310000 - 1 Project No. 43262-C

SECTION 310000

EARTHWORK

PART 1 GENERAL 1.01 RELATED WORK SPECIFIED ELSEWHERE A. Cast-In-Place Concrete: Section 033001. B. Site Restoration: Section 310101. C. Drilled Micro-piles: Section 316333 1.02 DEFINITIONS A. The following terms shall have the meanings ascribed to them in this Article,

wherever they appear in this Section. 1. Earth Excavation: The removal of all surface and subsurface material

not classified as rock (as defined below). 2. Rock: Limestone, sandstone, shale, granite, and similar material in solid

beds or masses in its original or stratified position which can be removed only by blasting operations, drilling, wedging, or use of pneumatic tools, and boulders with a volume greater than 1.0 cu yd. Concrete building foundations and concrete slabs, not indicated, with a volume greater than 1.0 cu yd shall be classified as rock.

a. Materials which can be loosened with a pick or backhoe, frozen materials, soft laminated shale or hardpan, pavements, curbs, and similar materials shall be classified as earth excavation. Concrete building foundations and concrete slabs, where indicated, shall be classified as earth excavation. Masonry building foundations, whether indicated or not, shall be classified as earth excavation.

3. Subgrade Surface: Surface upon which subbase or topsoil is placed. 4. Subbase: Select granular material, subbase course Type 2 or Item B-12

which is placed immediately beneath pavement or concrete slabs. 5. Foundation Bearing Grade: Grade/elevation at which the bottom-of-

footings are constructed. 6. Maximum Density: The dry unit weight in pounds per cubic foot of the

soil at “Optimum Moisture Content” when determined by ASTM D 1557 (Modified Proctor).

7. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, mechanical and electrical appurtenances, or other man-made stationary features constructed above or below the ground surface.

8. Landscaped Areas: Areas not covered by structures, walks, roads, paving, or parking.

9. Unauthorized Excavation: The removal of material below required elevation indicated on the Drawings or beyond lateral dimensions indicated or specified without specific written direction by the Director’s Representative.

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10. Grading Limit Line (Shown on Drawings): Limits of grading, excavations and filling required for the work of this contract. Unless specifically noted otherwise, the Grading Limit Line and Contract Limit Line shall be considered the same.

1.03 SUBMITTALS A. Product Data: 1. Filter Fabric: Manufacturer’s catalog sheets, specifications, and

installation instructions. B. Samples: Submit samples as follows. Take the samples in the presence of the

Director’s Representative, and submit to the Directors Representative the laboratory test results for gradation, proctors and soundness tests, when required. These tests shall be performed in accordance with ASTM standards, shall be performed and signed by a certified soils laboratory, and shall be submitted as part of the original submittal. At a minimum the samples taken shall be of the following quantities:

1. Select Granular Material: 50 - 60 lb. (Two Samples). 2. Subbase Course Type 2: 50 - 60 lb. (Two Samples). 3. Selected Fill: 40 - 50 lb. 4. Cushion Material: 30 lb. 5. Crushed Stone: 30 lb (Each gradation) 6. Pea Gravel: 40 – 50 lb. C. Quality Control Submittals: 1. Excavation Procedure: Submit a lay out drawing or detailed outline of

intended excavation procedure for the Director’s information. This submittal will not relieve the Contractor of responsibility for the successful performance of intended excavation methods.

2. Subbase Materials: Name and location of source and the DOT Source Number. If the material is not being taken from an approved DOT Source the results of the gradation and soundness tests performed by an ASTM certified soils laboratory will be required.

3. Other Aggregates: Name and location of source and soil laboratory test results.

1.04 PROJECT CONDITIONS

A. Excavations required for this project will undermine foundations supporting the existing Building. Underpinning will be required to support these foundations during the earthwork operations – For this work refer to specification section 316333 and Contract Drawings S-002 (Underpinning Notes & Sections) and S-003 (Underpinning Plan & Elevations).

B. Excavated on site soils do not meet the requirements for use as selected fill.

Selected fill required for this project shall be imported to the project site from an approved source and meet the requirements detailed in Specification Section 310000 of the Project Manual.

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C. Protect existing trees and plants during performance of the Work unless otherwise indicated. Box trees and plants indicated to remain within the grading limit line with temporary steel fencing or solidly constructed wood barricades as required. Protect root systems from smothering. Do not store excavated material, or allow vehicular traffic or parking within the branch drip line. Restrict foot traffic to prevent excessive compaction of soil over root systems.

D. Cold Weather Requirements: 1. Excavation: When freezing temperatures are anticipated, do not

excavate to final required elevations for concrete work unless concrete can be placed immediately.

