2.5.1 Equipment

Only pneumatic-tired tractors shall be permitted on areas having topsoil. Special equipment such as mulch spreaders may be used if approved by the Contracting Officer. The request for approval shall be made well in advance of the planned planting date and shall include full information on equipment and materials.

2.6 TOPSOIL

Surface soil stripped and stockpiled on site to meet the requirements specified for topsoil in SECTION 31 00 00.00.13 EARTHWORK.



PART 3 EXECUTION

3.1 INSTALLING SEED TIME AND CONDITIONS

3.1.1 Notification

The Contractor shall notify the Contracting Officer 48 hours in advance of beginning seeding or any changes in turf establishment operations.

3.1.2 Seeding Time

Turf species shall be seeded within 48 hours of topsoil placement.

3.2 SITE PREPARATION

The Contractor shall verify that the finished grades are as indicated on the drawings.

3.2.1 Tillage

After the subsoil has been shaped to the design specifications, it shall be deep disked to a depth of 6 to 8 inches. Topsoil shall be placed over the disked subsoil to a depth as indicated on the plans. The topsoil shall be incorporated to a depth of two inches into the subpsoil but not excessively mixed. Tillage operations shall be conducted only during periods when, in the opinion of the Contracting Officer, beneficial results are likely to be obtained. Soil compacted by construction equipment or soil on compacted slopes or grades shall be tilled to a minimum depth of four inches by disking or tilling before applying seed. Cohesive shall not be tilled when wet to prevent cloddy or puddle conditions.

3.3 SEEDING

The seedbed soil density shall be checked for appropriate compaction to ensure sufficient seed/soil contact. Seeding shall not occur on a seedbed that is too loose or too compact. The seedbed shall have a friable structure that allows infiltration of moisture; does not puddle or become compacted by seeding equipment or rainfall; can be easily worked to incorporate seed into the soil; and has a firm soil beneath the seeding depth. When preparing for drill seeding, footprints shall not leave an indentation of more than one inch deep. Soil can be firmed with a cultipacker or roller to prevent seed from being buried too deep. Seeding operations shall not take place when the wind velocity will prevent uniform seed distribution.

3.3.1 Equipment

Gravity feed applicators, which drop seed directly from a hopper onto the prepared soil, shall not be used because of the difficulty in achieving even coverage.

3.3.2 Drill Seeding

Drill seeding shall be accomplished with approved equipment with drills set not more than 6 inches apart. Seed shall be uniformly drilled to a depth of 1/4 inch at the rate specified for the mix. Row markers shall be used with the drill seeder. The drilling equipment shall be maintained with



half full seed boxes during the seeding operations. When slopes exceed 1 vertical on 5 horizontal, baffle plates spaced not more than 6 inches apart shall be installed in the seed box.

3.3.3 Broadcast Seeding

In areas inaccessible to drill seeding, seeding shall be accomplished with approved broadcast equipment. If broadcast seeding is necessary, seeding rates shall be increased by 15%. Seed shall be uniformly broadcast at the rate specified for the mix. Half the total rate of seed application shall be broadcast moving in one direction, and the remainder broadcast moving at right angles to first. Seed shall be covered a maximum 1/4 inch depth by disk harrow, steel mat drag, cultipacker, or other approved device. Seed shall not be broadcast when wind speed exceeds 15 miles per hour.

3.3.4 Applying and Anchoring Mulch

Immediately after the seeding has been completed, mulch shall be spread uniformly in a continuous blanket at a rate of 1-1/2 tons per acre. Mulch shall be spread by hand, manure spreader, modified grain combine with straw-spreader attachment, or a blower-type mulch spreader. Mulching shall be started at the windward side of relatively flat areas, or at the upper part of a steep slope, and continued uniformly until the area is covered. Mulch shall not be bunched. Immediately following the spreading, the mulch shall be anchored to the soil by a V-type wheel land packer, a scalloped-disk land packer designed to force mulch into the soil surface, or other suitable equipment. The number of passes needed, not to exceed three, will be determined by the Contracting Officer. All areas seeded on any given day must be mulched on that same day. If for whatever reason seeding is not possible on all or any portion of the project site, mulch shall still be applied to aid in erosion control and to prepare the site for the future native prairie planting by others.

3.3.5 Initial Watering

Watering shall be started immediately after completing the seeding of an area. Water shall be applied to supplement rainfall at a rate sufficient to ensure moist soil conditions to a minimum 3 inch depth. Run-off and puddling shall be prevented. Watering equipment shall not be driven over turf areas, unless otherwise directed.

3.4 RESTORATION AND CLEAN UP

Immediately upon completion of the seeding operation in an area, the area shall be protected against traffic or other use by erecting barricades, providing signage, or as directed. Excess and waste material shall be removed from the seeded areas and shall be disposed offsite.

3.5 TURF ESTABLISHMENT PERIOD

The Contractor shall be responsible for the proper care of seeded areas during the turf establishment period. The turf establishment period shall extend for one year after completion of the seeding operations on the entire project, unless the desired growth is established in a shorter period of time and shortening the period of Contractor's responsibility for acceptably established turf areas is authorized by the Contracting Officer.



3.6 MAINTENANCE

3.6.1 Mowing

Mowing will be used to control pioneering weeds and other competition. For the purposes of this project a weed is defined as any plant not native to prairies in this part of North Dakota. Following the seeding of the temporary turf, mowing shall be conducted before the weed height is 14 inches, or when the weed species begin to flower, whichever is earlier. Mowing shall occur before the weed species set seed. Mowing shall be conducted as needed, depending on weed growth. Multiple mowings may be necessary. Mowing shall be at a height of 6 to 12 inches, depending on conditions and species of the weeds. The site shall be mowed additional times for weed control, as needed. The Contractor shall perform periodic and final grass mowing within the limits of work until final inspection and acceptance.

3.6.2 Herbicide

Perennial or aggressive invasive species and noxious weeds shall be spot treated with herbicide. If aggressive perennial weed species are present in areas too large to be spot treated, large-scale herbicide treatments will be necessary.

3.6.3 Maintenance During Establishment Period

Seeded and mulched areas shall be maintained until all work or designated portions thereof have been completed and accepted. Any damage shall be repaired, and mulch material that has been removed by wind or other causes shall be replaced and secured. Maintenance shall include protecting the site from erosion and maintaining erosion control material. Maintenance shall include spot treatment herbicide sprays if necessary to control invasive species and noxious weeds. Multiple sprays may be required. The maintenance period is defined as beginning when seed/mulch have been placed onto the site and terminating at the end of the contract performance period.

3.6.4 Erosion Control

The Contractor shall control erosion during the maintenance period by using ditch checks, sod swales, silt fences, erosion control blankets, biorolls or other methods.

3.6.4.1 Repair

If any portion of the surface becomes rilled, gullied, damaged, or destroyed, that portion shall be repaired to re-establish the area without additional cost to the Government.

3.7 QUALITY CONTROL

The Contractor shall establish and maintain a quality control system for the work under this section, in accordance with SECTION 01 45 04.00 13, CONTRACTOR QUALITY CONTROL, including but not limited to the following:

(1) Materials:(a) Seed(b) Mulch

(2) Seeding and Mulching



(3) Turf Establishment and Maintenance

(4) Repair of Damaged Areas.

