36C25218B0656-A00002003.pdf

02-18

Upgrade Staff Parking and Utilities 01 45 29 - 1 585-17-110

SECTION 01 45 29

TESTING LABORATORY SERVICES

PART 1 - GENERAL

1.1 DESCRIPTION:

This section specifies materials testing activities and inspection services required during project construction to be provided by a

Testing Laboratory Uretained by the General ContractorU.

1.2 APPLICABLE PUBLICATIONS:

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

B. American Association of State Highway and Transportation Officials

(AASHTO):

T27-11..................Standard Method of Test for Sieve Analysis of

Fine and Coarse Aggregates

T96-02 (R2006)..........Standard Method of Test for Resistance to

Degradation of Small-Size Coarse Aggregate by

Abrasion and Impact in the Los Angeles Machine

T99-10..................Standard Method of Test for Moisture-Density

Relations of Soils Using a 2.5 Kg (5.5 lb.)

Rammer and a 305 mm (12 in.) Drop

T104-99 (R2007).........Standard Method of Test for Soundness of

Aggregate by Use of Sodium Sulfate or Magnesium

Sulfate

T180-10.................Standard Method of Test for Moisture-Density

Relations of Soils using a 4.54 kg (10 lb.)

Rammer and a 457 mm (18 in.) Drop

T191-02(R2006)..........Standard Method of Test for Density of Soil In-

Place by the Sand-Cone Method

T310-13.................Standard Method of Test for In-place Density and Moisture Content of Soil and Soil-aggregate by Nuclear Methods (Shallow Depth)

C. American Concrete Institute (ACI):

506.4R-94 (R2004).......Guide for the Evaluation of Shotcrete and Utilities 01 45 29 - 2 585-17-110

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

A325-10.................Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum

Tensile Strength

A370-12.................Standard Test Methods and Definitions for

Mechanical Testing of Steel Products

A416/A416M-10...........Standard Specification for Steel Strand, Uncoated Seven-Wire for Prestressed Concrete

A490-12.................Standard Specification for Heat Treated Steel

Structural Bolts, 150 ksi Minimum Tensile

Strength

C31/C31M-10.............Standard Practice for Making and Curing

Concrete Test Specimens in the Field

C33/C33M-11a............Standard Specification for Concrete Aggregates

C39/C39M-12.............Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

C109/C109M-11b..........Standard Test Method for Compressive Strength of Hydraulic Cement Mortars

C136-06.................Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

C138/C138M-10b..........Standard Test Method for Density (Unit Weight), Yield, and Air Content (Gravimetric) of

Concrete

C140-12.................Standard Test Methods for Sampling and Testing

Concrete Masonry Units and Related Units

C143/C143M-10a..........Standard Test Method for Slump of Hydraulic

Cement Concrete

C172/C172M-10...........Standard Practice for Sampling Freshly Mixed

Concrete

C173/C173M-10b..........Standard Test Method for Air Content of freshly

Mixed Concrete by the Volumetric Method

C330/C330M-09...........Standard Specification for Lightweight

Aggregates for Structural Concrete

C567/C567M-11...........Standard Test Method for Density Structural

Lightweight Concrete

C780-11.................Standard Test Method for Pre-construction and

Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry and Utilities 01 45 29 - 3 585-17-110

C1019-11................Standard Test Method for Sampling and Testing

Grout

C1064/C1064M-11.........Standard Test Method for Temperature of Freshly

Mixed Portland Cement Concrete

C1077-11c...............Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

C1314-11a...............Standard Test Method for Compressive Strength of Masonry Prisms

D422-63(2007)...........Standard Test Method for Particle-Size Analysis of Soils

D698-07e1...............Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Standard Effort

D1140-00(2006)..........Standard Test Methods for Amount of Material in

Soils Finer than No. 200 Sieve

D1143/D1143M-07e1.......Standard Test Methods for Deep Foundations

Under Static Axial Compressive Load

D1188-07e1..............Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures

Using Coated Samples

D1556-07................Standard Test Method for Density and Unit

Weight of Soil in Place by the Sand-Cone Method

D1557-09................Standard Test Methods for Laboratory Compaction

Characteristics of Soil Using Modified Effort

(56,000ft lbf/ft3 (2,700 KNm/m3))

D2166-06................Standard Test Method for Unconfined Compressive

Strength of Cohesive Soil

D2167-08)...............Standard Test Method for Density and Unit

Weight of Soil in Place by the Rubber Balloon

Method

D2216-10................Standard Test Methods for Laboratory

Determination of Water (Moisture) Content of

Soil and Rock by Mass

D2974-07a...............Standard Test Methods for Moisture, Ash, and

Organic Matter of Peat and Other Organic Soils

D3666-11................Standard Specification for Minimum Requirements for Agencies Testing and Inspecting Road and

Paving Materials and Utilities 01 45 29 - 4 585-17-110

D3740-11................Standard Practice for Minimum Requirements for

Agencies Engaged in Testing and/or Inspection of Soil and Rock as used in Engineering Design and Construction

D6938-10................Standard Test Method for In-Place Density and

Water Content of Soil and Soil-Aggregate by

Nuclear Methods (Shallow Depth)

E94-04(2010)............Standard Guide for Radiographic Examination

E164-08.................Standard Practice for Contact Ultrasonic

Testing of Weldments

E329-11c................Standard Specification for Agencies Engaged in

Construction Inspection, Testing, or Special

Inspection

E543-09.................Standard Specification for Agencies Performing

Non-Destructive Testing

E605-93(R2011)..........Standard Test Methods for Thickness and Density of Sprayed Fire Resistive Material (SFRM)

Applied to Structural Members

E709-08.................Standard Guide for Magnetic Particle

Examination

E1155-96(R2008).........Determining FF Floor Flatness and FL Floor

Levelness Numbers

E. American Welding Society (AWS):

D1.D1.1M-10.............Structural Welding Code-Steel

1.3 REQUIREMENTS:

A. Accreditation Requirements: Construction materials testing laboratories must be accredited by a laboratory accreditation authority and will be required to submit a copy of the Certificate of Accreditation and Scope of Accreditation. The laboratory’s scope of accreditation must include the appropriate ASTM standards (i.e.; E329, C1077, D3666, D3740, A880, E543) listed in the technical sections of the specifications.

