Attachment_A_SOW.pdf

PART IV SPECIFICATIONS

JOB TITLE: Repair Walking Trail and Erosion Concerns

W0RK ORDER #M.0044085

INDEX

SECTION NO. DESCRIPTION

DIVISION 1 - GENERAL REQUIREMENTS

01010 Summary of Work 01300 Submittals

DIVISION 2 - SITE WORK

02731 Aggregate Surface Course

DIVISION 3 – CONCRETE

03100 Structural Concrete Formwork 03200 Concrete Reinforcement 03300 Cast–in-Place Concrete

DIVISION 4 – NOT USED

DIVISION 5 – METALS

05500 Miscellaneous Metals

DIVISION 6-16 – NOT USED

01010 - 1

SECTION 01010

SUMMARY OF WORK

1 DESCRIPTION OF WORK:

1.1 Work to be Done: The work consists of furnishing all plant, labor, equipment, supplies, and materials, and performing all work in accordance with these specifications and drawings as indicated at Fort Leonard Wood, Missouri.

1.2 Location: The site of the proposed work is in the Training Area of the Fort Leonard Wood Military

Reservation, Fort Leonard Wood, Missouri.

2 PRINCIPAL FEATURES: The work to be performed will include, but not be limited to, the following principal features:

2.1 Removal of exposed rock and roots, existing railroad ties and other tripping hazards on the trail.

2.2 Placement of staircases and new railroad ties, retaining wall and gravel.

3 SEQUENCE OF WORK: The area concerned in this project is Government owned and will not be in use during the course of this project.

4 SCHEDULING:

4.1 The Contractor shall schedule all activity at the job site through the DPW Contract Inspection Branch a minimum of 24 hours in advance of work.

4.2 Contractor shall schedule his working hours to coincide with the working hours of the military reservation.

Normal working hours of the reservation are 7:30 a.m. to 4:00 p.m., Monday thru Friday, legal public holidays excepted.

The Contractor shall not perform work on the reservations beyond the aforementioned working hours without the written approval of the Contracting Officer.

4.3 If the Contractor, for his convenience, desires to perform work during other than normal working hours or on other than normal workdays, he shall notify the Contracting Officer and the Directorate of Public Works Inspection Branch at least 72 hours in advance. The Contractor shall not perform work beyond the normal working hours or normal workdays without written approval of the Contracting Officer and the DPW Inspection Branch approval. The Contractor shall reimburse the Government for any additional expense occasioned the Government thereby, such as, but not limited to, overtime pay for Government inspectors, utilities service, etc.

4.4 Time extensions due to adverse weather or material lead time, must be received in writing prior to scheduled completion date.

5 UTILITY INTERRUPTIONS: Coordinate with the Contracting Officer, DPW Contract Inspection Branch, and the user for any utility work that interrupts service to the facility, any area outside the facility, or any real property facility.

Establish a schedule of interruptions listing starting and ending times of disconnection 48 hours prior to interruption.

6 FIELD MEASUREMENTS: The Contractor shall verify all measurements at the project site and shall be responsible for all dimensions, fittings, and the proper installation of all materials and equipment specified.

01010 - 2

7 PERMITS: The Contractor shall be responsible for obtaining permits for each worksite.

7.1 Digging: A digging permit is required prior to ANY earthwork operations. The DPW Contract Inspection Branch will assist the Contractor in obtaining this free permit.

7. 2 Land Disturbance: A land disturbance permit is required for any projects that disturb one (1) acre or more.

Land disturbance is defined as any activity that disturbs the roots of vegetation such as clearing, grubbing and grading.

The Contractor shall apply for the permit from the Missouri Department of Natural Resources (MODNR), after the FLW Environmental Office has approved the permit application. MODNR by law may take up to 180 days to review and issue a permit. Copy of the permit shall be forwarded to the DPW Environmental Office. The Contractor shall not begin land disturbance operations until they have received and complied with the MODNR permit. MODNR charges a fee for the permits.

7.3 Hot Work Permit: The Contractor shall obtain a written “Hot Work Permit” (DA Form 5383-R) prior to commencing all hot work outside an approved shop area. Permits will be issued by the FLW Fire & Emergency Services at Fire Station #1, Bldg. 580, Phone: (573) 596-0883. The Contractor shall be liable for any fire loss to Government property attributable to negligence on the part of the Contractor, including failure to comply with fire prevention measures prescribed by terms of this contract. The Inspection Branch will assist the Contractor in obtaining this free permit

7.4 Confined Space Permit: The Contractor shall obtain a written “Confined Space Permit” prior to commencing all confined space activity above and/or below ground. Title 29 CFR 1910.146 OSHA (Confined Space Entry) and FLW Regulation 385-7 sets forth the definition of confined spaces and establishes responsibility and procedures for protection of personnel that shall be entering, work in, and existing confines space. If a permit is required the Contractor shall contact the FLW Fire Department, Fire Station #1, Assistant Chief of Operations, Bldg 580, Phone: (573) 596-0883 prior to, and after the permit required entry is conducted. The Contractor shall keep the permit copy within the work area until all workers have been accounted for after completion of the workday. The Inspection Branch will assist the Contractor in obtaining this free permit.