2. Backfilling: If backfill is being placed during freezing temperatures the backfilling operations shall be monitored by the Director’s Representative and the following procedures shall be followed:

a. Frozen ground shall be removed in its entirety from beneath and five feet beyond the area of fill placement.

b. The fill material placed shall consist of Selected Fill and shall be free of all frozen chunks that exceed four inches in size. The material transported to the project site shall only consist of material excavated from below the frost depth.

c. At the end of the work day, the area of fill placement shall be covered with insulated blankets, or left unprotected. Other means of protection (hay, wood chips, etc.) may also be used for protection provided it is approved by the Director’s Representative.

d. Following work day, remove the insulated blankets and/or strip the area of all frozen material as specified previously.

e. Upon establishing the subgrade elevations, protect the grades with insulated blankets or place additional material that will adequately insulate the exposed earth surface from frost. This additional fill or protective material shall be stripped just prior to pouring concrete.

PART 2 PRODUCTS 2.01 MATERIALS A. Selected Fill: Sound, durable, sand, gravel, stone, or blends of these materials,

free from organic and other deleterious materials. Comply with the gradation requirements specified below:

Sieve Percent Passing Sieve Size Size opening (mm)

4 inch 101.6 100 No. 40 0.425 0-70

No. 200 0.075 0-15

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B. Select Granular Material: Stockpiled, sound, durable, sand, gravel, stone, or blends of these materials, free from organic and other deleterious materials. Comply with the gradation and material requirements specified below:

Sieve Percent Passing Sieve Size Size opening (mm) 2 inch 50.8 100

1/4 inch 6.35 30-65 No. 40 0.425 5-40

No. 200 0.075 0-10

1. Magnesium Sulfate Soundness Test: 20 percent maximum loss by weight after four test cycles.

2. Plasticity Index: The plasticity index of the material passing the No. 40 mesh sieve shall not exceed 5.0.

3. Elongated Particles: Not more than 30 percent, by weight, of the particles retained on a 1/2 inch sieve shall consist of flat or elongated particles. A flat or elongated particle is defined as one which has its greatest dimension more than three times its least dimension.

C. Subbase Course Type 2: Stockpiled, crushed ledge rock or approved blast

furnace slag. Comply with the gradation and material requirements specified below:

Sieve Percent Passing Sieve Size Size opening (mm) 2 inch 50.8 100

1/4 inch 6.35 25-60 No. 40 0.425 5-40

No. 200 0.075 0-10

1. Magnesium Sulfate Soundness Test: 20 percent maximum loss by weight after four test cycles.

2. Plasticity Index: The plasticity index of the material passing the No. 40 mesh sieve shall not exceed 5.0.

3. Elongated Particles: Not more than 30 percent, by weight, of the particles retained on a 1/2 inch sieve shall consist of flat or elongated particles. A flat or elongated particle is defined as one which has its greatest dimension more than three times its least dimension.

D. Suitable Material (Fill and Backfill for Landscaped Areas): Material consisting

of mineral soil (inorganic), blasted or broken rock and similar materials of natural or man-made origin, including mixtures thereof. Maximum particle size shall not exceed 2/3 of the specified layer thickness prior to compaction. NOTE: Material containing cinders, industrial waste, sludge, building rubble, land fill, muck, and peat shall be considered unsuitable for fill and backfill, except topsoil and organic silt may be used as suitable material in landscaped areas provided it is placed in the top layer of the subgrade surface.

E. Rip Rap: Fine, Light, Medium or Heavy Stone Filling that complies with DOT

Article 620-2.02 for stone filling.

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F. Cushion Material: Shall consist of clean, hard, durable, uncoated particles, free from lumps of clay and all deleterious substances and shall meet the following gradation requirements:

Sieve Size Percent Passing Sieve Size Size opening (mm) 1/4 inch 6.35 100 No. 60 0.25 0-35

No. 100 0.15 0-10 G. Item B-12: Equal Blend of No.1 and No. 2 Crushed Stone that complies with

material requirements of DOT Article 703-02, crushed stone only.

Sieve Percent Passing Sieve Size Size opening (mm) 1-1/2 inch 38.1 100

1 inch 25.4 95-100 ½ inch 12.7 45-60 ¼ inch 6.35 0-15

H. No. 2 Coarse Aggregate: Crushed Stone that complies with material

requirements of DOT Article 703-02 and meets the following gradation.

Sieve Percent Passing Sieve Size Size opening (mm) 1-1/2 inch 38.1 100

1 inch 25.4 90-100 1/2 inch 12.7 0-15

I. Pea Gravel: Comply with DOT Article 703-02 for screened gravel.

Sieve Percent Passing Sieve Size Size opening (mm) 1/2 inch 12.7 100 1/4 inch 6.35 90-100 1/8 inch 3.17 0-15

No. 200 Sieve 0.075 0-1

J. Flowable Fill: Shall consist of a mixture of Portland cement, sand, water and admixtures proportioned to provide a non-segregating, free-flowing, self-consolidating material that will result in a hardened, dense backfill.