(5) Soil Erosion Control

A copy of the records of inspections and tests, as well as the records of corrective action taken, shall be furnished to the Government as directed by the Contracting Officer.

3.8 FINAL ACCEPTANCE

3.8.1 Preliminary Inspection

Prior to the completion of the turf establishment period, a preliminary site inspection will be held by the Contracting Officer. The date for the inspection(s) will be established in writing. At least 70% of the entire pervious surface shall be stabilized by a uniform vegetative cover. There shall be no bare spots in the seeded areas larger than 4 inches in diameter. There shall be at least 1 plant of the seeded perennial grass species for the specified Dry Zone or Wet Zone seed mixes per square foot of planted area. The acceptability period of the established turf shall be determined in accordance with PARAGRAPH: TURF ESTABLISHMENT PERIOD. All unacceptable stands of turf shall be repaired as soon as turfing conditions permit and repaired section will be accepted upon meeting the criteria of one seeded perennial plant per square foot. No more than 15% of the site area shall be occupied by invasives species. No more than 5% of the site shall be occupied by noxious weeds.

3.8.2 Final Inspection

A final inspection will be held by the Contracting Officer in order to determine that deficiencies noted in the above preliminary inspection(s) have been acceptably corrected. The time for the inspection will be established in writing.





DIVISION 33 - UTILITIES

SECTION 33 40 01

STORM DRAINAGE

07/06

PART 1 GENERAL

1.1 REFERENCES 1.2 SUBMITTALS 1.3 DELIVERY, STORAGE, AND HANDLING 1.3.1 Delivery and Storage 1.3.2 Handling

PART 2 PRODUCTS

2.1 PIPE FOR CULVERTS AND STORM DRAINS 2.1.1 Concrete Pipe 2.1.2 Corrugated Steel Pipe 2.2 FLAP GATES 2.2.1 Wall Thimble 2.3 MISCELLANEOUS MATERIALS 2.3.1 Concrete 2.3.2 Controlled Low-Strength Material (CLSM) 2.3.3 Mortar 2.3.4 Frame and Cover Castings 2.3.5 Joints 2.3.5.1 Flexible Watertight Joints 2.4 HYDROSTATIC TEST ON WATERTIGHT JOINTS 2.4.1 Concrete Pipe

PART 3 EXECUTION

3.1 EXCAVATION FOR PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES 3.1.1 Trenching 3.1.2 Removal of Unstable Material 3.2 BEDDING AND FOUNDATIONS FOR PIPE 3.2.1 Concrete Pipe Requirements 3.2.2 Corrugated Metal Pipe 3.3 PLACING PIPE 3.3.1 Concrete Pipe 3.4 JOINTING 3.4.1 Concrete Pipe 3.4.1.1 Flexible Watertight Joints 3.4.2 Corrugated Metal Pipe 3.4.2.1 Field Joints 3.4.2.2 Flexible Watertight, Gasketed Joints 3.5 DRAINAGE STRUCTURES 3.5.1 Walls and Headwalls 3.6 FLAP GATE 3.6.1 Installation Instructions 3.6.2 Flap Gate Embedments



3.7 BACKFILLING 3.7.1 Backfilling Pipe in Trenches 3.7.1.1 CLSM for Concrete Pipe 3.7.1.2 Backfilling with Native Material 3.7.2 Backfilling Pipe in Fill Sections 3.7.3 Movement of Construction Machinery 3.7.4 Compaction 3.7.4.1 General Requirements 3.7.4.2 Minimum Density 3.7.5 Determination of Density




SECTION 33 40 01

STORM DRAINAGE07/06

PART 1 GENERAL

1.1 REFERENCES



AASHTO M 198 (2005) Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants



ASTM A 48/A 48M (2003; R 2008) Standard Specification for Gray Iron Castings

ASTM A 126 (2004; R 2009) Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings

ASTM A 536 (1984; R 2009) Standard Specification for Ductile Iron Castings

ASTM A 760/A 760M (2001a) Corrugated Steel Pipe, Metallic-Coated for Sewers and Drains

ASTM A 798/A 798M (2001) Installing Factory-Made Corrugated Steel Pipe for Sewers and Other Applications

ASTM A 807/A 807M (2002e1) Installing Corrugated Steel Structural Plate Pipe for Sewers and Other Applications

ASTM B 21 (2012) Standard Specification for Naval Brass Rod, Bar, and Shapes

ASTM B 98 (2008) Standard Specification for Copper-Silicon Alloy Rod, Bar, and Shapes

ASTM B 584 (2011) Standard Specification for Copper Alloy Sand Castings for General Applications



ASTM C 231 (2010) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 270 (2010) Standard Specification for Mortar for Unit Masonry

ASTM C 443 (2011) Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets

ASTM C 76 (2011) Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe

ASTM D 1557 (2009) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/cu. ft. (2,700 kN-m/cu.m.))

ASTM D 1751 (2004; R 2008) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D 1752 (2004a; R 2008) Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC Expansion

ASTM D 2000 (2012) Standard Classification System for Rubber Products in Automotive Applications

ASTM D 6938 (2010) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

1.2 SUBMITTALS


SD-02 Shop Drawings

Flap Gates; G, MEA

Flap Gate Wall Mounting Details; G, MEA

SD-03 Product Data

Placing Pipe

Printed copies of the manufacturer's recommendations for installation procedures of the material being placed, prior to installation.



SD-07 Certificates

Pipeline TestingHydrostatic Test on Watertight JointsDetermination of DensityFrame and Cover Castings

Certified copies of test reports demonstrating conformance to applicable pipe specifications, before pipe is installed. Certification on the ability of frame and cover or gratings to carry the imposed live load.

SD-08 Manufacturer's Instructions

Flap Gate Installation Procedures; G, MEA


1.3.1 Delivery and Storage

Materials delivered to site shall be inspected for damage, unloaded, and stored with a minimum of handling. Materials shall not be stored directly on the ground. The inside of pipes and fittings shall be kept free of dirt and debris. The Contractor shall have a copy of the manufacturer's instructions available at the construction site at all times and shall follow these instructions unless directed otherwise by the Contracting Officer.

1.3.2 Handling

Materials shall be handled in a manner that ensures delivery to the trench in sound, undamaged condition. Pipe shall be carried to the trench, not dragged.

PART 2 PRODUCTS

2.1 PIPE FOR CULVERTS AND STORM DRAINS

Pipe for culverts and storm drains shall be of the sizes indicated and shall conform to the requirements specified.

2.1.1 Concrete Pipe

Concrete pipe shall be manufactured in accordance with and conform to ASTM C 76, class as indicated on the drawings.

2.1.2 Corrugated Steel Pipe

ASTM A 760/A 760M, zinc or aluminum (Type 2) coated pipe of either:

a. Type I pipe with annular or helical 2-2/3 by 1/2 inch corrugations.

b. Type IR pipe with helical 3/4 by 3/4 by 7-1/2 inch corrugations.