8 SAFETY REQUIRMENTS:

8.1 General Safety: During progress of work, the Contractor shall protect all personnel, whether Government or civilian, from any and all safety hazards caused by the construction operations. The contractor shall follow all Federal, State and local laws in accordance with 29 CFR 1910 (General Industries Standards), and 29 CFR 1926 (Construction Standards).

8.2 Fire Prevention: The current version of FLW Regulation 420-2 “Post Fire Regulations” is by this reference made a part of this solicitation and resultant contract. The Contractor’s operation shall conform to all applicable portions of this document. All personnel entering on duty as Contractor’s employees shall be instructed in the fire prevention program of the Post and shall be advised of the requirement of the Post Fire Regulations as they pertain to this particular contract.

8.3 Traffic Control: Contractor shall provide all temporary signs and markers as necessary to maintain safety in the worksite. All signs shall conform to the latest edition of the Manual of Uniform Control Devices (MUTCD) and shall be coordinated with, and approved by, DPW Inspection Branch. Contractor shall ensure road user movement is inhibited as little as practical.

9. SPECIAL REQUIREMENTS:

9.1 Use of Fire Hydrants – The temporary use of fire hydrants as sources of water is not authorized without prior approval by the Fire Department, 596-0886. Fire hydrant connections shall include an approved backflow preventer. Use of backflow preventers must comply with Missouri Department of Natural Resources, Division 60, Public Drinking Water Program, Chapter 11 – Backflow Prevention, Title 10CSR60-11. Government furnished backflow preventers shall be utilized and are available at Bldg. 1601, Water Treatment Plant on a first come basis.

01010 - 3

The Contractor shall be required to sign a hand receipt prior to obtaining a backflow preventer. The Contractor shall be accountable to return the checked out backflow preventer equipment undamaged and as soon as possible. The contractor shall furnish and use an approved fire plug wrench to open and close the hydrant. Pipe wrenches shall not be used. When the hydrant is not being used it shall be shut off. When the need for the hydrant is finished, the hydrant shall be shut off , the temporary connection and backflow preventer shall be removed, the fire hydrant caps shall be replaced and the Fire Department shall be notified that the hydrant will no longer be used.

10. SECURITY:

10.1 In unoccupied facilities, the Contractor shall be responsible for the security of the facility; i.e., all exterior doors shall be locked, windows closed and locked, etc.

10.2 The Contractor shall not be on site without prior notification to the DPW Contract Inspection Branch.

10.3 Contractor personnel shall have valid civilian ID’s.

11 APPLICABLE PUBLICATIONS/REFERENCES: The publications referenced herein after shall be the most recent at the time of solicitation, unless otherwise specified at the beginning of each Specification Section under paragraph 1.

APPLICABLE PUBLICATIONS and or REFERENCES.

12 WORKSITE HOUSEKEEPING:

12.1 The Contractor shall remove all trash and disposal material from the worksite before the end of each day, to the extent it is consistent with standard construction practices on Government work sites. The Contractor shall take all possible precautions to maintain the work site, at all times, in a condition that will prevent damage or injury to person or property, Government or otherwise. The above precautions shall include protection from weather conditions. The Contractor shall be responsible for all damages caused by the negligent acts or omissions of his employees, sub-contractors, or agents during Contract performance.

12.2 Materials to be used within 1 week of delivery and scrap material to be used as work progresses shall not be required to be in screened area. However, all such items shall be placed in an orderly manner (i.e. dirt, rock, etc., in piles and stackable items such as pipe, brick, lumber, etc., stacked off the ground on pallets in an orderly manner).

12.3 Grass and weeds at work/storage site shall be kept at a height of 4”or less. Work site/storage site shall be policed for trash and disposal material a minimum of once per day.

12.4 All trailer and material storage sites shall have an identification board/sign, with company and job name on it, i.e. ABC Construction – ABC building complex. Signs shall meet the following criteria: min 3’ X 3’ max of 4’ X 8’ in size, 3” high legible print, and be approved by DPW Inspection Branch.

13 RESPONSIBLITY FOR DAMAGE

13.1 Damage to Personal Property: The Contractor shall be solely responsible for all damage to Government and occupant personal property caused by the Contractors’ personnel, subcontractors, his agents, or by the performance of his work.

13.2 Damage by Negligence: Damage resulting in gas leaks, electrical outages, loss of heat during cold weather, water leaks, unsecured facilities, weather damage, or oil/hazardous waste spills shall be responded to by the Contractor within 2 hours and repaired within one workday. If the Contractor fails to comply with these requirements, the Government reserves the right to repair the damage and charge the cost to the Contractor. Contractor shall protect all areas through which he will be transporting demolition debris or construction materials. Any damaged turf, sidewalks, roads, vegetation, site amenities, etc, shall be replaced or repaired by the Contractor prior to final Contract closeout.

01010 - 4

14 DISPOSAL OF MATERIALS: All materials removed and not reused or designated as salvage material in this project shall become the property of the Contractor, unless otherwise specified, and shall be the Contractor's responsibility for lawful disposal.