1. Shall have a 28 day compressive strength between 40 and 100 psi. K. Marker Tape: FL Industries Blackburn/Holub’s Type YT6, or Seton Nameplate

Corporations Type 6 ELE, imprinted with message suited to item buried below.

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2.02 GEOTECHNICAL FABRICS A. Filter Fabric (GeoTextile) 1. Drainage and Erosion Control: Amoco 1199 & 2019, Maccaferri

MacTex MX140 & MX155, Mirafi 140N & 160N, Fiberweave 403 & 404 or equivalent.

2. Separation for foundation drains, underdrains, undercuts: Amoco 2002 & 2004, Contech Construction Products Inc. C-180, Synthetic Industries Geotex 250ST & 315ST, Mirafi Geolon HP570 & HP1500 or equivalent.

3. Separation/Stabilization beneath pavements: Amoco 4551, Bonded Fibers Products PN080, Maccaferri Gabions MacTex MX275 & 340, Mirafi 160N & 180N or equivalent.

PART 3 EXECUTION 3.01 CLEARING AND GRUBBING A. Clear and grub the site within the Grading Limit Line (GLL) of trees, shrubs,

brush, other prominent vegetation, debris, and obstructions except for those items indicated to remain. Completely remove stumps and roots protruding through the ground surface.

B. Fill depressions caused by the clearing and grubbing operations in accordance

with the requirements for filling and backfilling, unless further excavation is indicated.

3.02 UNDERGROUND UTILITIES A. Locate existing underground utilities prior to commencing excavation work.

Determine exact utility locations by hand excavated test pits. Support and protect utilities to remain in place.

B. Do not interrupt existing utilities that are in service until temporary or new

utilities are installed and operational. C. Utilities to remain in service: Shall be re-routed as shown on the Contract

Drawings. D. Utilities abandoned beneath and five feet laterally beyond the structure’s

proposed footprint shall be removed in their entirety. Excavations required for their removal shall be backfilled and compacted as specified herein.

E. Utilities located outside the limits specified above may be abandoned in place

provided their ends are adequately plugged as described below. 1. Permanently close open ends of abandoned underground utilities

exposed by excavations, which extend outside the limits of the area to be excavated.

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2. Close open ends of metallic conduit and pipe with threaded galvanized metal caps or plastic plugs or other approved method for the type of material and size of pipe. Do not use wood plugs.

3. Close open ends of concrete and masonry utilities with concrete or flow-able fill.

3.03 EXCAVATION A. Excavate earth as required for the Work. B. Install and maintain all erosion and sedimentation controls during all earthwork

operations as specified on the Contract Drawings or as directed by local officials. If the erosion and sedimentation controls specified by the local officials are more stringent than those specified on the Contract Drawings contact the Director’s Representative.

C. Maintain sides and slopes of excavations in a safe condition until completion of

backfilling. Comply with Code of Federal Regulations Title 29 - Labor, Part 1926 (OSHA).

1. Trenches: Deposit excavated material on one side of trench only. Trim banks of excavated material to prevent cave-ins and prevent material from falling or sliding into trench. Keep a clear footway between excavated material and trench edge. Maintain areas to allow free drainage of surface water.

2. Refer to Contract Drawings S-002 and S003 for the shoring/underpinning required for the C-Wing Addition.

D. Stockpile excavated materials classified as suitable material where directed, until

required for fill. Place, grade, and shape stockpiles for proper drainage as approved by the Director’s Representative.

E. Excavation for Structures: Conform to elevations, lines, and limits indicated.

Excavate to a vertical tolerance of plus or minus 1 inch. Extend excavation a sufficient lateral distance to provide clearance to execute the Work.

F. Footings and Foundations: The foundation bearing grade shall be established

just prior to constructing the concrete foundations when concrete is to bear on undisturbed soil.

G. Concrete Slabs, Floors and Bases: Excavate to the following depths below

bottom of concrete for addition of select granular material: 1. Interior Floors: 6 inches unless otherwise indicated. 2. Exterior Slabs and Steps: 12 inches unless otherwise indicated. H. Pipe Trenches and/or Bell and Spigot Pipe Trenches: Open only enough trench

length to facilitate laying pipe sections. Unless otherwise indicated on the Drawings, excavate trenches approximately 24 inches wide plus the outside pipe diameter, equally divided on each side of pipe centerline. Cut trenches to cross section, elevation, profile, line, and grade indicated. Accurately grade and shape trench bottom for uniform bearing of pipe.

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I. Conduit, Cable, Tubing and Piping (other than Bell and Spigot): Provide sufficient trench width for installation and to accommodate special backfill when specified.