Laboratories engaged in Hazardous Materials Testing shall meet the requirements of OSHA and EPA. The policy applies to the specific laboratory performing the actual testing, not just the “Corporate

Office.”

B. Inspection and Testing: Testing laboratory shall inspect materials and workmanship and perform tests described herein and additional tests requested by Resident Engineer. When it appears materials furnished, or and Utilities 01 45 29 - 5 585-17-110 work performed by Contractor fail to meet construction contract requirements, Testing Laboratory shall direct attention of Resident

Engineer to such failure.

C. Written Reports: Testing laboratory shall submit test reports to

Resident Engineer, Contractor, unless other arrangements are agreed to in writing by the Resident Engineer. Submit reports of tests that fail to meet construction contract requirements on colored paper.

D. Verbal Reports: Give verbal notification to Resident Engineer immediately of any irregularity.

PART 2 - PRODUCTS (NOT USED)

PART 3 - EXECUTION

3.1 EARTHWORK:

A. General: The Testing Laboratory shall provide qualified personnel, materials, equipment, and transportation as required to perform the services identified/required herein, within the agreed to schedule and/or time frame. The work to be performed shall be as identified herein and shall include but not be limited to the following:

1. Observe fill and subgrades during proof-rolling to evaluate suitability of surface material to receive fill or base course.

Provide recommendations to the Resident Engineer regarding suitability or unsuitability of areas where proof-rolling was observed. Where unsuitable results are observed, witness excavation of unsuitable material and recommend to Resident Engineer extent of removal and replacement of unsuitable materials and observe proof-rolling of replaced areas until satisfactory results are obtained.

2. Provide part time observation of fill placement and compaction and field density testing in pavement areas to verify that earthwork compaction obtained is in accordance with contract documents.

3. Provide supervised geotechnical technician to inspect excavation, subsurface preparation, and backfill for structural fill.

B. Testing Compaction:

1. Determine maximum density and optimum moisture content for each type of fill, backfill and subgrade material used, in compliance with

ASTM D1557.

2. Make field density tests in accordance with the primary testing method following ASTM D6938 wherever possible. Field density tests utilizing ASTM D1556 or ASTM D2167 shall be utilized on a case by and Utilities 01 45 29 - 6 585-17-110 case basis only if there are problems with the validity of the results from the primary method due to specific site field conditions. Should the testing laboratory propose these alternative methods, they should provide satisfactory explanation to the

Resident Engineer before the tests are conducted.

a. Building Slab Subgrade: At least one test of subgrade for every

185 mP

P (2000 square feet) of building slab, but in no case fewer than three tests. In each compacted fill layer, perform one test for every 185 mP

P (2000 square feet) of overlaying building slab, but in no case fewer than three tests.

b. Foundation Wall Backfill: One test per 30 m (100 feet) of each layer of compacted fill but in no case fewer than two tests.

c. Pavement Subgrade: One test for each 335 m P

P (400 square yards), but in no case fewer than two tests.

d. Curb, Gutter, and Sidewalk: One test for each 90 m (300 feet), but in no case fewer than two tests.

e. Trenches: One test at maximum 30 m (100 foot) intervals per 1200 mm (4 foot) of vertical lift and at changes in required density, but in no case fewer than two tests.

f. Footing Subgrade: At least one test for each layer of soil on which footings will be placed. Subsequent verification and approval of each footing subgrade may be based on a visual comparison of each subgrade with related tested subgrade when acceptable to Resident Engineer. In each compacted fill layer below wall footings, perform one field density test for every 30 m (100 feet) of wall. Verify subgrade is level, all loose or disturbed soils have been removed, and correlate actual soil conditions observed with those indicated by test borings.

C. Fill and Backfill Material Gradation: One test per 500 cubic yards stockpiled or in-place source material. Gradation of fill and backfill material shall be determined in accordance with ASTM C136/ASTM

D422/ASTM D1140.

D. Testing for Footing Bearing Capacity: Evaluate if suitable bearing capacity material is encountered in footing subgrade.

E. Testing Materials: Test suitability of on-site and off-site borrow as directed by Resident Engineer.

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3.2 ASPHALT CONCRETE PAVING:

A. Aggregate Base Course:

1. Determine maximum density and optimum moisture content for aggregate base material in accordance with ASTM D1557, Method D (Modified

Proctor)

2. Make a minimum of three field density tests on each day's final compaction on each aggregate course in accordance with ASTM D6938-

10.

3. Sample and test aggregate as necessary to insure compliance with specification requirements for gradation, wear, and soundness as specified in the applicable state highway standards and specifications.

B. Asphalt Concrete:

1. Aggregate: Sample and test aggregates in stock pile and hot-bins as necessary to insure compliance with specification requirements for gradation.

2. Temperature: Check temperature of each load of asphalt concrete at mixing plant and at site of paving operation.

3. Density: Make a minimum of two field density tests in accordance with ASTM D2950 of asphalt base and surface course for each day's paving operation.

3.6 SITE WORK CONCRETE:

Test site work concrete including materials for concrete as required in

Article CONCRETE of this section.

3.8 CONCRETE:

A. Batch Plant Inspection and Materials Testing:

1. Periodically inspect and test batch proportioning equipment for accuracy and report deficiencies to Resident Engineer.

B. Field Inspection and Materials Testing:

1. Provide a technician at site of placement at all times to perform concrete sampling and testing.

2. Review the delivery tickets of the ready-mix concrete trucks arriving on-site. Notify the Contractor if the concrete cannot be placed within the specified time limits or if the type of concrete delivered is incorrect. Reject any loads that do not comply with the

Specification requirements. Rejected loads are to be removed from and Utilities 01 45 29 - 8 585-17-110 the site at the Contractor’s expense. Any rejected concrete that is placed will be subject to removal.