14.1 The Contractor may use the Fort Leonard Wood Compost area for the disposal of wood chips, leaves, and grass clippings generated by this project.

14.2 All other wastes generated during Contractor operations shall be disposed of off post by the Contractor at his/her expense.

14.2.1 The disposal of demolition waste is regulated by the Missouri Department of Natural Resources under Chapter 260, Revised Statutes of Missouri and 10 Code of State Regulations Chapter 80-4. Such waste, in types and quantities established by the Department, shall be taken to a demolition landfill or a sanitary landfill off of the Installation for disposal. The Contractor shall provide any information requested by the landfill operator to complete forms required by the Missouri Department of Natural Resources or other Government-required landfill records.

14.2.2 Wastes classified as hazardous wastes under the Resource Conservation and Recovery Act shall be disposed of off the installation, unless otherwise specified in this contract. No hazardous waste shall be disposed of without prior review of the disposal documents, and the approval of the Contracting Officer and the Directorate of Public Works Environmental Coordinator, or his designated representative. The Contractor shall provide an original copy of the disposal document from the approved EPA or State permitted disposal facility for each shipment of hazardous waste generated in this project to the Contracting Officers Representative.

15 ACCESS AND GENERAL PROTECTION/SECURITY POLICY AND PROCEDURES:

15.1 All Contractor and sub-contractor personnel performing tasks on this SOW shall comply with all applicable installation, facility and area commander installation/facility access and local security policies and procedures which will be provided to the Contractor by a Government representative upon written request to the Contracting Officer. Contractor shall provide all information required for background checks to meet installation access requirements as performed by the installation Provost Marshal Office, Director of Emergency Services or Security Office. Requesting Contractor shall submit request for installation pass to the KO at https://vcc1.icmvcc.com/im3500/. There is no charge to the Contractor for this pass. Contractor personnel shall comply with all personal identity verification requirements as directed by DoD, HQDA and/or local policy. In addition to the changes otherwise authorized by the changes clause of the base contract to this task order, should the Force Protection Condition (FPCON) at any facility or installation change, the Government may require changes in Contractor security matters or processes.

15.1.1 In the event that the automated system at https://jkodirect.jten.mil is not available (e.g., server problems), Level I AT Awareness Training can be provided by a qualified instructor. However, if the training is not completed online, the Level I AT Awareness Instructor qualification must be coordinated with the Installation Antiterrorism Officer (or Installation Security equivalent) and the resultant name(s) of approved instructors shall be provided to the KO.

15.2 Antiterrorism (AT) Level I Training: All contractor and sub-contractor employees requiring access to

Army installations, facilities and controlled access areas shall complete AT Level I awareness training available at https://jkodirect.jten.mil.Users need to enroll in "Course #JS-US007-14" to receive credit for the training within 10 calendar days of contract award; or for new employees within 10 working days of beginning performance on this contract. Contractor shall submit certificates of completion for all personnel to the KO within five calendar days of completion of the training. There is no charge to the Contractor for this training. The burden to complete this training is approximately 1-hour per employee.

15.3 iWatch Training: Within 10 calendar days of contract award and within 10 calendar days of new

Contractor employees commencing work on this contract, all Contractor and sub-contractor employees shall review the FLW Directorate of Emergency Services (DES) web link for iWatch training located at https://jkodirect.jten.mil/ https://jkodirect.jten.mil/

01010 - 5 http://www.wood.army.mil/LEC/iWatch/iWatch.htm. This locally developed training will inform employees of the types of behavior to watch for and how to report suspicious activity. Suspicious activity shall be reported to the KO.

There is no charge to the Contractor for this review. The burden to complete this training is approximately 20-minutes per employee.

15.4 OPSEC Standard Operating Procedure/Plan (SOP): The KO will ensure the contractor (after selected) is aware of the MSCoE OPSEC Plan and is in compliance with the MSCoE OPSEC Plan during contract performance.

15.5 OPSEC Training: New contractor employees must complete Level I OPSEC training within 30 calendar days of their reporting for duty in accordance with AR 530-1. All contractors shall complete annual OPSEC Awareness training if the contract duration is longer than 30-days. MSCoE OPSEC Officer will provide training. Coordination of training shall be through Rick Bowser, (573)563-2402. Proof of training, including a detailed listing of attendees, shall be provided to the KO. A nominal fee shall be charged to the Contractor for this training equal to 1-hour of Government time. The burden to complete this training is approximately 1-hour per training evolution. There are no restrictions to number of attendees in a given training evolution.

15.5.1 All costs associated with employee training and review must be included in the CLIN prices bid/offered for the underlying requirement. No other payments are authorized.