J. Underground Storage Tanks: Excavate as required to install tank and to

accommodate special backfill. K. Open Ditches: Cut ditches to cross sections and grades indicated. L. Pavement: Excavate to subgrade surface elevation. M. Unauthorized Excavations: Unless otherwise directed, backfill unauthorized

excavation under footings, foundation bases, and retaining walls with compacted select granular material without altering the required footing elevation. Elsewhere, backfill and compact unauthorized excavation as specified for authorized excavation of the same classification, unless otherwise directed by the Director.

1. Unauthorized excavations under structural Work such as footings, foundation bases, and retaining walls shall be reported immediately to the Director before any concrete or backfilling Work commences.

N. Notify the Director’s Representative upon completion of excavation operations.

Do not proceed with the Work until the excavation is inspected and approved. Inspection of the excavation by the Director’s Representative will be made on 3 working days notice.

3.04 DEWATERING A. Prevent surface and subsurface water from flowing into excavations and trenches

and from flooding the site and surrounding area. B. Do not allow water to accumulate in excavations or trenches. Remove water

from all excavations immediately to prevent softening of foundation bottoms, undercutting footings, and soil changes detrimental to the stability of subgrades and foundations. Furnish and maintain pumps, sumps, suction and discharge piping systems, and other system components necessary to convey the water away from the Site.

C. Convey water removed from excavations, and rain water, to collecting or run-off

area. Cut and maintain temporary drainage ditches and provide other necessary diversions outside excavation limits for each structure. Do not use trench excavations as temporary drainage ditches.

D. Provide temporary controls to restrict the velocity of discharged water as

necessary to prevent erosion and siltation of receiving areas. 3.05 PLACING FILTER FABRIC A. Place and overlap filter fabric in accordance with the manufacturer’s installation

instructions, unless otherwise shown.

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B. Cover tears and other damaged areas with additional filter fabric layer extending 3 feet beyond the damage.

C. Do not permit traffic or construction equipment directly on filter fabric. D. Backfill over filter fabric within two weeks after placement. Backfill in

accordance with the fabric manufacturer’s instructions and in a manner to prevent damage to the fabric.

3.06 SETTLEMENT DETECTION A. Excavating beneath the bearing grades of an existing structure: Establish a

settlement detection method approved by the Director’s Representative for structures subject to settlement from excavation or shoring operations. Maintain surveillance to detect any settlement.

3.07 PLACING FILL AND BACKFILL A. Surface Preparation of Fill Areas: Strip topsoil, remaining vegetation, and other

deleterious materials prior to placement of fill. Remove all asphalt pavement in its entirety from areas requiring the placement of fill or break up old pavements to a maximum size of four inches. Prior to placement of fill, smooth out and compact areas where wheel rutting has occurred due to stripping or earthwork operations.

B. Excavations: Backfill as promptly as practicable, but only after approval by the

Director’s Representative. Do not backfill with excavated material unless it meets the requirements of this Section.

C. Place backfill and fill materials in layers not more than 8 inches thick in loose

depth unless otherwise specified. Before compaction, moisten or aerate each layer as necessary to facilitate compaction to the required density. Do not place backfill or fill material on surfaces that are muddy, frozen, or covered with ice.

1. Place fill and backfill against foundation walls, and in confined areas (such as trenches) not easily accessible by larger compaction equipment, in maximum six inch thick (loose depth) layers.

2. For Open Graded Stone/Clean Stone (Item B-12, No. 1 crushed stone, No. 2 crushed stone, etc.) in access of six inches: Material must be wrapped in separation fabric.

D. Concrete walls:

1. Do not place fill or backfill against concrete walls until the walls have attained 70 percent of their design strength. Place backfill against walls of structures containing basements or crawl spaces only after the first floor structural members are in place and any concrete components of the first floor structural system have attained 70 percent of their concrete design strength.

2. Prevent wedging action of backfill against structures backfilled on both sides, by placing backfill uniformly around structure so that the elevation on each side never differs by more than 24 inches.

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E. Under Exterior Concrete Slabs and Steps: 1. Up to Subgrade Surface Elevation: Place selected fill when fill or

backfill is required. 2. Subbase Material: Place 12 inches of select granular material or subbase

course type 2 over subgrade surface. F. Under Interior Concrete Slabs: 1. Up to Subgrade Surface Elevation: Place selected fill when fill or

backfill is required. 2. Subbase Material: Place six inches of select granular material over

subgrade surface. G. Under Pavements and Walks: 1. Up to Subgrade Surface Elevation: Place selected fill when fill or

backfill is required. 2. Subbase Material: Place as indicated. H. Landscaped Areas: Place suitable material when required to complete fill or

backfill areas up to subgrade surface elevation. Do not use material containing rocks over four inches in diameter within the top 12 inches of suitable material.

I. Plastic Pipe in Trenches: Place cushion material a minimum of six inches deep

under pipe, 12 inches on both sides, and 12 inches above top of pipe. Complete balance of backfill as specified.

J. Copper Tubing and Steel Gas Pipe in Trenches: Place cushion material a

minimum of six inches deep under pipe, six inches on both sides, and 4 inches over top of pipe. Complete balance of backfill as specified.