2.2 FLAP GATES

The Contractor shall furnish and install circular flap gates, size as



indicated on the drawings. The body shall be cast iron in accordance with ASTM A 126, Class B. Bronze seats shall be in accordance with ASTM B 21. Resilient neoprene, ASTM D 2000 or Buna-N seat shall be firmly bonded in a groove machined in the body to provide a wide seating surface. Flap gates shall open under minimal unseating head and be specifically designed for drainage. Flap gates shall prevent backflow for seating heads up to 25 feet. The cover, or flap, shall be cast iron in accordance with ASTM A 126, Class B, with spherically dished design to withstand maximum operating loads. Hinge arms shall be high tensile bronze, ASTM B 584, with stainless steel, Type 304, or silicon bronze, ASTM B 98, pins. Each hinge arm shall have two pivot points with adjustable lower pivot for limited rotation and a threaded upper hinge pivot to adjust flap valve sensitivity. A lubrication fitting will be supplied for each pivot. Factory coat all cast iron in accordance with manufacturer's written recommendations.

2.2.1 Wall Thimble

Wall thimble shall be of the F type. The thimbles shall be of cast iron with the front flange machined to a plane to provide a true seating surface for the flap gate frame. Holes shall be drilled and tapped in the thimble to match the mounting hole pattern of the flap gate frame. The wall thimble shall be internally braced during concrete placement. Holes 3 inches in diameter shall be provided in the lower quadrant at spacing not more than 24 inches for placement and consolidation of concrete beneath the thimble. Thimble shall be plumb in both planes within plus 1/16 inch.

2.3 MISCELLANEOUS MATERIALS

2.3.1 Concrete

Unless otherwise specified, concrete and reinforced concrete shall conform to the requirements under SECTION 03 31 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE. The concrete mixture shall have air content by volume of concrete, based on measurements made immediately after discharge from the mixer, of 5 to 7 percent when maximum size of coarse aggregate exceeds 1-1/2 inches. Air content shall be determined in accordance with ASTM C 231. The concrete covering over steel reinforcing shall not be less than 1 inch thick for covers and not less than 1-1/2 inches thick for walls and flooring. Concrete covering deposited directly against the ground shall have a thickness of at least 3 inches between steel and ground. Expansion-joint filler material shall conform to ASTM D 1751, or ASTM D 1752, or shall be resin-impregnated fiberboard conforming to the physical requirements of ASTM D 1752.

2.3.2 Controlled Low-Strength Material (CLSM)

Unless otherwise specified, CLSM shall conform to the requirements in accordance with SECTION 03 22 70.01 13 CONTROLLED LOW-STRENGTH MATERIAL.

2.3.3 Mortar

Mortar for connections to other drainage structures, and brick or block construction shall conform to ASTM C 270, Type M, except that the maximum placement time shall be 1 hour. The quantity of water in the mixture shall be sufficient to produce a stiff workable mortar. Water shall be clean and free of harmful acids, alkalies, and organic impurities. The mortar shall be used within 30 minutes after the ingredients are mixed with water. The mortar head on the outside shall be protected from air and sun with a proper covering until satisfactorily cured.



2.3.4 Frame and Cover Castings

Frame and cover castings shall be cast gray iron, ASTM A 48/A 48M, Class 35B; cast ductile iron, ASTM A 536, Grade 65-45-12. Weight, shape and size shall be as indicated on the plans.

2.3.5 Joints

2.3.5.1 Flexible Watertight Joints

a. Materials: Flexible watertight joints shall be made with rubber-type gaskets for concrete pipe. The design of joints and the physical requirements for rubber-type gaskets shall conform to ASTM C 443. Gaskets shall have not more than one factory-fabricated splice, except that two factory-fabricated splices of the rubber-type gasket are permitted if the nominal diameter of the pipe being gasketed exceeds 54 inches.

b. Test Requirements: Watertight joints shall be tested and shall meet test requirements of paragraph HYDROSTATIC TEST ON WATERTIGHT JOINTS. Rubber gaskets shall comply with the oil resistant gasket requirements of ASTM C 443. Certified copies of test results shall be delivered to the Contracting Officer before gaskets or jointing materials are installed. Alternate types of watertight joint may be furnished, if specifically approved.

2.4 HYDROSTATIC TEST ON WATERTIGHT JOINTS

2.4.1 Concrete Pipe

A hydrostatic test shall be made on the watertight joint types as proposed. Only one sample joint of each type needs testing; however, if the sample joint fails because of faulty design or workmanship, an additional sample joint may be tested. During the test period, gaskets or other jointing material shall be protected from extreme temperatures which might adversely affect the performance of such materials. Performance requirements for joints in reinforced concrete pipe shall conform to AASHTO M 198 or ASTM C 443.

PART 3 EXECUTION

3.1 EXCAVATION FOR PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES

Excavation of trenches, and for appurtenances and backfilling for culverts and storm drains, shall be in accordance with the applicable portions of SECTION 31 00 00.00 13 EARTHWORK and the requirements specified below.

3.1.1 Trenching

The width of trenches at any point below the top of the pipe shall be not greater than the outside diameter of the pipe plus 24 inches to permit satisfactory jointing and thorough tamping of the bedding material under and around the pipe. Sheeting and bracing, where required, shall be placed within the trench width as specified. During excavation, material satisfactory for backfilling shall be stockpiled in a neat and orderly manner at a sufficient distance from the banks of the trench to avoid overloading and to prevent slides or caving. Grading shall be done as may



be necessary to prevent surface water from flowing into the excavation, and any water accumulating therein shall be removed to maintain the stability of the bottom and sides of the excavation. The Contractor shall not overexcavate.

3.1.2 Removal of Unstable Material

Where wet or otherwise unstable soil incapable of properly supporting the pipe, as determined by the Contracting Officer, is unexpectedly encountered in the bottom of a trench, such material shall be removed to the depth required and replaced to the proper grade with select granular material, compacted as provided in paragraph BACKFILLING. When removal of unstable material is due to the fault or neglect of the Contractor while performing shoring and sheeting, water removal, or other specified requirements, such removal and replacement shall be performed at no additional cost to the Government.

3.2 BEDDING AND FOUNDATIONS FOR PIPE

The bedding or foundation surface for the pipe shall provide a firm foundation of uniform density throughout the entire length of the pipe.

3.2.1 Concrete Pipe Requirements

When no bedding class is specified or detailed on the drawings, concrete pipe shall be bedded in a soil foundation accurately shaped and rounded to conform to the lowest one-fourth of the outside portion of circular pipe or to the lower curved portion of pipe arch for the entire length of the pipe or pipe arch. When necessary, the bedding shall be tamped. Bell holes and depressions for joints shall be not more than the length, depth, and width required for properly making the particular type of joint.

3.2.2 Corrugated Metal Pipe

Bedding for corrugated metal pipe and pipe arch shall be in accordance with ASTM A 798/A 798M. It is not required to shape the bedding to the pipe geometry. However, for pipe arches, the Contractor shall either shape the bedding to the relatively flat bottom arc or fine grade the foundation to a shallow v-shape. Bedding for corrugated structural plate pipe shall meet requirements of ASTM A 807/A 807M.

3.3 PLACING PIPE

Each pipe shall be thoroughly examined before being laid; defective or damaged pipe shall not be used. Pipelines shall be laid to the grades and alignment indicated. Proper facilities shall be provided for lowering sections of pipe into trenches. Pipe shall not be laid in water, and pipe shall not be laid when trench conditions or weather are unsuitable for such work. Diversion of drainage or dewatering of trenches during construction shall be provided as necessary. Deflection of installed flexible pipe shall not exceed the following limits:

MAXIMUM ALLOWABLE TYPE OF PIPE DEFLECTION (%)

Corrugated Steel 5



3.3.1 Concrete Pipe

Laying shall proceed upgrade with spigot ends of bell-and-spigot pipe and tongue ends of tongue-and-groove pipe pointing in the direction of the flow.