3. Take concrete samples at point of placement in accordance with ASTM

C172. Mold and cure compression test cylinders in accordance with

ASTM C31. Make at least three cylinders for each 40 m P

P (50 cubic yards) or less of each concrete type, and at least three cylinders for any one day's pour for each concrete type. Label each cylinder with an identification number. Resident Engineer may require additional cylinders to be molded and cured under job conditions.

4. Perform slump tests in accordance with ASTM C143. Test the first truck each day, and every time test cylinders are made. Test pumped concrete at the hopper and at the discharge end of the hose at the beginning of each day’s pumping operations to determine change in slump.

5. Determine the air content of concrete per ASTM C173. For concrete required to be air-entrained, test the first truck and every 20 m P

P

(25 cubic yards) thereafter each day. For concrete not required to be air-entrained, test every 80 mP

P (100 cubic yards) at random. For pumped concrete, initially test concrete at both the hopper and the discharge end of the hose to determine change in air content.

6. If slump or air content fall outside specified limits, make another test immediately from another portion of same batch.

7. Perform unit weight tests in compliance with ASTM C138 for normal weight concrete and ASTM C567 for lightweight concrete. Test the first truck and each time cylinders are made.

8. Notify laboratory technician at batch plant of mix irregularities and request materials and proportioning check.

9. Verify that specified mixing has been accomplished.

10. Environmental Conditions: Determine the temperature per ASTM C1064 for each truckload of concrete during hot weather and cold weather concreting operations:

a. When ambient air temperature falls below 4.4 degrees C (40 degrees F), record maximum and minimum air temperatures in each

24 hour period; record air temperature inside protective enclosure; record minimum temperature of surface of hardened concrete.

b. When ambient air temperature rises above 29.4 degrees C (85 degrees F), record maximum and minimum air temperature in each 24 and Utilities 01 45 29 - 9 585-17-110 hour period; record minimum relative humidity; record maximum wind velocity; record maximum temperature of surface of hardened concrete.

11. Inspect the reinforcing steel placement, including bar size, bar spacing, top and bottom concrete cover, proper tie into the chairs, and grade of steel prior to concrete placement. Submit detailed report of observations.

12. Observe conveying, placement, and consolidation of concrete for conformance to specifications.

13. Observe condition of formed surfaces upon removal of formwork prior to repair of surface defects and observe repair of surface defects.

14. Observe curing procedures for conformance with specifications, record dates of concrete placement, start of preliminary curing, start of final curing, end of curing period.

15. Observe preparations for placement of concrete:

a. Inspect handling, conveying, and placing equipment, inspect vibrating and compaction equipment.

b. Inspect preparation of construction, expansion, and isolation joints.

16. Observe preparations for protection from hot weather, cold weather, sun, and rain, and preparations for curing.

17. Observe concrete mixing:

a. Monitor and record amount of water added at project site.

b. Observe minimum and maximum mixing times.

C. Laboratory Tests of Field Samples:

1. Test compression test cylinders for strength in accordance with ASTM

C39. For each test series, test one cylinder at 7 days and one cylinder at 28 days. Use remaining cylinder as a spare tested as directed by Resident Engineer. Compile laboratory test reports as follows: Compressive strength test shall be result of one cylinder, except when one cylinder shows evidence of improper sampling, molding or testing, in which case it shall be discarded and strength of spare cylinder shall be used.

2. Furnish certified compression test reports (duplicate) to Resident

Engineer. In test report, indicate the following information:

a. Cylinder identification number and date cast.

b. Specific location at which test samples were taken.

c. Type of concrete, slump, and percent air.

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d. Compressive strength of concrete in MPa (psi).

e. Weight of lightweight structural concrete in kg/m P

P (pounds per cubic feet).

f. Weather conditions during placing.

g. Temperature of concrete in each test cylinder when test cylinder was molded.

h. Maximum and minimum ambient temperature during placing.

i. Ambient temperature when concrete sample in test cylinder was taken.

j. Date delivered to laboratory and date tested.

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SECTION 32 12 16

ASPHALT PAVING

PART 1 - GENERAL

1.1 DESCRIPTION

This work shall cover the composition, mixing, construction upon the prepared subgrade, and the protection of hot asphalt concrete pavement.

The hot asphalt concrete pavement shall consist of an aggregate or asphalt base course and asphalt surface course constructed in conformity with the lines, grades, thickness, and cross sections as shown. Each course shall be constructed to the depth, section, or elevation required by the drawings and shall be rolled, finished, and approved before the placement of the next course.

1.2 SUBMITTALS

A. In accordance with Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA, AND

SAMPLES, furnish the following:

B. Data and Test Reports:

2. Asphalt Base/Surface Course: Aggregate source, gradation, soundness loss, percentage of wear, and other tests required by State Highway

Department.

3. Job-mix formula.

C. Certifications:

1. Asphalt prime and tack coat material certificate of conformance to

State Highway Department requirements.

2. Asphalt cement certificate of conformance to State Highway

Department requirements.

3. Job-mix certification - Submit plant mix certification that mix equals or exceeds the State Highway Specification.

D. One copy of State Highway Department Specifications.

E. Provide MSDS (Material Safety Data Sheets) for all chemicals used on ground.

PART 2 - PRODUCTS

2.1 GENERAL

A. Aggregate base and asphalt concrete materials shall conform to the requirements of the following and other appropriate sections of the latest version of the State Highway Material Specifications, including amendments, addenda and errata. Where the term "Engineer" or

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"Commission" is referenced in the State Highway Specifications, it shall mean the VA Resident Engineer or VA Contracting Officer.

2.2 AGGREGATES

A. Provide aggregates consisting of crushed stone, gravel, sand, or other sound, durable mineral materials processed and blended, and naturally combined.