15.5.2 Contractor shall reimburse the Government for classroom OPSEC training. The established fee is $30 per face-to-face training session conducted. Contractor personnel may all attend the same training session; however, in the event of new hires, additional session(s) shall be required. Contractor shall submit payment to the US Treasury, Attention: Budget Officer, MSCoE G-8, 14000 MSCoE Loop, Ste 335, Fort Leonard Wood, MO 65473.

http://www.wood.army.mil/LEC/iWatch/iWatch.htm

02201 - 1

SECTION 01300

SUBMITTALS

1 GENERAL: All items of equipment and/or materials that are defined or described in the contract require submission in accordance with this section. Brochures, samples, certificates of compliance, test reports, as applicable, shall be submitted by the Contractor to the Contracting Officer, and approval given by the Contracting Officer before any equipment or material is installed under this contract.

1.1 All of the data required shall be submitted at one time. Approval of materials and equipment will be withheld until all of the required information has been submitted and is in the hands of the Contracting Officer. All submissions must be in sufficient detail to adequately determine that the item will meet the requirements of this Specification.

1.2 Scheduling: A minimum of 7 calendar days will be scheduled for review and approval of material submittals and possible resubmittal of any items subject to approval. For shop drawings submittals, a minimum of 7 calendar days will be allowed for review and approval and possible resubmittal. If submittals are disapproved due to Contractor negligence, the performance period will be reduced by the number of additional days (after receipt of rejection notice) required for approval. The scheduling shall be coordinated with the approved progress schedule.

2 MATERIAL APPROVAL SUBMITTALS:

2.1 At the minimum the following list of materials will require approval. The Contracting Officer may require submission of additional materials as deemed necessary. The Contractor shall not proceed with any work using materials, which are subject to approval, until materials are approved.

2.1.1 Material Requiring Approval:

02731 Aggregate Surface Course 03100 Structural Concrete Formwork 03200 Concrete Reinforcement 03300 Cast-In-Place Structural Concrete

05500 Miscellaneous Metal Part Rail road ties Safety plan

NOTE: For specific quantities of materials to be submitted see the individual

SECTIONS.

02731-1

SECTION 02731

AGGREGATE SURFACE COURSE

PART 1 GENERAL

1.1 APPLICABLE PUBLICATIONS: These standards shall apply, except where additional or more stringent requirements are required by these specifications.

PROVISIONS OF AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM):

ASTM C 117 (2004) Materials Finer Than 75 micrometer (No. 200) Sieve in Mineral

Aggregates by Washing

ASTM C 131 (2006) Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C 136 (2006) Sieve Analysis of Fine and Coarse Aggregates

ASTM D 75 (2009) Sampling Aggregates

ASTM D 1556 (2009) Density and Unit Weight of Soil in Place by the Sand-Cone Method

ASTM D 1557 (2009) Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/cu. ft. (2,700 kN-m/cu.m.))

ASTM D 2922 (2005) Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow

Depth)

ASTM D 3017 (2005) Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)

ASTM D 422 (2007) Particle-Size Analysis of Soils

ASTM D 4318 (2010) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM E 11 (2009) Wire Cloth and Sieves for Testing Purposes

1.2 SUBMITTALS: Copies of field test results within 24 hours after the tests are performed. Test results from samples, not less than 30 days before material is required for the work. Results of laboratory tests for quality control purposes, for approval, prior to using the material.

1.3 DEGREE OF COMPACTION: Degree of compaction is a percentage of the maximum density obtained by the test procedure presented in ASTM D 1557 abbreviated herein as present laboratory maximum density.

1.4 EQUIPMENT: All plant, equipment, and tools used in the performance of the work covered by this section will be subject to approval by the Government before the work is started and shall be maintained in satisfactory working condition at all times. The equipment shall be adequate and shall have the capability of producing the required compaction, and meeting the grade controls, thickness controls, and smoothness requirements set forth herein. Subgrade compaction shall be accomplished by a sheepsfoot roller. Roller shall have feet projecting not less than 6 inches from the surface of the drum and shall have a minimum load on each foot of 250 pounds per square inch of tamping area.

02731-2

1.5 SAMPLING AND TESTING: Field density tests and laboratory tests shall be performed at a frequency of one set of tests for every 1,000 square yards of completed area. Sampling and testing shall be the responsibility of the Contractor. Sampling and testing shall be performed by an approved commercial testing laboratory. Sampling for material gradation, liquid limit, and plastic limit tests shall be taken in conformance with ASTM D 75. Aggregate gradation shall be made in conformance with ASTM C 117, ASTM C 136, and ASTM D 422. Sieves shall conform to ASTM E 11. Liquid limit and plasticity index shall be determined in accordance with ASTM D 4318.

1.6 WEATHER LIMITATIONS: Aggregate surface courses shall not be constructed when the ambient temperatures is below 35 degrees F and on subgrades that are frozen or contain frost. It shall be the responsibility of the Contractor to protect, by approved method or methods, all areas of surfacing that have not been accepted.

Surfaces damaged by freeze, rainfall, or other weather conditions shall be brought to a satisfactory condition by the Contractor.

PART 2 PRODUCTS

2.1 AGGREGATES: Aggregates shall consist of clean, sound, durable particles of natural gravel, crushed gravel, crushed stone, sand, slag, soil, or other approved materials processed and blended or naturally combined.

Aggregates shall be free from lumps and balls of clay, organic matter, objectionable coatings, and other foreign materials.