3.4 JOINTING

3.4.1 Concrete Pipe

3.4.1.1 Flexible Watertight Joints

Gaskets and jointing materials shall be as recommended by the particular manufacturer in regard to use of lubricants, cements, adhesives, and other special installation requirements. Surfaces to receive lubricants, cements, or adhesives shall be clean and dry. Gaskets and jointing materials shall be affixed to the pipe not more than 24 hours prior to the installation of the pipe, and shall be protected from the sun, blowing dust, and other deleterious agents at all times. Gaskets and jointing materials shall be inspected before installing the pipe; any loose or improperly affixed gaskets and jointing materials shall be removed and replaced. The pipe shall be aligned with the previously installed pipe, and the joint pushed home. If, while the joint is being made the gasket becomes visibly dislocated the pipe shall be removed and the joint remade.

3.4.2 Corrugated Metal Pipe

3.4.2.1 Field Joints

Transverse field joints shall be designed so that the successive connection of pipe sections will form a continuous line free of appreciable irregularities in the flow line. In addition, the joints shall meet the general performance requirements described in ASTM A 798/A 798M. Suitable transverse field joints which satisfy the requirements for one or more of the joint performance categories can be obtained with the following types of connecting bands furnished with suitable band-end fastening devices: corrugated bands, bands with projections, flat bands, and bands of special design that engage factory reformed ends of corrugated pipe. The space between the pipe and connecting bands shall be kept free from dirt and grit so that corrugations fit snugly. The connecting band, while being tightened, shall be tapped with a soft-head mallet of wood, rubber or plastic, to take up slack and ensure a tight joint. Field joints for each type of corrugated metal pipe shall maintain pipe alignment during construction and prevent infiltration of fill material during the life of the installations. The type, size, and sheet thickness of the band and the size of angles or lugs and bolts shall be as indicated or where not indicated, shall be as specified in the applicable standards or specifications for the pipe.

3.4.2.2 Flexible Watertight, Gasketed Joints

Installation shall be as recommended by the gasket manufacturer for use of lubricants and cements and other special installation requirements. The gasket shall be placed over one end of a section of pipe for half the width of the gasket. The other half shall be doubled over the end of the same pipe. When the adjoining section of pipe is in place, the doubled-over half of the gasket shall then be rolled over the adjoining section. Any unevenness in overlap shall be corrected so that the gasket covers the end of pipe sections equally. Connecting bands shall be centered over adjoining sections of pipe, and rods or bolts placed in position and nuts



tightened. Band Tightening: The band shall be tightened evenly, even tension being kept on the rods or bolts, and the gasket; the gasket shall seat properly in the corrugations. Watertight joints shall remain uncovered for a period of time designated, and before being covered, tightness of the nuts shall be measured with a torque wrench. If the nut has tended to loosen its grip on the bolts or rods, the nut shall be retightened with a torque wrench and remain uncovered until a tight, permanent joint is assured.

3.5 DRAINAGE STRUCTURES

3.5.1 Walls and Headwalls

Construction shall be as indicated.

3.6 FLAP GATE

3.6.1 Installation Instructions

The setting, installation, assembly, lubrication, and testing of the gate shall be in accordance with the instructions of the gate manufacturer as approved by the Contracting Officer. These instructions shall be submitted for approval prior to any gate installation work.

3.6.2 Flap Gate Embedments

Wall thimble shall be set in place prior to the placing of concrete. Each unit shall be accurately aligned and, if upon completion of the work there is any misalignment or other defective workmanship which is likely to impede the operation of the gate, the necessary corrections shall be made by the Contractor at no additional expense to the Government.

3.7 BACKFILLING

3.7.1 Backfilling Pipe in Trenches

3.7.1.1 CLSM for Concrete Pipe

Concrete pipe shall be backfilled with CLSM to the depth shown on the drawings.

3.7.1.2 Backfilling with Native Material

After the pipe has been properly bedded, selected material from excavation or borrow, at a moisture content that will facilitate compaction, shall be placed along both sides of pipe in layers not exceeding 6 inches in compacted depth. The backfill shall be brought up evenly on both sides of pipe for the full length of pipe. The fill shall be thoroughly compacted under the haunches of the pipe. Each layer shall be thoroughly compacted with mechanical tampers or rammers. This method of filling and compacting shall continue until the fill has reached an elevation of at least 12 inchesabove the top of the pipe. The remainder of the trench shall be backfilled and compacted by spreading and rolling or compacted by mechanical rammers or tampers in layers not exceeding 9 inches. Tests for density shall be made as necessary to ensure conformance to the compaction requirements specified below. Where it is necessary, in the opinion of the Contracting Officer, that sheeting or portions of bracing used be left in place, the contract will be adjusted accordingly. Untreated sheeting shall not be left in place beneath structures or pavements.



3.7.2 Backfilling Pipe in Fill Sections

For pipe placed in fill sections, backfill material and the placement and compaction procedures shall be as specified below. The fill material shall be uniformly spread in layers longitudinally on both sides of the pipe, not exceeding 6 inches in compacted depth, and shall be compacted by rolling parallel with pipe or by mechanical tamping or ramming. Prior to commencing normal filling operations, the crown width of the fill at a height of 12 inches above the top of the pipe shall extend a distance of not less than twice the outside pipe diameter on each side of the pipe or 12 feet, whichever is less. After the backfill has reached at least 12 inches above the top of the pipe, the remainder of the fill shall be placed and thoroughly compacted in layers not exceeding 9 inches.

3.7.3 Movement of Construction Machinery

When compacting by rolling or operating heavy equipment parallel with the pipe, displacement of or injury to the pipe shall be avoided. Movement of construction machinery over a culvert or storm drain at any stage of construction shall be at the Contractor's risk. Any damaged pipe shall be repaired or replaced.

3.7.4 Compaction

3.7.4.1 General Requirements

Cohesionless materials include gravels, gravel-sand mixtures, sands, and gravelly sands. Cohesive materials include clayey and silty gravels, gravel-silt mixtures, clayey and silty sands, sand-clay mixtures, clays, silts, and very fine sands. When results of compaction tests for moisture-density relations are recorded on graphs, cohesionless soils will show straight lines or reverse-shaped moisture-density curves, and cohesive soils will show normal moisture-density curves.

3.7.4.2 Minimum Density

Backfill over and around the pipe and backfill around and adjacent to drainage structures shall be compacted at the approved moisture content to the following applicable minimum density, which will be determined as specified below.

Under all areas, the density shall not be less than 95 percent of maximum density for cohesive material.

3.7.5 Determination of Density

Testing shall be the responsibility of the Contractor and performed at no additional cost to the Government. Testing shall be performed by an approved commercial testing laboratory or by the Contractor subject to approval. Tests shall be performed in sufficient number to ensure that specified density is being obtained. Laboratory tests for moisture-density relations shall be made in accordance with ASTM D 1557 except that mechanical tampers may be used provided the results are correlated with those obtained with the specified hand tamper. Field density tests shall be determined in accordance with ASTM D 1557 or ASTM D 6938. When ASTM D 6938 is used, the calibration curves shall be checked and adjusted, if necessary, using the sand cone method as described in paragraph Calibration of the referenced publications. ASTM D 6938 results in a wet



unit weight of soil and ASTM D 6938 shall be used to determine the moisture content of the soil. The calibration curves furnished with the moisture gauges shall be checked along with density calibration checks as described in ASTM D 6938. Test results shall be furnished the Contracting Officer. The calibration checks of both the density and moisture gauges shall be made at the beginning of a job on each different type of material encountered and at intervals as directed.





DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

SECTION 35 31 19.00 13

STONE PROTECTION (RIPRAP)

10/2006

PART 1 GENERAL

1.1 REFERENCES 1.2 MEASUREMENT 1.2.1 Measurement by Weight 1.3 SUBMITTALS

PART 2 PRODUCTS

2.1 STONE SOURCES AND EVALUATION 2.1.1 Alternate Sources 2.1.2 Acceptance of Materials 2.2 RIPRAP 2.2.1 General 2.2.2 Production 2.3 BEDDING MATERIAL 2.4 GEOTEXTILE 2.5 BOULDERS 2.6 SOURCE QUALITY CONTROL 2.6.1 Sampling Requirements 2.6.2 Riprap Gradation Testing 2.6.2.1 Riprap Test Method A 2.6.2.2 Riprap Test Method B 2.6.3 Bedding Gradation Testing 2.6.4 Boulder Testing 2.7 RIPRAP STOCKPILES

PART 3 EXECUTION

3.1 CONSTRUCTION TOLERANCES 3.2 FOUNDATION PREPARATION 3.3 PLACEMENT OF BEDDING LAYERS 3.4 PLACEMENT OF GEOTEXTILE 3.4.1 Covering Geotextile 3.5 PLACEMENT OF RIPRAP 3.5.1 Layer Requirements 3.5.2 Construction Methods 3.5.3 Riprap Placement on Geotextile 3.5.4 Riprap and Bedding Placement in Water 3.6 PLACEMENT OF BOULDERS 3.6.1 Coordination 3.7 MAINTENANCE 3.8 CONTRACTOR QUALITY CONTROL 3.9 SURVEYS FOR VERIFICATION OF SECTION




SECTION 35 31 19.00 13

STONE PROTECTION (RIPRAP)10/2006

PART 1 GENERAL

1.1 REFERENCES



ASTM C 33/C 33M (2011a) Standard Specification for Concrete Aggregates

ASTM C 127 (2012) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate


ASTM C 295 (2012) Petrographic Examination of Aggregates for Concrete

ASTM D 75/D 75M (2009) Standard Practice for Sampling Aggregates

ASTM D 4791 (2010) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

ASTM D 4992 (2007) Evaluation of Rock to be Used for Erosion Control

ASTM D 5312 (2004) Evaluation of Durability of Rock for Erosion Control Under Freezing and Thawing Conditions

ASTM D 6825 (2002; R 2008) Standard Guide for Placement of Riprap Revetments

CORPS OF ENGINEERS (COE)

EM 1110-2-2302 (1990) Construction with Large Stone

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST HB 44 (2010) Specifications, Tolerances, and Other Technical Requirements for Weighing and Measuring Devices



North Dakota Department of Transportation (NDDOT) Standard Specifications for Road and Bridge Construction

NDDOT 709 (2008) Geotextile Fabrics (Installation)

1.2 MEASUREMENT

1.2.1 Measurement by Weight

Materials paid for by weight will be measured by weighing each truck load on approved scales before being placed in the work. Scales shall be of sufficient length to permit simultaneous weighing of all axle loads and shall be sensitive to a change in load of 0.2 percent throughout the range of the scales. The scale's accuracy shall conform to the applicable requirements of NIST HB 44 and shall be certified by scale servicing company or by an inspector of the State Inspection Bureau. Each load shall be accompanied by a delivery ticket certified by the weighmaster. Delivery tickets shall be collected by the Contractor, and copies thereof shall be furnished to the Contracting Officer. As a minimum, each ticket shall contain the following information:

(1) Date and time. (2) Vehicle number. (3) Gross weight. (4) Vehicle tare weight. (5) Net weight. (6) Job total for material weighed. (7) Signature of weighmaster.

1.3 SUBMITTALS



Material Sources; G, GEO

The Contractor shall designate in writing only one source or one combination of sources from which he proposes to furnish stone. The Contractor shall state in writing methods of processing and handling riprap, and shall notify the Contracting Officer when production methods are changed.

Survey Plan for Verification of Section; G, SURV

The Contractor shall provide a plan for obtaining surveys as defined in the paragraph SURVEYS FOR VERIFICATION OF SECTION. Approval of the plan and initial survey is requred before material may be placed in the project.

SD-02 Shop Drawings

Survey Sections for Verification of Section

The Contractor shall provide surveys for verification of design



section for each step of the work as specified in the paragraph SURVEYS FOR VERIFICATION OF SECTION.

SD-03 Product Data

Geotextile Data;

Catalog cuts or technical data sheet shall be submitted for the geotextile showing that the product meets the specifications.

SD-06 Test Reports

Gradation Test;

Gradation Test Results for Riprap. Riprap gradation testing results shall be submitted on the WORKSHEET FOR GRADATION ANALYSIS OF RIPRAP and the gradation curve (ENG FORM 4055). A copy of each form is included at the end of this section.

Bedding gradation testing results shall be submitted on Contractor's standard laboratory report form and the gradation curve (ENG FORM 2087). A copy of ENG FORM 2087 is included at the end of this section.

SD-07 Certificates

Certified Weight Scale Tickets;

Copies of all certified weight scale tickets shall be furnished to the Contracting Officer at a frequency as directed. The tickets do not need to be formally submitted through the submittal process.

PART 2 PRODUCTS

2.1 STONE SOURCES AND EVALUATION

Stone and aggregate materials shall be produced from the sources listed in the attachments at the end of this section. If the Contractor proposes to furnish materials from a source not listed, the Government geologist will make such investigations and evaluations as necessary to determine whether or not materials with acceptable durability can be produced from the proposed source. The rock supplied shall be produced from one rock formation to provide a product of uniform appearance. The Contractor shall not supply rock from various formations, or mix field-stone with quarried rock, unless approved by the Contracting Officer. It is the Contractor's responsibility to determine that the stone source or combination of sources selected is capable of providing the quality, quantities and gradation needed and at the rate needed to maintain the scheduled progress of the work.

2.1.1 Alternate Sources

a. Evaluation by Site Inspection. If the Contractor proposes to furnish stone from an unlisted source, the Government will evaluate the alternate source and reply within 30 days. A quarry investigation shall be performed by a Government geologist or engineer. If the source is an undeveloped quarry or if the operation has been dormant for more than one year such that the quarry face is weathered, the Contractor shall expose fresh rock



for20 feet horizontally and for the full height of the face proposed for production, prior to the field evaluation. The Government will consider service records for stone of a similar size, placed in a similar thickness and exposed to weathering under similar conditions as are anticipated for this contract. The Government may choose to accept the source based on rock classification, geologic evaluation, and service records show that the stone is durable to the satisfaction of the Government.

b. Evaluation by Test Data. If sufficient information is not available, the Government will reconsider the alternate source if evaluation is supplemented by sampling and testing. This will require an additional 60 day evaluation period. If the Contractor wishes to pursue the alternate source, the Government will notify the Contractor of required testing and evaluation criteria. Criteria for acceptance will consider criteria in EM 1110-2-2302, but will also consider characteristics of rock found in nearby quarries. Some common test procedures that may be considered include:

Unit Weight and Absorption (ASTM C 127).Petrographic Examination (ASTM C 295 and ASTM D 4992).Resistance to Freezing and Thawing (ASTM D 5312).

c. Sampling and Testing. Samples from alternate sources shall be taken by a representative of the quarry under the supervision of the Contracting Officer. Information provided with the samples shall include the location and stratigraphy within the quarry from which the sample was taken. The Contractor shall ship the samples to a laboratory identified by the Contracting Officer. The Government will be responsible for testing costs associated with one quarry per project; and the Contractor shall be responsible for testing costs for additional sources.