K. Rigid Non-Metallic Conduit: Except where concrete encasement is required,

place cushion material a minimum of four inches deep under conduit, four inches on both sides, and 12 inches over top of conduit. Complete balance of backfill as specified.

3.07 COMPACTION

A. All materials with exception of open graded stone (No. 2 Crushed Stone, No. 1 Crushed Stone, Item B-12, etc.): 1. Compact each layer of fill and backfill for the following area

classifications to the percentage of maximum density specified below and at a moisture content suitable to obtain the required densities, but at not less than three percent drier or more than two percent wetter than the optimum content as determined by ASTM D 698 (Standard Proctor) or 1557 (Modified Proctor).

a. Structures (entire area within ten feet outside perimeter): 95 percent.

b. Concrete Slabs and Steps: 95 percent. c. Landscaped Areas: 90 percent. d. Pavements and Walks: 95 percent. e. Pipe Bedding: 95 percent.

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2. When the existing ground surface to be compacted has a density less than that specified for the particular area classification, break up and pulverize, and moisture condition to facilitate compaction to the required percentage of maximum density.

3. Moisture Control: a. Where fill or backfill must be moisture conditioned before

compaction, uniformly apply water to the surface and to each layer of fill or backfill. Prevent ponding or other free water on surface subsequent to, and during compaction operations.

b. Remove and replace, or scarify and air dry, soil that is too wet to permit compaction to specified density. Soil that has been removed because it is too wet to permit compaction may be stockpiled or spread and allowed to dry. Assist drying by discing, harrowing or pulverizing, until moisture content is reduced to a value which will permit compaction to the percentage of maximum density specified.

4. If a compacted layer fails to meet the specified percentage of maximum density, the layer will be recompacted and retested. If compaction cannot be achieved the material/layer will be removed and replaced. No additional material may be placed over a compacted layer until the specified density is achieved.

B. Open graded Stone (Item B-12, No. 1 crushed stone, etc): Place material in

maximum twelve inch lifts. Each lift shall be raked smooth and compacted through several passes of a walk behind vibratory roller. Compaction Testing is not required.

3.08 GRADING A. Rough Grading: Trim and grade area within the Grading Limit Line and

excavations outside the limit line, required by this Contract, to a level of four inches below the finish grades indicated unless otherwise specified herein or where greater depths are indicated. Provide smooth uniform transition to adjacent areas.

B. Finish Grading: Finish surfaces free from irregular surface changes, and as

follows: 1. Grassed Areas: Finish areas to receive topsoil to within 1 inch above or

below the required subgrade surface elevations. 2. Walks and Pavements: Place and compact subbase material as specified.

Shape surface of areas to required line, grade and cross section, with the finish surface not more than 1/2 inch above or below the required subbase elevation.

3. Building Slabs: Grade subbase material smooth and even, free of voids, compacted as specified to within 1/4 inch above or below required subbase elevation.

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C. Spread approved topsoil directly upon prepared subgrade surface to a depth measuring 4 inches after natural settlement of the topsoil has occurred in areas to be seeded or to receive sod. Place to greater depth when necessary to adjust grades to required elevations.

1. Approved existing topsoil within the Grading Limit Line may be used. Provide additional topsoil from outside sources as required.

D. Finish topsoil surface free of depressions which will trap water, free of stones

over 1 inch in any dimension, and free of debris. 3.09 RESTORATION A. Restore pavements, walks, curbs, lawns, and other exterior surfaces damaged

during performance of the Work to match the appearance and performance of existing corresponding surfaces as closely as practicable.

B. Topsoil and seed or sod damaged lawn areas outside the GLL and new lawn

areas inside the GLL. Water as required until physical completion of the Work. 3.10 DISPOSAL OF EXCESS AND UNSUITABLE MATERIALS A. Remove from State property and dispose of excess and unsuitable materials,

including materials resulting from clearing and grubbing and removal of existing improvements.

3.11 FIELD QUALITY CONTROL A. Compaction Testing: Notify the Director’s Representative at least 3 working

days in advance of all phases of filling and backfilling operations. Compaction testing will be performed by the Director’s Representative to ascertain the compacted density of the fill and backfill materials. Compaction testing will be performed on certain layers of the fill and backfill as determined by the Director’s Representative. If a compacted layer fails to meet the specified percentage of maximum density, the layer shall be re-compacted and will be retested. No additional material may be placed over a compacted layer until the specified density is achieved.

3.12 PROTECTION A. Protect graded areas from traffic and erosion, and keep them free of trash and

debris.

END OF SECTION

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SECTION 310101

SITE RESTORATION PART 1 GENERAL 1.01 QUALITY ASSURANCE A. Provide prepackaged seed readily available to the public with quality and purity

equal to product of O.M. Scotts and Son, Marysville, OH 43041. On-the-job or made-to-order mixes will not be accepted.