2.1.1 Coarse Aggregates: The material retained on the No. 4 sieve shall be known as coarse aggregate.

Coarse aggregates shall be reasonably uniform in density and quality. The coarse aggregate shall have a percentage of wear not to exceed 50 percent after 500 revolutions as determined by ASTM C 131. The amount of flat and/or elongated particles shall not exceed 20 percent. A flat particle is one having a ratio of width to thickness greater than three; an elongated particle is one having a ratio of length to width greater than three. When the coarse aggregate is supplied from more than one source, aggregate from each source shall meet the requirements set forth herein.

2.1.2 Fine Aggregates: The material passing the No. 4 sieve shall be known as fine aggregate. Fine aggregate shall consist of screenings, sand, soil, or other finely divided mineral matter that is processed or naturally combined with the coarse aggregate.

2.1.3 Gradation Requirements: Gradation requirements specified in TABLE I shall apply to the completed aggregate surface. It shall be the responsibility of the Contractor to obtain materials that will meet the gradation requirements after mixing, placing, compacting, and other operations. TABLE I shows permissible gradings for granular material used in aggregate surface roads and airfields. Sieves shall conform to ASTM E 11.

TABLE I. GRADATION FOR AGGREGATE SURFACE COURSES

Sieve Designation No. 1 No. 2 1 in. 100 3/4 in. 100 3/8 in. 65 maximum 75 maximum No. 10 5-25 10-30

02731-3

PART 3 EXECUTION

3.1 STOCKPILING MATERIALS: Prior to stockpiling the material, the storage sites shall be cleared and leveled by the Contractor. Aggregates shall be stockpiled in such a manner that will prevent segregation.

3.2 PREPARATION OF SUBGRADE: Subgrade shall be shaped to line, grade, and cross section, and compacted as specified. At the time of surface course construction, the subgrade shall be cleaned of all foreign substances and shall contain no frozen material. Ruts, soft yielding spots or otherwise unsuitable material in the subgrade or areas having inadequate compaction and deviations of the surface from the requirements set forth herein shall be corrected by loosening and removing soft or unsatisfactory material and by adding approved material, reshaping to line and grade and recompacting as specified. During construction, work shall be performed in a manner and sequence that will ensure proper drainage of the work area.

3.2.1 Compaction shall be accomplished by a minimum of three complete coverages with a sheepsfoot roller over the entire area to be compacted. The sheepsfoot roller shall have feet projecting not less than 6 inches from the surface of the drum and shall have a minimum load on each foot of 250 pounds per square inch of tamping area.

Compactive effort shall be continued until the feet penetrate not more than 2 inches into the layer of material being compacted. Continuous leveling and manipulating shall be performed during compacting operations.

3.2.2 The finished subgrade shall not be disturbed by traffic or other operation and shall be protected and maintained by the Contractor in a satisfactory condition until the surface course is placed. The storage or stockpiling of materials on the finished subgrade will not be permitted. No surface course shall be placed until the subgrade has been checked and approved by the Government, and in no case shall surfacing be placed on a muddy, spongy, or frozen subgrade.

3.3 MIXING AND PLACING MATERIALS: The materials shall be mixed and placed to obtain uniformity of the material and a uniform optimum water content for compaction. The Contractor shall make adjustments in mixing, placing procedures, or in equipment to obtain the true grades, to minimize segregation and degradation, to obtain the desired water content, and to ensure a satisfactory surface course.

3.4 LAYER THICKNESS: The aggregate material shall be placed on the subgrade in layers of uniform thickness. When a compacted layer of 6 inches or less is specified, the material may be placed in a single layer; when a compacted thickness of more than 6 inches is required, no layer shall exceed 6 inches nor be less than 3 inches when compacted.

3.5 COMPACTION: Each layer of the aggregate surface course shall be compacted with approved compaction equipment. The water content during the compaction procedure shall be maintained at optimum. In locations not accessible to the rollers, the mixture shall be compacted with mechanical tampers. Compaction shall continue until each layer through the full depth is compacted to at least 100 percent of laboratory maximum density. Any materials that are found to be unsatisfactory shall be removed and replaced with satisfactory material or reworked to produce a satisfactory material.

3.6 SMOOTHNESS TEST: The surface of each layer shall not show any deviations in excess of 3/8 inch when tested with a 10 foot straightedge applied both parallel with and at right angles to the centerline of the area to be surfaced. Deviations exceeding this amount shall be corrected by the Contractor by removing material, replacing with new material, or reworking existing material and compacting, as directed.

3.7 THICKNESS CONTROL: The completed thickness of the aggregate surface course shall be within 1/2 inch, plus or minus, of the thickness indicated on plans. The thickness of the aggregate surface course shall be measured at intervals in such manner that there will be a thickness measurement for at least each 500 square yards of the aggregate surface course. The thickness measurement shall be made by test holes at least 3 inches in diameter through the aggregate surface course. When the measured thickness of the aggregate surface course is more than 1/2

02731-4 inch deficient in thickness, the Contractor, at no additional expense to the Government, shall correct such areas by scarifying, adding mixture of proper gradation, reblading, and recompacting, as directed. Where the measured thickness of the aggregate surface course is more than 1/2 inch thicker than that indicated, it shall be considered as conforming with the specified thickness requirements plus 1/2 inch. The average job thickness shall be the average of the job measurements determined as specified above, but shall be within 1/4 inch of the thickness indicated. When the average job thickness fails to meet this criterion, the Contractor shall make corrections by scarifying, adding or removing mixture of proper gradation, and reblading and recompacting, as directed.