B. Subbase aggregate (where required) maximum size: 38mm(1-1/2").

C. Base aggregate maximum size:

1. Shall meet MDOT 22A requirements.

D. Job-Mix-Formula shall meet MDOT mixes LVSP or 4E1.

2.3 ASPHALTS

A. Comply with provisions of Asphalt Institute Specification SS2:

1. Asphalt cement: Penetration grade 58-28 or 58-34

2. Prime coat: Cut-back type, grade MC-250

3. Tack coat: Uniformly emulsified, grade SS-1H

2.4 SEALER

A. Provide a sealer consisting of suitable fibrated chemical type asphalt base binders and fillers having a container consistency suitable for troweling after thorough stirring, and containing no clay or other deleterious substance.

B. Where conflicts arise between this specification and the requirements in the latest version of the State Highway Specifications, the State

Specifications shall control.

PART 3 - EXECUTION

3.1 GENERAL

The Asphalt Concrete Paving equipment, weather limitations, job-mix formula, mixing, construction methods, compaction, finishing, tolerance, and protection shall conform to the requirements of the appropriate sections of the State Highway Specifications for the type of material specified.

3.2 MIXING ASPHALTIC CONCRETE MATERIALS

A. Provide hot plant-mixed asphaltic concrete paving materials.

1. Temperature leaving the plant: 143 degrees C(290 degrees F) minimum, 160 degrees C(320 degrees F) maximum.

2. Temperature at time of placing: 138 degrees C(280 degrees F) minimum.

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3.3 SUBGRADE

A. Shape to line and grade and compact with self-propelled rollers.

B. All depressions that develop under rolling shall be filled with acceptable material and the area re-rolled.

C. Soft areas shall be removed and filled with acceptable materials and the area re-rolled.

D. Should the subgrade become rutted or displaced prior to the placing of the subbase, it shall be reworked to bring to line and grade.

E. Proof-roll the subgrade with maximum 45 tonne (50 ton) gross weight dump truck as directed by VA Resident Engineer or VA Contracting

Officer. If pumping, pushing, or other movement is observed, rework the area to provide a stable and compacted subgrade.

3.4 BASE COURSES

A. Subbase (when required)

1. Spread and compact to the thickness shown on the drawings.

2. Rolling shall begin at the sides and continue toward the center and shall continue until there is no movement ahead of the roller.

3. After completion of the subbase rolling there shall be no hauling over the subbase other than the delivery of material for the top course.

B. Base

1. Spread and compact to the thickness shown on the drawings.

2. Rolling shall begin at the sides and continue toward the center and shall continue until there is no movement ahead of the roller.

3. After completion of the base rolling there shall be no hauling over the base other than the delivery of material for the top course.

C. Thickness tolerance: Provide the compacted thicknesses shown on the

Drawings within a tolerance of minus 0.0mm (0.0") to plus 12.7mm

(0.5").

D. Smoothness tolerance: Provide the lines and grades shown on the

Drawings within a tolerance of 5mm in 3m (3/16 inch in ten feet).

E. Moisture content: Use only the amount of moisture needed to achieve the specified compaction.

3.5 PLACEMENT OF ASPHALTIC CONCRETE PAVING

A. Remove all loose materials from the compacted base.

B. Apply the specified prime coat, and tack coat where required, and allow to dry in accordance with the manufacturer’s recommendations as approved by the Architect or Engineer.

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C. Receipt of asphaltic concrete materials:

1. Do not accept material unless it is covered with a tarpaulin until unloaded, and unless the material has a temperature of not less than

130 degrees C(280 degrees F).

2. Do not commence placement of asphaltic concrete materials when the atmospheric temperature is below 10 degrees C (50 degrees F), not during fog, rain, or other unsuitable conditions.

D. Spreading:

1. Spread material in a manner that requires the least handling.

2. Where thickness of finished paving will be 76mm (3") or less, spread in one layer.

E. Rolling:

1. After the material has been spread to the proper depth, roll until the surface is hard, smooth, unyielding, and true to the thickness and elevations shown own the drawings.

2. Roll in at least two directions until no roller marks are visible.

3. Finished paving smoothness tolerance:

a. No depressions which will retain standing water.

b. No deviation greater than 3mm in 1.8m (1/8" in six feet).

3.7 PROTECTION

Protect the asphaltic concrete paved areas from traffic until the sealer is set and cured and does not pick up under foot or wheeled traffic.

3.8 FINAL CLEAN-UP

Remove all debris, rubbish, and excess material from the work area.

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Upgrade Staff Parking and Utilities

585-17-110

32 31 53-1

SECTION 32 31 53

PERIMETER SECURITY FENCES AND GATES

PART 1 – GENERAL

1.1 DESCRIPTION

This work consists of all labor, materials, and equipment necessary for furnishing and installing perimeter security fences, gates and accessories in conformance with the lines, grades, and details as shown.

1.2 MANUFACTURER'S QUALIFICATIONS

A. Fence, gates, and accessories shall be products of manufacturers regularly engaged in manufacturing items of type specified.

1.3 SUBMITTALS

A. In accordance with Section 01 33 23, SHOP DRAWINGS, PRODUCT DATA AND

SAMPLES, furnish the following:

1. Manufacturer's Literature and Data: Fencing, gates and all accessories.

2. Shop drawings of all gates.

1.5 APPLICABLE PUBLICATIONS

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

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

A853-04(R2010).................Steel Wire, Carbon, for General Use

C94/C94M–11.............Ready-Mixed Concrete

F626-08.................Fence Fittings

F1083-10................Pipe, Steel, Hot-Dipped Zinc-Coated

(Galvanized) Welded, for Fence Structures.