1.02 DELIVERY STORAGE AND HANDLING A. Deliver fertilizer in manufacturer’s standard size bags or cartons showing weight,

analysis, and the name of the manufacturer. Store as approved by Director’s Representative.

B. Store all seed at the site in a cool dry place as approved by the Director’s

Representative. Replace any seed damaged during storage. 1.03 SCHEDULING A. Time For Seeding: Sow grass seed between April 1 and May 15th or between

August 15th and October 15th, except as otherwise approved in writing by the Director.

PART 2 PRODUCTS 2.01 TOPSOIL A. Provide topsoil conforming to the following: 1. Original loam topsoil, well drained homogeneous texture and of uniform

grade, without the admixture of subsoil material and entirely free of dense material, hardpan, sod, or any other objectionable foreign material.

2. Containing not less than 4 percent nor more than 20 percent organic matter in that portion of a sample passing a 1/4 inch sieve when determined by the wet combustion method on a sample dried at 105 degrees C.

3. Containing a Ph value within the range of 4.5 to 7 on that portion of the sample that passes a 1/4 inch sieve.

4. Containing the following gradations:

SIEVE DESIGNATION PERCENT PASSING

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SIEVE DESIGNATION PERCENT PASSING 1 inch 100

1/4 inch 97 - 100 No. 200 20 - 65 (of the 1/4 inch sieve)

2.02 FERTILIZER A. Fertilizer: Mixed commercial fertilizers shall contain total nitrogen, available

phosphoric acid and soluble potash in the ratio of 10-6-4 (50% N/UF). 50% of total nitrogen shall be derived from ureaform furnishing a minimum of 3.5% water insoluble nitrogen (3.5% WIN). The balance of the nitrogen shall be present as methylene urea, water-soluble urea, nitrate and ammoniacal compounds.

B. Other fertilizers meeting DOT Specification Section 713-03 Fertilizer can be

used. 2.03 SEED A. Furnish fresh, clean, new-crop seed mixed in the proportions specified for

species and variety, and conforming to Federal and State Standards. B. Acceptable material in a seed mixture other than pure live seed consists of

nonviable seed, chaff, hulls, live seed of crop plants and inert matter. The percentage of weed seed shall not exceed 0.1 percent by weight.

C. All seed will be rejected if the label indicates any noxious weed seeds. D. Provide seed mixture equal to Scotts Pure Premium Sun and Shade North Grass

Seed Mixture, comprised of the following:

SEED MIXTURE AMOUNT BY WEIGHT

IN MIXTURE

SPECIES OR VARIETY *

PERCENTAGE PURITY GERMINATION

30 PERCENT FENWAY RED FESCUE 97 PERCENT 80 PERCENT 30 PERCENT ABBEY KENTUCKY

BLUEGRASS BLEND 95 PERCENT 80 PERCENT

20 PERCENT DEVINE PERENNIAL RYE 98 PERCENT 85 PERCENT 20 PERCENT ENCHANTED PERENNIAL

RYE 98 PERCENT 85 PERCENT

100 PERCENT *Variety may be altered depending on availability of seed from manufacturer. 2.04 MULCH

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A. Dry Application, Straw: Stalks of oats, wheat, rye or other approved crops that are free of noxious weed seeds. Weight shall be based on a 15 percent moisture content.

PART 3 EXECUTION 3.01 GRADING A. Rough Grading: Trim and grade lawn areas within the Contract Limit to a level

of 4 inches below the finish grades indicated unless otherwise specified herein or where greater depths are indicated. Provide smooth uniform transition to adjacent areas.

B. Finish Grading: Finish surfaces free from irregular surface changes, and as

follows: 1. Grassed Areas: Finish areas to receive topsoil to within 1 inch above or

below the required subgrade surface elevations. 3.02 SPREADING TOPSOIL A. Perform topsoil spreading operations only during dry weather. B. To insure a proper bond with the topsoil, harrow or otherwise loosen the

subgrade to a depth of 3 inches before spreading topsoil. C. Spread topsoil directly upon prepared subgrade to a minimum depth measuring 4

inches after natural settlement in areas to be seeded. Smooth out unsightly variations, bumps, ridges, and depressions that will hold water. Remove stones, litter, or other objectionable material. Finished surfaces shall conform to the contour lines and elevations indicated on the drawings or fixed by the Director’s Representative.

3.03 PREPARATION FOR SEEDING A. Seed Bed: Scarify soil to a depth of 2 inches in compacted areas. Smooth out

unsightly variations, bumps, ridges, and depressions that will hold water. Remove stones, litter, or other objectionable material.