3.8 DENSITY TESTS: Density shall be measured in the field in accordance with ASTM D 1556 or ASTM D 2922. For the method presented in ASTM D 1556 the base plate as shown in the drawing shall be used. For the method presented in ASTM D 2922 the calibration curves shall be checked and adjusted, if necessary, using only the sand cone method as described in paragraph Calibration of the ASTM publication. Tests performed in accordance with ASTM D 2922 result in a wet unit weight of soil and when using this method, ASTM D 3017 shall be used to determine the moisture content of the soil. The calibration curves furnished with the moisture gauges shall also be checked along with density calibration checks as described in ASTM D 3017. The calibration checks of both the density and moisture gauges shall be made by the prepared containers of material method, as described in paragraph Calibration of ASTM D 2922, on each different type of material being tested at the beginning of a job and at intervals, as directed.

3.9 MAINTENANCE: The aggregate surface course shall be maintained in a condition that will meet all specification requirements until accepted.

-- End of Section --

03100-1

SECTION 03100

STRUCTURAL CONCRETE FORMWORK

1. APPLICABLE PUBLICATIONS: These standards shall apply, except where additional or more stringent

1.1. American Concrete Institute (ACI):

ACI 347R (2004) Concrete Formwork

1.2. American Hardboard Association (AHA)

AHA A135.4 (2004) Basic Hardboard

1.3. U.S. Department of Commerce (DOC):

DOC PS 1 (2007) Voluntary Product Standard - Construction and Industrial

Plywood

2. FORM MATERIALS: Forms for Class A and Class B finished surfaces shall be plywood panels conforming to DOC PS 1, 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. Forms for round columns shall be the prefabricated seamless type. Forms for Class C finished surfaces shall be shiplap lumber; plywood conforming to DOC PS 1, Grade B-B concrete form panels, Class I or II; other approved concrete form material; or steel, except that steel lining on wood sheathing shall not be used. Forms for round columns may have one vertical seam.

3. 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. Solid backing shall be provided 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. Removable tie rods shall be not more than 1-1/2 inches in diameter.

4. 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.

5. DESIGN: Formwork shall be designed in accordance with methodology of ACI 347 for anticipated loads, lateral pressures, and stresses. Forms shall be capable of producing a surface which meets the requirements of the class of

03100-2 finish specified in Section 03300 CAST-IN-PLACE CONCRETE. Forms shall be capable of withstanding the pressures resulting from placement and vibration of concrete.

6. INSTALLATION: Forms shall be mortar tight, properly aligned and adequately supported to produce concrete surfaces meeting the surface requirements specified in Section 03300 CAST-IN-PLACE CONCRETE and conforming to construction tolerance given in TABLE 1. Where concrete surfaces are to have a Class A or Class B finish, joints in form panels shall be arranged as approved. Where forms for continuous surfaces are placed in successive units, the forms shall fit over the completed surface to obtain accurate alignment of the surface and to prevent leakage of mortar. Forms shall not be reused if there is any evidence of surface wear and tear or defects which would impair the quality of the surface. Surfaces of forms to be reused shall be cleaned of mortar from previous concreting and of all other foreign material before reuse. Form ties that are to be completely withdrawn shall be coated with a nonstaining bond breaker.

7. CHAMFERING: Except as otherwise shown, external corners that will be exposed shall be chamfered, beveled, or rounded by moldings placed in the forms.

8. 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.

9. REMOVAL OF FORMS: Forms shall be removed in a manner that will prevent damage to the concrete and ensure the complete safety of the structure. Form work for walls and other parts not supporting the weight of concrete may be removed when the concrete has attained sufficient strength to resist damage from the removal operation but not before at least 24 hours has elapsed since concrete placement. Supporting forms and shores shall not be removed from floors and walls until the structural units are strong enough to carry their own weight and any other construction or natural loads. Supporting forms or shores shall not be removed before the concrete strength has reached 70 percent of design strength, as determined by field cured cylinders or other approved methods. This strength shall be demonstrated by job-cured test specimens, and by a structural analysis considering the proposed loads in relation to these test strengths and the strength of forming and shoring system. The job-cured test specimens for form removal purposes shall be provided in numbers as directed and shall be in addition to those required for concrete quality control. The specimens shall be removed from molds at the age of 24 hours and shall receive, insofar as possible, the same curing and protection as the structures they represent.