PART 2 - PRODUCTS

2.1 GENERAL

A. Aluminum material for fence framework (i.e., tubular pickets, rails and posts) shall conform to the requirements of ASTM B221. The aluminum extrusions for posts and rails shall be Alloy and Temper Designation

6005-T5. The aluminum extrusions for pickets shall be Alloy and Temper

Designation 6063-T5

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32 31 53-2

2.2 PERIMETER SECURITY FENCE

A. The perimeter security fence shall be an aluminum palisade style fence system. The system shall include all components such as pickets, rails, posts, gates and hardware required.

1. Fence shall match existing fence (Elite Fence Products, Inc.)

2. Completed panels shall be capable of supporting a 200 lb. load

(applied at midspan) without permanent deformation.

3. Panels shall be biasable to a 12.5% change in grade.

B. Material:

1. Pickets shall be 3/4" square x .045" thick.

2. Horizontal rails shall be 1-1/4" x 1-7/16" channel with .060" thick top & internal web wall, and .090" thick side walls and shall be punched to allow picket to pass through the top of the rail. The rail shall be constructed with an internal web insert providing a raceway for the pickets to be retained with a 1/8” retaining rod.

3. Posts: 2-1/2” x 2-1/2” x .060” w/ reinforced web. Provide size and post material as required for manufacturer for size of gate.

C. Heights:

1. Fence and gate height to be six feet.

D. Gates:

1. Gates shall be designed to meet the same forced entry and anti-climb characteristics as the other portions of the fence.

2. Provide motorized and manually operated sliding gates for vehicle access.

3. Gates shall meet existing gates.

E. Accessories:

1. Aluminum castings shall be used for all post caps and other miscellaneous hardware. Hinges and latches shall be fabricated from aluminum, stainless steel or composite materials.

F. Finishes:

1. Polyester powder coat finish with a minimum thickness of 2 mils

(0.0508mm). The color shall be Black.

2.3 SLIDING GATE OPERATORS

A. Pad mounted 1/2 HP 115VAC operator.

B. Operator to comply with UL 325 and UL 991 safety standards.

C. Provide sensing edge on leading edge of gate to comply with secondary entrapment prevention device.

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32 31 53-3

D. Provide mounting post and a Unumerical key padU to manually control operator.

E. Provide cold weather heater kit.

F. Basis of design: Door King model 9100.

2.4 ACCESSORIES

Accessories as necessary caps, rail and brace ends, wire ties or clips, braces and tension bands, tension bars, truss rods, and miscellaneous accessories conforming to ASTM F626. Aluminum castings shall be used for all post caps and other miscellaneous hardware.

Hinges and latches shall be fabricated from aluminum, stainless steel or composite materials.

2.5 CONCRETE

ASTM C94/C94M, using 3/4 inch (19 mm) maximum-size aggregate, and having minimum compressive strength of 3000 psig (25 mPa) at 28 days.

Non-shrinking grout shall consist of one part Portland cement to three parts clean, well-graded sand, non-shrinking grout additive and the minimum amount of water to produce a workable mix.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Install fence by properly trained crew, on previously prepared surfaces, to line and grade as shown. Install fence in accordance with the manufacturer's printed installation instructions, except as modified herein or as shown. Maintain all equipment, tools, and machinery while on the project in sufficient quantities and capacities for proper installation of posts, pickets, rails, and accessories.

3.2 EXCAVATION

Excavation for concrete-embedded items shall be of the dimensions shown, except in bedrock. If bedrock is encountered before reaching the required depth, continue the excavation to the depth shown or 18 inches

(450 mm) into the bedrock, whichever is less, and provide a minimum of

2 inches (50 mm) larger diameter than the outside diameter of the post.

Clear loose material from post holes. Grade area around finished concrete footings as shown and dispose of excess earth off site.

3.3 POST SETTING

Install posts plumb and in alignment. Set post in concrete footings of

8" diameter and 36" depth, except in bedrock. Thoroughly compact concrete so as it to be free of voids and finished in a slope or dome

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32 31 53-4 to divert water running down the post away from the footing. Install posts in bedrock with a minimum of one inch (25 mm) of non-shrinking grout around each post. Thoroughly work non-shrinking grout into the hole so as to be free of voids and finished in a slope or dome. Cure concrete and grout a minimum of 72 hours before any further work is done on the posts.

3.4 POST CAPS

Fit all exposed ends of post with caps. Provide caps that fit snugly and are weathertight. Where top rail is used, provide caps to accommodate the top rail. Install post caps as recommended by the manufacturer and as shown.

3.5 TOP RAILS AND BOTTOM RAILS

Install rails before installing pickets. Provide suitable means for securing rail ends to terminal and intermediate post. The rails shall have expansion couplings (rail sleeves) spaced as recommended by the manufacturer.

3.6 ACCESSORIES

Supply accessories (post braces, truss rods, and miscellaneous accessories), as required and recommended by the manufacturer, to ensure complete installation.

3.7 GATES

Install gates plumb, level, and secure for full opening without interference. Set keepers, stops and other accessories into concrete as required by the manufacturer and as shown. Test gates, hardware, locking mechanisms and releases for proper operation. Adjust and lubricate as necessary.

3.8 REPAIR OF FINISHED SURFACES

At damaged finish or when cutting/drilling rails or posts adhere to the following steps to seal the exposed surfaces:

1) Remove all metal shavings from cut area.

2) Apply custom finish paint matching fence color.

3.9 FINAL CLEAN-UP

Remove all debris, rubbish and excess material from the station.

and Utilities 33 40 00-1 585-17-110

SECTION 33 40 00

STORM SEWER UTILITIES

PART 1 - GENERAL

1.1 DESCRIPTION

This section specifies materials and procedures for construction of outside, underground storm sewer systems that are complete and ready for operation. This includes piping, structures and all other incidentals.

1.2 RELATED WORK

A. Excavation, Trench Widths, Pipe Bedding, Backfill, Shoring, Sheeting, Bracing: Section 31 20 00, EARTH MOVING.

B. Concrete Work, Reinforcing, Placement and Finishing: Section 03 30 00, CAST-IN-PLACE CONCRETE.

C. General plumbing, protection of Materials and Equipment, and quality assurance: Section 22 05 11, COMMON WORK RESULTS FOR PLUMBING.