3.04 FERTILIZING A. Apply 10-6-4 fertilizer evenly at the rate of 40 pounds per 1000 sq ft . 3.05 SEEDING A. Assume all risks when seed is sowed before approval of seed analysis. B. Do not seed when the wind velocity exceeds 5 miles per hour. C. Application Rate: 8 pounds per 1000 sq ft.

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D. Dry Application: Sow seed evenly by hand or seed spreader on dry or

moderately dry soil. 3.06 MULCHING A. Dry Application: Within 3 days after seeding, cover the seeded areas with a

uniform blanket of straw mulch at the rate of 50 pounds per 1000 sq ft of seeded area.

3.07 LAWN ESTABLISHMENT A. Maintain the grass at heights between 2-1/2 inches and 3-1/2 inches for the

duration of the contract, with a minimum of 2 mowings. B. Water and protect all seeded areas until final acceptance of the lawn. 3.08 FINAL ACCEPTANCE A. Final acceptance of seeded areas will be granted when a uniform stand of

acceptable grass is obtained, with a minimum of 95 percent coverage. Portions of the seeded areas may be accepted at various times at the discretion of the Director’s Representative.

B. Unacceptable seeded areas, dry application: Reseed as specified and fertilized at

one-half the specified rate. C. Once accepted, the State will assume all maintenance responsibilities.

END OF SECTION

Created 11/15/1983 Edited and/or Printed 8/31/2011 310140 - 1 Project No. 43262-C

SECTION 310140

MAINTENANCE OF SHORING AND UNDER PINNING NOTE: HIDDEN TEXT IS INCLUDED WITHIN THIS SPEC TO ASSIST IN THE EDITING OF THIS DOCUMENT. ONCE EDIT IS COMPLETE, DELETE ALL HIDDEN TEXT SO THAT IT DOES NOT APPEAR IN THE FINAL DOCUMENT. BE SURE TO DELETE THIS PARAGRAPH. PART 1 GENERAL 1.01 RELATED WORK SPECIFIED ELSEWHERE A. Concrete Forming: Section 031100. B. Reinforcing Steel: Section 032100. C. Cast-In-Place Concrete: Section 033000. D. Earthwork: Section 310000. PART 2 PRODUCTS 2.01 MATERIALS A. General: Comply with the applicable requirements of the Sections listed above

for shoring, forms, reinforcing, cast-in-place concrete and back-fill materials. Additional requirements follow:

1. Normal Weight Concrete: Coarse aggregate shall be not over 3/4 inch in its greatest dimension. The amount of water used in concrete rammed in place shall be reduced to produce a stiff mix as approved.

PART 3 EXECUTION 3.01 INSPECTION A. Inspect the existing structure before beginning the Work of this Section. Report

in writing to the Director all visible cracks and other defects that may be attributed to settlement damage.

B. Before starting any excavating for underpinning, check with a surveyor’s level

and record the level of the first floor of the existing building in relation to an approved remote permanent bench mark. At least once each day during the underpinning operations and for a period of not less than 7 days after completion of the underpinning Work, carefully check the level of the existing building to detect any settlement. Furnish a written record of each level check to the Director’s Representative on the same day the check is made. Should any

Created 11/15/1983 Edited and/or Printed 8/31/2011 310140 - 2 Project No. 43262-C

settlement be detected, immediately correct this condition by means of temporary shoring.

3.02 UNDERPINNING A. Excavate as required for placing underpinning in alternate sections not exceeding

4’-0” in width and to depths required to install the concrete Work as shown. If not otherwise shown carry the underpinning down to the level of the footings of the new construction. Alternate sections of concrete underpinning shall be in place supporting the superimposed loads properly before adjacent sections of earth are excavated.

B. Provide approved shoring as required to prevent damage to existing Work until

the under pinning is complete and in condition to support the structure. C. Install forms for exposed faces and at each end of each section of the concrete

underpinning. No forms will be required for underpinning in contact with existing Work.

D. Roughen and clean existing concrete surfaces that will be in contact with

concrete underpinning. Wet such surfaces and then coat with neat cement grout. Place new concrete before the grout has attained its initial set.

E. Install concrete underpinning in alternate sections not exceeding 4’-0” in width

and up to approximately 3 inches below the bottom of the existing foundations to be supported. Provide a 2 x 4 inch key type construction joint for full height of the concrete at each end of each section. After the underpinning has set for 24 hours, pack the void between the top of the underpinning and the existing Work full with stiff concrete solidly rammed in place.

F. Provide wedges, plates and beams to transfer the load of the structure to the

underpinning if required to prevent settlement.

END OF SECTION

312324 - 1 Project No. 43262-C

SECTION 312324 Flowable Fill PART 1 GENERAL 1.01 RELATED WORK SPECIFIED ELSEWHERE

A. Earthwork: Section 310000. B. Cast-In-Place Concrete: Section 033000. 1.02 REFERENCES A. Except as shown or specified otherwise, the Work of this Section shall conform to the

requirements of Specifications for Structural Concrete for Buildings ACI 301-89 of the American Concrete Institute.