TABLE 1

TOLERANCES FOR FORMED SURFACES

1. Variations from the In any 10 feet of plumb: length ------------ 1/4 inch

a. In the lines and Maximum for entire surfaces of columns, length -------------- 1 inch piers, walls and in arises

b. For exposed corner In any 20 feet of columns,control-joint length ------------ 1/4 inch grooves, and other Maximum for entire

03100-3 conspicuous lines length------------- 1/2 inch

2. Variation from the In any 10 feet of level or from the length -------------1/4 inch grades indicated In any bay or in any 20 on the drawings: feet of length----- 3/8 inch

a. In slab soffits, Maximum for entire ceilings, beam soffits, length ------------ 3/4 inch and in arises, measured before removal of supporting shores

b. In exposed lintels, In any bay or in any 20 feet sills, parapets, Of length --------- 1/4 inch horizontal grooves, Maximum for entire and other conspicuous length------------- 1/2 inch 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 1/4 inch per 10 feet of between walls, columns, distance, but not more than partitions 1/2 inch in any one bay, and not more than 1 inch total variation

5. Variation in the Minus ------------- 1/4 inch sizes and locations Plus -------------- 1/2 inch of sleeves, floor openings, and wall opening

6. Variation in Minus ------------- 1/4 inch cross-sectional Plus -------------- 1/2 inch dimensions of columns and 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 excavation

b. Misplacement of 2 percent of the footing eccentricity width in the direction of misplacement but not more than 2 inches

03100-4

c. Reduction in thickness Minus ------------ 5 percent of specified thickness

8. Variation in steps: Riser ------------- 1/8 inch

a. In a flight of stairs Tread ------------- 1/4 inch

b. In consecutive steps Riser ------------ 1/16 inch

Tread ------------- 1/8 inch

-- End of Section –

03200 - 1

SECTION 03200

CONCRETE REINFORCEMENT

ACI 318 (2008) Building Code Requirements for Structural Concrete and

Commentary

1.2. American Society for Testing and Materials (ASTM):

ASTM A 185 (2007) Steel Welded Wire Fabric, Plain, for Concrete Reinforcement

ASTM A 615 (2009b) Deformed and Plain Billet-Steel Bars for Concrete

Reinforcement

ASTM A 706 (2009b) Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

1.3. Concrete Reinforcing Steel Institute (CRSI):

CRSI 1MSP (2009) Manual of Standard Practice

2. SUBMITTALS: Certified copies of mill reports attesting that the reinforcing steel meets the requirements specified herein, prior to the installation of reinforcing steel.

3. REINFORCING STEEL shall be deformed bars conforming to ASTM A 615 or ASTM A 706, Grade 60 with sizes as indicated. Reinforcement and accessories shall be stored off the ground on platforms, skids, or other supports.

4. WELDED WIRE FABRIC shall conform to ASTM A 185.

5. WIRE TIES shall be 16-gauge or heavier black annealed steel wire.

6. SUPPORTS FOR REINFORCEMENT for formed surfaces shall be designed and fabricated in accordance with CRSI 1MSP and shall be steel or precast concrete blocks. Precast concrete blocks 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 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

03200 - 2 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.

7. GENERAL: Reinforcement shall be fabricated to shapes and dimensions indicated and shall conform to the requirements of ACI 318. 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. Wire tie ends shall face away from the forms.

8. 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 at locations shown plus or minus one bar diameter. 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.

9. SPLICING: Splices of reinforcement shall conform to ACI 318 and shall be made only as required or indicated.

Splicing shall be by lapping. 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.

10. WELDED-WIRE FABRIC: 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.

03300-1

SECTION 03300

CAST-IN-PLACE CONCRETE

ACI 117 (2006) Standard Tolerances for Concrete Construction and

Materials

1.2. American Society for Testing and Materials (ASTM):

ASTM C 31 (2009) Making and Curing Concrete Test Specimens in the Field

ASTM C 33 (2008) Concrete Aggregates

ASTM C 39 (2009a) Compressive Strength of Cylindrical Concrete

Specimens

ASTM C 42 (2004) Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C 94 (2009a) Specifications for Ready-Mixed Concrete

ASTM C 143 (2010) Slump of Hydraulic Cement Concrete

ASTM C 150 (2009) Portland Cement

ASTM C 171 (2007) Sheet Materials for Curing Concrete

ASTM C 192 (2007) Making and Curing Concrete Test Specimens in the Laboratory

ASTM C 309 (2007) Liquid Membrane-Forming Compounds for Curing

Concrete

ASTM C 231 (2009b) Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 260 (2006) Air-Entraining Admixtures for Concrete

ASTM C 494 (2010) Chemical Admixtures for Concrete

ASTM C 552 (2007) Cellular Glass Thermal Insulation

ASTM C 578 (2009e1) Rigid, Cellular Polystyrene Thermal Insulation

03300-2

ASTM C 591 (2009) Unfaced Preformed Rigid Cellular Thermal Insulation

ASTM C 920 (2008) Elastomeric Joint Sealants

ASTM C 940 (1998a; R 2003) Expansion and Bleeding of Freshly Mixed

Grouts for Preplaced-Aggregate Concrete in the Laboratory

ASTM C 1017 (2007) Chemical Admixtures for Use in Producing Flowing

ASTM C 1064 (2008) Temperature of Freshly Mixed Portland Cement

ASTM C 1077 (2009b) Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

ASTM C 1107 (2008) Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM D 1752 (2004a) Preformed Sponge Rubber and Cork Expansion Joint Fillers for concrete Paving and Structural Construction

1.3. American Association of State Highway and Transportation Officials (AASHTO):

AASHTO M 182 (2005) Burlap Cloth Made From Jute or Kenaf.