D. Fabrication of Steel Ladders: Section 05 50 00, METAL FABRICATIONS.

E. Materials and Testing Report Submittals: Section 01 33 23, SHOP

DRAWINGS, PRODUCT DATA AND SAMPLES.

F. Erosion and Sediment Control: Section 01 57 19, TEMPORARY ENVIRONMENTAL

CONTROLS.

1.3 DEFINITIONS

1.4 DELIVERY, STORAGE, AND HANDLING

A. Do not store plastic manholes, pipe, and fittings in direct sunlight.

B. Handle manholes, catch basins, and stormwater inlets according to manufacturer's written rigging instructions.

1.5 COORDINATION

A. Coordinate connection to storm sewer main with the Public Agency providing storm sewer off-site drainage.

B. Coordinate exterior utility lines and connections to building services up to the actual extent of building wall.

1.6 QUALITY ASSURANCE:

A. Products Criteria:

1. When two or more units of the same type or class of materials or equipment are required, these units shall be products of one manufacturer.

2. A nameplate bearing manufacturer's name or trademark, including model number, shall be securely affixed in a conspicuous place on and Utilities 33 40 00-2 585-17-110 equipment. In addition, the model number shall be either cast integrally with equipment, stamped, or otherwise permanently marked on each item of equipment.

1.7 SUBMITTALS

A. Manufacturers’ Literature and Data shall be submitted, as one package, for pipes, fittings and appurtenances, including jointing materials, hydrants, valves and other miscellaneous items.

1.8 APPLICABLE PUBLICATIONS

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

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

A185/A185M-07...........Steel Welded Wire Reinforcement, Plain, for

Concrete

A242/A242M-04(2009).....High-Strength Low-Alloy Structural Steel

A536-84(2009)...........Ductile Iron Castings

A615/A615M-09b..........Deformed and Plain Carbon-Steel Bars for

Concrete Reinforcement

A760/A760M-10...........Corrugated Steel Pipe, Metallic-Coated for

Sewers and Drains

A798/A798M-07...........Installing Factory-Made Corrugated Steel Pipe for Sewers and Other Applications

A849-10.................Post-Applied Coatings, Paving, and Linings for

Corrugated Steel Sewer and Drainage Pipe

A929/A929M-01(2007).....Steel Sheet, Metallic-Coated by the Hot-Dip

Process for Corrugated Steel Pipe

B745/B745M-97(2005).....Corrugated Aluminum Pipe for Sewers and Drains

B788/B788M-09...........Installing Factory-Made Corrugated Aluminum

Culverts and Storm Sewer Pipe

C14-07..................Non-reinforced Concrete Sewer, Storm Drain, and

Culvert Pipe

C33/C33M-08.............Concrete Aggregates and Utilities 33 40 00-3 585-17-110

C76-11..................Reinforced Concrete Culvert, Storm Drain, and

Sewer Pipe

C139-10.................Concrete Masonry Units for Construction of

Catch Basins and Manholes

C150/C150M-11...........Portland Cement

C443-10.................Joints for Concrete Pipe and Manholes, Using

Rubber Gaskets

C478-09.................Precast Reinforced Concrete Manhole Sections

C506-10b................Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe

C507-10b................Reinforced Concrete Elliptical Culvert, Storm

Drain, and Sewer Pipe

C655-09.................Reinforced Concrete D-Load Culvert, Storm

Drain, and Sewer Pipe

C857-07.................Minimum Structural Design Loading for

Underground Precast Concrete Utility Structures

C891-09.................Installation of Underground Precast Concrete

Utility Structures

C913-08.................Precast Concrete Water and Wastewater

Structures

C923-08.................Resilient Connectors Between Reinforced

Concrete Manhole Structures, Pipes, and

Laterals

C924-02(2009)...........Testing Concrete Pipe Sewer Lines by Low-

Pressure Air Test Method

C990-09.................Joints for Concrete Pipe, Manholes, and Precast

Box Sections Using Preformed Flexible Joint

Sealants

C1103-03(2009)..........Joint Acceptance Testing of Installed Precast

Concrete Pipe Sewer Lines

C1173-08................Flexible Transition Couplings for Underground

Piping Systems and Utilities 33 40 00-4 585-17-110

C1433-10................Precast Reinforced Concrete Monolithic Box

Sections for Culverts, Storm Drains, and Sewers

C1479-10................Installation of Precast Concrete Sewer, Storm

Drain, and Culvert Pipe Using Standard

Installations

D448-08.................Sizes of Aggregate for Road and Bridge

Construction

D698-07e1...............Laboratory Compaction Characteristics of Soil

Using Standard Effort (12 400 ft-lbf/ft3 (600 kN-m/m3))

D1056-07................Flexible Cellular Materials—Sponge or Expanded

Rubber

D1785-06................Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120

D2321-11................Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications

D2751-05................Acrylonitrile-Butadiene-Styrene (ABS) Sewer

Pipe and Fittings

D2774-08................Underground Installation of Thermoplastic

Pressure Piping

D3034-08................Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings

D3350-10................Polyethylene Plastics Pipe and Fittings

Materials

D3753-05e1..............Glass-Fiber-Reinforced Polyester Manholes and

Wetwells

D4101-11................Polypropylene Injection and Extrusion Materials

D5926-09................Poly (Vinyl Chloride) (PVC) Gaskets for Drain, Waste, and Vent (DWV), Sewer, Sanitary, and