2.1.2 Acceptance of Materials

Acceptance of a source of stone is not to be construed as acceptance of all material from that source. The right is reserved to reject materials from certain localized areas, zones, strata, or channels, when such materials are unsuitable for stone as determined by the Contracting Officer. The Contracting Officer also reserves the right to reject individual units of produced specified materials in stockpiles at the quarry, all transfer points, and at the project construction site when such materials are determined to be unsuitable.

2.2 RIPRAP

Riprap gradation shall meet the requirements for R20, R80, R140 and R270 riprap indicated on the attached ENG FORM 4055 for each gradation. The stone shall be well graded within the limits specified.

2.2.1 General

All stone shall be durable material. Stone for riprap shall have a specific gravity not less than 2.55. Stone shall be of a suitable quality to ensure permanence in the structure and in the climate in which it is to be used. It shall be free from cracks, blast fractures, bedding, seams and other defects that would tend to increase its deterioration from natural causes. A crack is considered to be detrimental if it is more than 4 mil wide and is continuous for one-third the dimension of at least two sides of the stone. The stone shall be clean and reasonably free from soil, quarry fines, and shall contain no refuse. Any foreign material adhering to or



combined with the stone as a result of stockpiling shall be removed prior to placement. The maximum aspect ratio (greatest dimension:least dimension) of any piece of stone for size ranges shall be not greater than 3:1 when measured across mutually perpendicular axis. ASTM D 4791 shall be used as a guide to perform the test.

2.2.2 Production

Riprap shall be handled and selectively loaded onto trucks in a manner to avoid segregation and provide a distribution of stone sizes consistent with the gradation band and test samples. Each truck load shall be representative of the gradation requirements.

2.3 BEDDING MATERIAL

Bedding material shall be composed of tough, durable particles, adequately free from thin, flat and elongated pieces, and shall contain no organic matter nor soft, friable particles in quantities considered objectionable by the Contracting Officer. The aggregates shall meet the quality requirements of ASTM C 33/C 33M. The bedding material for beddings B1, B2 and B3 shall be well-graded between the limits shown on ENG FORM 2087 in the attachments at the end of this section.

2.4 GEOTEXTILE

Geotextile for erosion control shall meet the requirements for Geotextile Type 1 in accordance with SECTION 31 05 19 GEOTEXTILE.

2.5 BOULDERS

Boulders shall be reasonably rounded smooth fieldstone gathered from area fields or gravel pits of natural stone deposits. Boulders shall not be comprised of limestone, dolomite or schist. Boulders shall not be obtained from blasting operations or cut from rock formations. Stone for boulders shall have a specific gravity not less than 2.65. The minimum dimension of any boulder shall not have a diameter less than 4-feet. The sum of the diameters in the XYZ dimensions shall not be less than 12 feet nor greater than 18 feet. The nominal diameter of a boulder, as specified on the drawings, shall be considered its largest diameter. Boulders shall be of a suitable quality to ensure permanence in the structure and in the climate in which it is to be used. It shall be free from cracks, seams and other defects that would tend to increase its deterioration from natural causes. A crack is considered to be detrimental if it is more than 4 mil wide and is continuous for one-third the dimension of at least two sides of the boulder.

2.6 SOURCE QUALITY CONTROL

Gradation tests shall be performed by the methods and at the frequency listed below. A satisfactory gradation test shall be obtained prior to any hauling and delivery of materials. All tests, including failing tests shall be submitted. Tests performed on material which do not meet gradation and shape requirements will not be counted as part of the tests required. The Contracting Officer shall be informed immediately of test results and draft copies of test results shall be furnished at the Contracting Officers request.



2.6.1 Sampling Requirements

The Contracting Officer shall direct the time and location of sampling, unless waived. Samples shall be taken from stockpiles or loaded trucks, and not directly from conveyers or chutes.

2.6.2 Riprap Gradation Testing

a. Notification. The Contracting Officer shall be informed 24 hours before each riprap test.

b. Testing Frequency. At least 1 gradation test shall be performed per 5,000 tons.

c. Sample Size. The sample shall have a minimum gross weight not less than 25 times the maximum stone size in the specified gradation (25 * W

100).

2.6.2.1 Riprap Test Method A

Test method A shall consist of weighing all stones larger than 5 pounds in a sample. Five to seven weight classes shall be selected within the range of stone sizes. Each stone shall be weighed and recorded on the Work Sheet for Gradation Analysis of Riprap Method A; and the calculations on the worksheet shall be performed and recorded. A plot of the gradation shall be completed on ENG FORM 4055 in accordance with accepted practice for soil and aggregate gradations.

2.6.2.2 Riprap Test Method B

Test method B shall consist of separating the stones into 5 to 7 piles, ordered by size. The sample shall be separated on a clean, hard surface that is free of smaller stones that could become mixed with the sample. The stones shall be visually screened to place them into appropriate piles. All stones shall be separated and placed into a pile before weighing. After separating, the smallest and largest rock in each pile shall be weighed and recorded. The stones shall be adjusted as necessary so that the weight classes do not overlap. After adjustment is adequate and weight classes have been established, each pile of stone shall be weighed and recorded on the Work Sheet for Gradation Analysis of Riprap Method B; and the calculations on the worksheet shall be performed and recorded. A plot of the gradation shall be completed on ENG FORM 4055 in accordance with accepted practice for soil and aggregate gradations.

2.6.3 Bedding Gradation Testing

The bedding and filter materials shall be sampled in accordance with ASTM D 75/D 75M and tested in accordance with ASTM C 136.

b. Testing Frequency. At least 1 gradation test shall be performed per 5,000 tons.

c. Sample Size. Aggregate samples shall have a minimum gross weight not less than 110 pounds per inch of the maximum nominal aggregate size in the specified gradation.

2.6.4 Boulder Testing

a. Notification. The Contracting Officer shall be informed 24 hours



before each test.

b. Testing Frequency. At least 1 test shall be performed per 2,500 tons.

c. Sample Size. The sample shall be taken from a stockpile of boulders that contains a minimum of 20% of the required quantity of boulders. Boulders shall be randomly selected from the stockpile by the Contracting Officer and measured for compliance. Boulders not meeting the specified size shall be discarded.

2.7 RIPRAP STOCKPILES

Stockpiles shall be formed by a series of layers or truckload dumps, where the rock essentially remains where it is placed. Subsequent layers shall be started 10 feet from the edge of the previous layer so that the rock will not roll down the edges of the pile. Any stone which has become contaminated with soil or refuse shall not be put into the work unless the contaminating material has been removed prior to placement.