2. SUBMITTALS:

2.1. Mix Designs: Contractor shall submit the results of trial mix along with a statement giving the maximum nominal coarse aggregate size and the proportions of all ingredients that will be used in the manufacture of each strength of concrete. Aggregate weights shall be based on the saturated surface dry condition. The statement shall be accompanied by test results from an independent commercial testing laboratory, attesting that the proportions selected will produce concrete of the qualities indicated. No substitutions shall be made in the materials used in the work without additional tests to show that the quality of the concrete is satisfactory.

2.2. Test Reports: Certified copies of laboratory test reports, including all test data, shall be submitted for aggregate, admixtures, and curing compound. These tests shall be made by an approved commercial laboratory or by a laboratory maintained by the manufacturers of the materials.

2.3. Certificates of Compliance: Cement will be accepted on the basis of manufacturer's Certification of

Compliance, accompanied by mill test reports attesting that the materials meet the requirements of the specification under which it is furnished.

Certificates of Compliance and product literature for:

Perimeter insulation Joint sealant Vapor barrier

03300-3

3. GENERAL REQUIREMENTS: Tolerances for concrete construction and materials shall be in accordance with

ACI 117.

4. STRENGTH REQUIREMENTS: Concrete for all work shall have a 28-day compressive strength of 3000 pounds per square inch. Mixture proportions shall be based on compressive strength as determined by test specimens fabricated in accordance with ASTM C 192 and tested in accordance with ASTM C 39.

4.1. Evaluation of Concrete Compressive Strength. Compressive strength specimens (6 by 12 inch cylinders) shall be fabricated by the Contractor and laboratory cured in accordance with ASTM C 31 and tested in accordance with ASTM C 39. 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. Additional analysis or testing, including taking cores and/or load tests may be required at the Contractor's expense when the strength of the concrete in the structure is considered potentially deficient.

4.2. Investigation of Low-Strength Compressive Test Results. When any strength test of standard-cured test cylinders falls below the specified strength requirement by more than 500 psi or if tests of field-cured cylinders indicate deficiencies in protection and curing, steps shall be taken to assure that the load-carrying capacity of the structure is not jeopardized. When the strength of concrete in place is considered potentially deficient, cores shall be obtained and tested in accordance with ASTM C 42. At least three representative cores shall be taken from each member or area of concrete in place that is considered potentially deficient. The location of cores will be determined by the Government to least impair the strength of the structure. Concrete in the area represented by the core testing will be considered adequate if the average strength of the cores is equal to at least 85 percent of the specified strength requirement and if no single core is less than 75 percent of the specified strength requirement.

Non-destructive tests (tests other than test cylinders or cores) shall not be used as a basis for acceptance or rejection.

The Contractor shall perform the coring and repair the holes.

5. AIR ENTRAINMENT: Concrete shall contain from 5 to 7 percent total air. Air content for normal weight concrete shall be determined in accordance with ASTM C 231. Air-entraining admixtures shall conform to ASTM C 260.

6. SLUMP of the concrete, as delivered to the point of placement into the forms, shall be within the following limits. Slump shall be determined in accordance with ASTM C 143.

Slump

Structural Element Minimum Maximum Walls, columns and beams 2 in. 4 in.

Foundation walls, substructure walls, footings, slabs 1 in. 3 in.

Any structural concrete approved for placement by pumping:

At pump 2 in. 6 in.

At discharge of line 1 in. 4 in.

When use of a plasticizing admixture conforming to ASTM C 1017 or when a Type F or G high range water reducing admixture conforming to ASTM C 494 is permitted to increase the slump of concrete, concrete shall have a

03300-4 slump of 2 to 4 inches before the admixture is added and a maximum slump of 8 inches at the point of delivery after the admixture is added.

7. CONCRETE TEMPERATURE: The temperature of the concrete as delivered shall not exceed 90 degrees F.

When the ambient temperature during placing is 40 degrees F or less, or is expected to be at any time within 6 hours after placing, the temperature of the concrete as delivered shall be between 55 and 75 degrees F.

8. ACCELERATING ADMIXTURE shall conform to ASTM C 494, Type C or E, except that calcium chloride or admixtures containing calcium chloride shall not be used.

9. WATER-REDUCING OR RETARDING ADMIXTURE shall conform to ASTM C 494, Type A, B, or D, except that the 6-month and 1-year compressive and flexural strength tests are waived.

10. SPECIAL PROPERTIES AND PRODUCTS: Concrete may contain admixtures other than air entraining agents, such as water reducers, superplasticizers, or set retarding agents to provide special properties to the concrete, if specified or approved. Any of these materials to be used on the project shall be used in the mix design studies.

11. CEMENTITIOUS MATERIALS shall each be of one type and from one source when used in concrete…