Storm Plumbing Systems

F477-10.................Elastomeric Seals (Gaskets) for Joining Plastic

Pipe and Utilities 33 40 00-5 585-17-110

F679-08.................Poly(Vinyl Chloride) (PVC) Large-Diameter

Plastic Gravity Sewer Pipe and Fittings

F714-10.................Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter

F794-03(2009)...........Poly(Vinyl Chloride) (PVC) Profile Gravity

Sewer Pipe and Fittings Based on Controlled

Inside Diameter

F891-10.................Coextruded Poly(Vinyl Chloride) (PVC) Plastic

Pipe With a Cellular Core

F894-07.................Polyethylene (PE) Large Diameter Profile Wall

Sewer and Drain Pipe

F949-10.................Poly(Vinyl Chloride) (PVC) Corrugated Sewer

Pipe With a Smooth Interior and Fittings

F1417-11................Installation Acceptance of Plastic Gravity

Sewer Lines Using Low-Pressure Air

F1668-08................Construction Procedures for Buried Plastic Pipe

C. American Association of State Highway and Transportation Officials

(AASHTO):

M190-04.................Bituminous-Coated Corrugated Metal Culvert Pipe and Pipe Arches

M198-10.................Joints for Concrete Pipe, Manholes, and Precast

Box Sections Using Preformed Flexible Joint

Sealants

M252-09.................Corrugated Polyethylene Drainage Pipe

M294-10.................Corrugated Polyethylene Pipe, 12 to 60 In. (300 to 1500 mm) Diameter

D. American Water Works Association(AWWA):

C105/A21.5-10...........Polyethylene Encasement for Ductile iron Pipe

Systems

C110-08.................Ductile-Iron and Gray-Iron Fittings

C219-11.................Bolted, Sleeve-Type Couplings for Plain-End

Pipe and Utilities 33 40 00-6 585-17-110

C600-10.................Installation of Ductile iron Mains and Their

Appurtenances

C900-07.................Polyvinyl Chloride (PVC) Pressure Pipe and

Fabricated Fittings, 4 In. Through 12 In. (100 mm Through 300 mm), for Water Transmission and

Distribution

M23-2nd ed..............PVC Pipe ”Design And Installation”

E. American Society of Mechanical Engineers (ASME):

A112.6.3-2001...........Floor and Trench Drains

A112.14.1-2003..........Backwater Valves

A112.36.2M-1991.........Cleanouts

F. American Concrete Institute (ACI):

318-05..................Structural Commentary and Commentary

350/350M-06.............Environmental Engineering Concrete Structures and Commentary

G. National Stone, Sand and Gravel Association (NSSGA): Quarried Stone for

Erosion and Sediment Control

1.9 WARRANTY

The Contractor shall remedy any defect due to faulty material or workmanship and pay for any damage to other work resulting therefrom within a period of Uone yearU from final acceptance. Further, the

Contractor will furnish all manufacturers’ and suppliers’ written guarantees and warranties covering materials and equipment furnished under this Contract.

PART 2 - PRODUCTS

2.1 FACTORY-ASSEMBLED PRODUCTS

A. Standardization of components shall be maximized to reduce spare part requirements. The Contractor shall guarantee performance of assemblies of components, and shall repair or replace elements of the assemblies as required to deliver specified performance of the complete assembly.

2.2 PVC PIPE AND FITTINGS

A. PVC Gravity Sewer Piping and Utilities 33 40 00-7 585-17-110

1. Pipe and fittings shall be ASTM F679, SDR 26 and/or PS 46, PVC gravity sewer pipe with bell-and-spigot ends.

2. Gaskets: ASTM F477, elastomeric seals for gasketed joints.

2.3 NONPRESSURE TRANSITION COUPLINGS

A. Comply with ASTM C1173, elastomeric, sleeve-type, reducing or transition coupling, for joining underground non-pressure piping. Include ends of same sizes as piping to be joined, and corrosion-resistant-metal tension band and tightening mechanism on each end.

B. Sleeve Materials

1. For concrete pipes: ASTM C443, rubber.

2. For plastic pipes: ASTM F477, elastomeric seal or ASTM D5926, PVC.

3. For dissimilar pipes: ASTM D5926, PVC or other material compatible with pipe materials being joined.

C. Unshielded, Flexible Couplings: Couplings shall be an elastomeric sleeve with // stainless-steel shear ring and // corrosion-resistant-metal tension band and tightening mechanism on each end.

D. Shielded, flexible couplings shall be elastomeric or rubber sleeve with full-length, corrosion-resistant outer shield and corrosion-resistant-metal tension band and tightening mechanism on each end.

E. Ring-Type, flexible couplings shall be elastomeric compression seal with dimensions to fit inside bell of larger pipe and for spigot of smaller pipe to fit inside ring.

2.4 MANHOLES AND CATCH BASINS

A. Standard Precast Concrete Manholes:

1. Description: ASTM C478 (ASTM C478M), precast, reinforced concrete, of depth indicated, with provision for sealant joints.

2. Diameter: 48 inches (1200 mm) minimum unless otherwise indicated.

3. Ballast: Increase thickness of precast concrete sections or add concrete to base section as required to prevent flotation.

4. Base Section: 6 inch (150 mm) minimum thickness for floor slab and 4-inch (102 mm) minimum thickness for walls and base riser section, and separate base slab or base section with integral floor.

5. Riser Sections: 4 inch (102 mm) minimum thickness, and lengths to provide depth indicated.

6. Top Section: Eccentric-cone type unless concentric-cone or flat-slab-top type is indicated, and top of cone of size that matches grade rings.

7. Joint Sealant: ASTM C990 (ASTM C990M), bitumen or butyl rubber.

and Utilities 33 40 00-8 585-17-110

8. Resilient Pipe Connectors: ASTM C923 (ASTM C923M), cast or fitted into manhole walls, for each pipe connection.

9. Steps: If total depth from floor of manhole to finished grade is greater than 60 inches (1500 mm). ASTM A615, deformed, 1/2 inch (13

mm) steel reinforcing rods encased in ASTM D4101, width of 16 inches

(400 mm) minimum, spaced at 12 to 16 inch (300 to 400 mm) intervals.