PART 3 EXECUTION

Riprap shall generally be placed in general accordance with ASTM D 6825. Where discrepancies occur, this specification shall govern.

3.1 CONSTRUCTION TOLERANCES

Work shall generally meet the required elevations, slope and grade; and the outer surfaces shall be even and present a neat appearance.

a. Subgrades. Areas on which stone protection will be placed shall be graded and/or dressed to conform to cross sections shown on the contract drawings within 2 inches above or below the neat lines. The surface shall be reasonably smooth to match tolerances normally obtained by rough grading with bladed equipment. For subaqueous construction in greater than 3 feet of water, the tolerance shall be 6 inches.

b. Layer Thickness. Any layers found to be less than 80% of the specified thickness shall be corrected. This tolerance shall only be exceeded on isolated spot checks, and if the tolerance is commonly exceeded, the Contractor shall change construction methods to improve the quality control. If it is necessary to estimate riprap quantities for changes, the volume shall be based on neat line dimensions and the plan dimension for thickness. A conversion factor of 1.35 tons/CY shall be used to determine quantity requirements, unless otherwise directed by the Contracting Officer.

c. Surface Tolerances. The finished surface tolerance above the neat line shall generally not deviate from the lines and grades shown by more than half (1/2) the average stone dimension of the gradation range. Riprap that has a rough and uneven surface shall be reworked by hand to stabilize stones that wobble and are out of tolerance, except where the Contracting Officer approves use of equipment. Rearranging of individual stones shall be required to the extent necessary to obtain a well-graded distribution of stone sizes. The Contracting Officer may elect to use Contractor surveys as defined in paragraph SURVEYS FOR VERIFICATION OF SECTION to verify that tolerance requirements have been met.



3.2 FOUNDATION PREPARATION

Foundation areas shall be excavated or filled to the lines and grades shown. Filling shall be with earth similar to the adjacent material and shall be well compacted. Immediately prior to placing riprap, the prepared subgrade will be inspected by the Contracting Officer unless waived; and no material shall be placed thereon until that area has been approved.

3.3 PLACEMENT OF BEDDING LAYERS

Bedding material shall be spread uniformly on the prepared base to the lines and grades indicated and in such manner as to avoid disturbance to the subgrade. Placing by methods which tend to segregate the particle sizes or cause mixing of the separate layers will not be permitted. Placement shall begin at the bottom of the area to be covered and continue up slope. Subsequent loads of material shall be placed against previously placed material in such a manner as to ensure a relatively homogenous mass. Any damage to the surface of the prepared base during placing of the material shall be repaired before proceeding with the work. Compaction of bedding material will not be required, but the surface shall be finished to present an adequately even surface, free from mounds or windrows.

3.4 PLACEMENT OF GEOTEXTILE

Placement of geotextile shall be in accordance with NDDOT 709.

3.4.1 Covering Geotextile

Overlying sand and aggregate layers shall be spread uniformly to the full lift thickness on the geotextile by methods that do not tear, puncture, or reposition the fabric. Sudden braking and sharp turning shall be avoided. Tracked equipment shall not turn to prevent tracks from shearing the geotextile. Construction equipment shall not be operated directly upon the geotextile.

3.5 PLACEMENT OF RIPRAP

3.5.1 Layer Requirements

Riprap shall be placed in a manner which will produce a well-graded mass of rock with the minimum practicable percentage of voids. The large stones shall be well distributed. The finished riprap shall be free from objectionable pockets of small stones and clusters of larger stones.

3.5.2 Construction Methods

Unsegregated stone shall be placed in a systematic manner. Riprap shall be placed to its full course thickness in one operation and in such manner as to avoid displacing underlying material. Placement shall typically begin at the bottom of the area to be covered and continue up slope. Subsequent loads of material shall be placed against previously placed material in such a manner as to ensure a relatively homogenous mass. Final finish of slope shall be performed as the material is placed.

Placing riprap in layers will not be permitted. Placing riprap by dumping it into chutes, or by any method likely to cause segregation of the various sizes, shall not be permitted. Placing riprap by dumping it at the top of the slope and pushing it down the slope shall not be permitted. No equipment shall be operated directly on the completed stone protection



system. Dump trucks shall be equipped with bottom hinged tailgates if rock is directly placed into position with the trucks.

3.5.3 Riprap Placement on Geotextile

Riprap shall be placed over the geotextile by methods that do not tear, puncture, or reposition the fabric. Equipment shall be operated so as to minimize the drop height of the stone without contacting and damaging the geotextile. Generally this will be about 1 foot of drop from the bucket to the placement surface. Riprap shall be placed so that stones do not roll downhill.

3.5.4 Riprap and Bedding Placement in Water

Riprap and bedding to be placed under water shall be placed in a systematic manner so as to ensure a continuous uniform layer of well-graded stone of the required thickness. Riprap to be placed under water shall be placed with a drop height less than 2 feet. Riprap shall not be cast across the surface of the water. The equipment shall be capable of reaching the placed material to monitor the water depth and surface coverage.

3.6 PLACEMENT OF BOULDERS

The boulders shall be located at approximate locations as indicated on the drawings.

3.6.1 Coordination

The Contractor will notify the Contracting Officer a minimum of one week in advance of boulder placement. The Contracting Officer may invite representatives of a Natural Resource Agency to direct boulder placement in the general configuration as shown on the contract drawings. The Contractor shall place the boulders as directed by the Natural Resource Agency representative.

3.7 MAINTENANCE

The Contractor shall maintain the stone protection and underlying works until accepted by the Contracting Officer. When appropriate, the Contractor shall place stone protection in a timely manner to reduce risk of scour. Any material displaced prior to acceptance shall be replaced at the Contractor's expense.

3.8 CONTRACTOR QUALITY CONTROL

The Contractor shall establish and maintain quality control for all work performed at the job site under this section to assure compliance with contract requirements. The Contractor shall maintain records of quality control tests, inspections and corrective actions. Quality control measures shall cover all construction operations including, but not limited to, the placement of all materials to the slope and grade lines shown and in accordance with this section.

In addition to the Contractor's system to establish and maintain quality control for stone placement operations, the following information shall be recorded and promptly provided to the Contracting Officer on request:

a. Record tonnage of stone placed in completed sections of the work and check quantity for compliance with design sections.



b. Check for uniform thickness and geometry of material layers.

3.9 SURVEYS FOR VERIFICATION OF SECTION

Contractor surveys are required for riprap and bedding to verify that materials are placed to the thickness and geometry required by the contract documents. The Contractor shall make surveys as the work progresses to verify lines, grades and thicknesses established for completed work. The surveys shall be conducted in the presence of an authorized representative of the Contracting Officer, unless this requirement is waived by the Contracting Officer. Following placement of each type of material, the required surveys shall be provided to the Contracting Officer. Review and approval of the surveys by the Contracting Officer is required before proceeding with the next step of the work. Approval of surveys shall not constitute final acceptance of the work. The surveys shall meet the criteria as specified in the paragraph "Surveys for Verification of Design Section" in SECTION 01 71 23.01 13 CONTRACTOR SURVEYS AND REMOTE SENSING DATA COLLECTION.