10. Adjusting Rings: Reinforced-concrete rings, 6 to 9 inch (150 to 225

mm) total thickness, to match diameter of manhole frame and cover, and height as required to adjust manhole frame and cover to indicated elevation and slope.

B. Designed Precast Concrete Manholes:

1. Description: ASTM C913; designed for A-16 (AASHTO HS20-44), heavy-traffic, structural loading; of depth, shape, and dimensions indicated, with provision for sealant joints.

2. Ballast: Increase thickness of one or more precast concrete sections or add concrete to manhole as required to prevent flotation.

3. Joint Sealant: ASTM C990 (ASTM C990M), bitumen or butyl rubber.

4. Resilient Pipe Connectors: ASTM C923 (ASTM C923M), cast or fitted into manhole walls, for each pipe connection.

5. Steps: If total depth from floor of manhole to finished grade is greater than 60 inches (1500 mm). // Individual FRP steps or FRP ladder // Individual FRP steps; FRP ladder; or ASTM A615, deformed, 1/2 inch (13 mm) steel reinforcing rods encased in ASTM D4101, PP //

ASTM A615 deformed, 1/2 inch (13 mm) steel reinforcing rods encased in ASTM D 4101, PP //, width of 16 inches (400 mm) minimum, spaced at

12 to 16 inch (300 to 400 mm) intervals.

6. Adjusting Rings: Reinforced-concrete rings, 6 to 9 inch (150 to 225

mm) total thickness, to match diameter of manhole frame and cover, and height as required to adjust manhole frame and cover to indicated elevation and slope.

C. Manhole Frames and Covers:

1. Description: Shall meet MDOT frame and cover requirements in details

Cover B, Cover C, or Cover K.

2.5 CONCRETE FOR MANHOLES AND CATCH BASINS

A. General: Cast-in-place concrete according to ACI 318, ACI 350/350R, and the following:

1. Cement: ASTM C150, Type II.

2. Fine Aggregate: ASTM C33, sand.

and Utilities 33 40 00-9 585-17-110

3. Coarse Aggregate: ASTM C33, crushed gravel.

4. Water: Potable.

B. Concrete Design Mix: 4000 psi (27.6 MPa) minimum, compressive strength in 28 days.

1. Reinforcing Fabric: ASTM A185, steel, welded wire fabric, plain.

2. Reinforcing Bars: ASTM A615, Grade 60 (420 MPa) deformed steel.

C. Manhole Channels and Benches: Channels shall be the main line pipe material. Include benches in all manholes and catch basins.

1. Channels: Main line pipe material or concrete invert. Height of vertical sides to three-fourths of pipe diameter. Form curved channels with smooth, uniform radius and slope. Invert Slope: Same slope as the main line pipe. Bench to be concrete, sloped to drain into channel. Minimum of 6 inch slope from main line pipe to wall sides.

2.6 STORMWATER DISPOSAL SYSTEMS

A. Chamber Systems:

1. See Plans for locations.

2. Basis of Design – Contech Engineered Solutions – CMP Stormwater

Detention.

3. System shall be installed per the Manufacturer’s installation procedures and requirements.

4. Clear stone providing detention storage around pipe shall be wrapped with fabric meeting MDOT specifications non-woven Geotextile

Separator.

5. Refer to drawings for total stormwater storage each structure shall provide.

PART 3 - EXECUTION

3.1 PIPE BEDDING

A. The bedding surface of the pipe shall provide a firm foundation of uniform density throughout the entire length of pipe. Concrete pipe requirements are such that when no bedding class is specified, concrete pipe shall be bedded in a soil foundation accurately shaped and rounded to conform with the lowest one-fourth of the outside portion of circular pipe. When necessary, the bedding shall be tamped. Bell holes and depressions for joints shall not be more than the length, depth, and width required for properly making the particular type of joint. Plastic pipe bedding requirements shall meet the requirements of ASTM D2321.

and Utilities 33 40 00-10 585-17-110

Bedding, haunching and initial backfill shall be either Class IB or

Class II material. Corrugated metal pipe bedding requirements shall conform to ASTM A798.

3.2 PIPING INSTALLATION

A. Drawing plans and details indicate general location and arrangement of underground storm drainage piping. Install piping as indicated, to extent practical. Where specific installation is not indicated, follow piping manufacturer's written instructions.

B. Install piping with minimum cover as shown on the Drawings.

C. Install piping beginning at low point, true to grades and alignment indicated with unbroken continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and couplings according to manufacturer's written instructions for use of lubricants, cements, and other installation requirements.

1. Do not lay pipe on unstable material, in wet trench or when trench and weather conditions are unsuitable for the work.

2. Support pipe on compacted bedding material. Excavate bell holes only large enough to properly make the joint.

3. Inspect pipes and fittings, for defects before installation.

Defective materials shall be plainly marked and removed from the site. Cut pipe shall have smooth regular ends at right angles to axis of pipe.

4. Clean interior of all pipe thoroughly before installation. When work is not in progress, open ends of pipe shall be closed securely to prevent entrance of storm water, dirt or other substances.

5. Lower pipe into trench carefully and bring to proper line, grade, and joint. After jointing, interior of each pipe shall be thoroughly wiped or swabbed to remove any dirt, trash or excess jointing materials.

6. Do not walk on pipe in trenches until covered by layers of shading to a depth of 12 inches (300 mm) over the crown of the pipe.

7. Warning tape shall be continuously placed 12 inches (300 mm) above storm sewer piping.

D. Install manholes for changes in direction unless fittings are indicated.

Use fittings for branch connections unless direct tap into existing sewer is indicated.

and Utilities 33 40 00-11 585-17-110

E. Install proper size increasers, reducers, and couplings where different sizes or materials of pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited.

F. When installing pipe under streets or other obstructions that cannot be disturbed, use pipe-jacking process of microtunneling.

G. Install gravity-flow, nonpressure drainage piping according to the following:

1. Install…