Fargo Moorhead Diversion Reach 1

MATERIAL SOURCES

The following is a listing of approved material sources capable of producing riprap and bedding and aggregate for this project. Producer Pit Location Material Size Northern Improvement Clay County MN Fine and Cse. Agg. 4000 12th Ave. N. Sec. 7, S 1/2 Rip-Rap Stone Fargo, ND T 141N, R45W (701) 277-1225 Aggregate Industries Multiple Pits throughout the region (MN and ND). Midwest Region 800 Holiday Drive Moorhead, MN (218) 236-9640 Dunham Gravel Clay County MN Fine and Coarse Agg 15503 170th Ave. N. Sec. 29, NW 1/4 Rip-Rap Stone Felton, MN T 142N, R45W (218) 494-3360 Bradshaw Gravel Supply Multiple Pits throughout the region (MN and ND). 728 Red Dot Place Grand Forks, ND J & S Gravel Inc. Polk County, MN Fine and Coarse Agg. 102 W. 5th Street Sec. 32, E 1/2 Rip-Rap Stone Crookston, MN Sec. 33, SW 1/4 (218) 281-5101 T150N, R45W Olson Gravel, Inc. Polk County, MN Fine and Coarse Agg. 34508 State Highway 92 SE T150N, R40W Rip-Rap Stone Trail, Minnesota 56684 N ½ Section 26 (218) 268-4765 Close Construction Co Ramsey County, ND Rip-Rap Stone 7880 Highway 2 T153N, R65W Devils Lake, ND 58301 NW ¼ of Section 2 (701) 662-1980

Producer Pit Location Material Size L.G. Everist, Inc Big Stone County, MN Rip-Rap Stone Ortonville Stone Co. T121N, R46W 43966 County Road 17 NW ¼ of SW ¼, Section 26 Ortonville, MN (320) 839-6131 Martin Marietta Stearns County, MN Rip-Rap Stone (320) 251-7141 T124N, R28W SE ¼ of Section 18 Large piles of field stone boulders, many of them quite large, are common throughout the area. These piles are usually found stacked in farm fields and pastures and can possibly be purchased quite reasonably. This effort is labor intensive however and requires time to implement.

ENG FORM 2087 (COMPUTER GENERATED)

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U.S.STANDARD SIEVE NUMBERS HYDROMETER

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U.S. STANDARD SIEVE OPENING IN INCHES

6 4 3 2 1 1/2 1 3/4 1/2 3/8 3 4 14 10 16 20 8 6 200 100 140 70 50 40 30

COARSE FINE COARSE MEDIUM FINEGRAVEL SAND

SILT OR CLAYCOBBLES

Fargo-Moorhead Metro Reach 1

Bedding Gradation B1




6 4 3 2 1 1/2 1 3/4 1/2 3/8 3 4 14 10 16 20 8 6 200 100 140 70 50 40 30


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1/16/2013

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10 8

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25 LBS

R80 RIPRAP

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RIPRAP/ROCKFILL GRADATION CURVEENG FORM 4055

SPECIFIED GRADATION ASSUMES A SPECIFIC

GRAVITY OF STONE EQUAL TO 2.65

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RIPRAP/ROCKFILL GRADATION CURVE



APRIL 2003

FARGO-MOORHEAD

1/15/2013

2.65

15 LBS65 LBS

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APRIL 2003

FARGO-MOORHEAD

01-16-20132.65

R140 RIPRAP

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44

46

48



400

2.0

2.2

2.4

2.6

2.8

3.0

3.2

SP

ECIFIC

GR

AVIT

Y


100

90

80

70

60

50

40

30

20

10

0

0

10

20

30

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PE

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EN

T

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AR

SE

R

BY

WEIG

HT

PE

RC

EN

T

FIN

ER

BY

WEIG

HT

DATE

AREA

PROJECT

5 4 3

2.65

15 85

67




COMPUTER GENERATED

10,0

00

9,0

00

8,0

00

7,0

00

6,0

00

5,0

00

4,0

00

3,0

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8

1,0

00

900

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100

90

910

11

12

80

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13

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9 8 7 6 5 4 3 2 1

15

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40

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44

46

48



400

2.0

2.2

2.4

2.6

2.8

3.0

3.2

SP

ECIFIC

GR

AVIT

Y


100

90

80

70

60

50

40

30

20

10

0

0

10

20

30

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50

60

70

80

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PE

RC

EN

T

CO

AR

SE

R

BY

WEIG

HT

PE

RC

EN

T

FIN

ER

BY

WEIG

HT

DATE

AREA

PROJECT

5 4 3

2.65

15 85

67




APRIL 2003

85 LBS

270 LBS

550 LBS1350 LBS

570 LBS

260 LBS

2.65

FARGO-MOORHEAD

R270 RIPRAP

01-16-2013

WORK SHEET FOR GRADATION ANALYSIS OF RIPRAP METHOD AProject Name: Date:

Riprap Type: Test No.Source, Quarry, or Pit:Sample Location: Test Made By:

Part 1. Weigh all stones larger than 5 pounds and record.(1) PASSING WT. 5 lbs.(2) RETAINED WT. 5 lbs. PAN(3) ------- -------

------- -------------- -------------- -------------- -------------- -------------- -------------- -------------- -------------- -------------- -------------- -------------- -------------- -------------- -------------- -------------- -------------- -------

(4) TOTALSRows (1) & (2) Enter 5 to 7 weight classes to yield approx. 75%, 50%, 30%, and 15% finer points.Row (3) List weight of each stone. Attach additional sheets if necessary.Row (4) Add all individual stone weights listed in each column.

Part 2. Summary Table. (5) WEIGHT CLASSES (6) (7) (8)

PASSING RETAINED TOTAL WEIGHT CUMMULATIVE TOTAL PERCENT(stone wt. (stone wt. EACH CLASS WEIGHT PASSING PASSING

in lbs.) in lbs.) (lbs.) (lbs.) (%)

5 lbs.5 lbs. PAN

SAMPLE TOTAL -------- --------Column (5) Enter same weight classes used in Rows (1) and (2).Column (6) Enter weights of material from Row (4)Column (7) Add column (6) from bottom up to get cumulative weight passing.Column (8) Divide column (7) by sample total to get total percent passing.

WORK SHEET FOR GRADATION ANALYSIS OF RIPRAP METHOD BProject Name: Date:

Riprap Type: Test No.Source, Quarry, or Pit:Sample Location: Test Made By:

Part 1. Separate rock into 5 to 7 piles, ordered by size. The largestpile should contain 2 to 5 stones. Intermediate piles betweenthe largest stones and those smaller than 5 pounds shouldbe approximately equal in total weight. Separate all stonesbefore weighing.

Part 2. Summary Table. (1) WEIGHT CLASSES (2) (3) (4)

PASSING RETAINED TOTAL WEIGHT CUMMULATIVE TOTAL PERCENT(stone wt. (stone wt. EACH CLASS WEIGHT PASSING PASSING

in lbs.) in lbs.) (lbs.) (lbs.) (%)

5 lbs.5 lbs. PAN

SAMPLE TOTAL -------- --------Column (1) Weight the smallest and largest stone in each pile. If weight classes overlap, adjust stones as necessary and repeat.Column (2) Weigh the total amount of rock in each pile and record.Column (3) Add column (2) from bottom up to get cumulative weight passing.Column (4) Divide column (3) by sample total to get total percent passing.

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