1.03 DEFINITIONS (Amendments to ACI 301, Chapter 1): A. Flowable Fill can also be called by different names including but not limited to: Controlled Low

Strength Material (CLSM) Fill, Controlled Density Fill, Flowable Fly Ash and Fly Ash Slurry. 1.04 SUBMITTALS A. Submittals Package: Submit product data for design mix and materials for Flowable Fill specified

below at the same time as a package. B. Product Data: 1. Flowable Fill design mix with name and location of batching plant. 2. Portland Cement: Brand and manufacturer's name. 3. Fly Ash: Name and location of source, and DOT test numbers. 4. Air-entraining Admixture: Brand and manufacturer's name. 5. Water-reducing Admixture: Brand and manufacturer's name. C. Quality Control Submittals: 1. Certificates: Affidavit required under Quality Assurance Article. 1.05 QUALITY ASSURANCE A. Furnish and place a Flowable Fill as shown on plans or a directed by Directors Representative, in

writing. Provide Flowable Fill containing cement and water. At the Contractor’s option, it may contain fly ash, aggregate, or chemical admixtures in any proportions such that the final product will meet the strength and flow consistency requirements included in this specification.

B. Flowable Fill batching plant shall be currently approved as a concrete supplier by the New York

State Department of Transportation and shall have a minimum of 1 year experience in the production of similar products.

C. Fly ash supplier shall be currently approved as a fly ash supplier by the New York State

Department of Transportation.

312324 - 2 Project No. 43262-C

D. Source Quality Control: The Director reserves the right to inspect and approve the following items, at his own discretion, either with his own forces or with a designated inspection agency:

1. Batching and mixing facilities and equipment. 2. Sources of materials. 1.06 STORAGE A. Store materials so as to insure the preservation of their quality and fitness for the Work. Materials,

even though accepted prior to storage, are subject to inspection and shall meet the requirements of the Contract before their use in the Work.

PART 2 PRODUCTS 2.01 MATERIALS (Amendments to ACI 301, Chapter 2): A. Cement: ASTM C 150, Type I or II Portland cement.

B. Water: Potable.

C. ACI 301, Article 2.4 - Aggregates:

1. Add the following paragraph:

2.4.1.1 The aggregate for CLSM shall meet the requirement of ASTM C 33, except 100% passing the ¾” sieve and a maximum of 20% passing the No. 200 sieve.

D. Fly Ash: ASTM C 618, including Table 1A (except for footnote A), Class F except that loss on

ignition shall not exceed 4.0 percent.

E. Chemical Admixtures: 1. Darafill by W. R. Grace and Co., 62 Whittemore Avenue, Cambridge, MA 02140, (617) 876-

1400. 2. Flowable Fill by Pozzolanic International, Island Corporate Center, 7525 Southeast Twenty-

fourth Street, Suite 630, Mercer Island, Washington 98040, (800) 426-5171. 3. Rheocell Rheofill by Master Builders Technologies, 23700 Chagrin Boulevard, Cleveland,

Ohio 44122-5554, (800) 628-9990 2.02 FLOWABLE FILL MIXTURE A. Flowable Fill, Hand Tool Excavatable: Provide mix with compressive strength of 100 psi or less

when measured 28 days from placement. Minimum air content at time of placement shall be 20%. B. In the absence of one year strength data, the cementitious content shall be a minimum of 150

lbs./cy, the minimum air content shall be 20%, and fresh unit weight shall be a maximum of 115 lbs./ft3, except where specified.

PART 3 EXECUTION 3.01 EXAMINATION AND PREPARATION A. Examine conditions of substrates and other conditions under which work is to be performed and

notify the State , in writing, of circumstances detrimental to the proper completion of the work. Do not proceed until unsatisfactory conditions are corrected.

312324 - 3 Project No. 43262-C

B. Keep excavations free of water. Do not deposit CLSM in water. C. Hardened CLSM, forms, and earth which will be in contact with fresh CLSM shall be free from

frost at the time of CLSM placement. D. Prior to placement of CLSM, remove all foreign materials from the space to be occupied by the

CLSM. 3.02 APPLICATION OF FLOWABLE FILL A. Secure tanks to prevent displacement during placement. 3.03 PROTECTION A. Protect Flowable Fill from traffic until sufficient strength has been achieved for further

construction operations. 3.04 FINISHING A. Provide a floated finish to the exposed portion of the Flowable Fill. END OF SECTION CJF

Updatd 05/11/2010 Printed 8/31/2011 312513 - 1 Project No. 43262-C

SECTION 312513

EROSION AND SEDIMENT CONTROL PART 1 GENERAL 1.01 RELATED WORK SPECIFIED ELSEWHERE A. Earthwork: Section 310000. B. Topsoil: Section 329120.

C. Seeding: Section 329219. D. Corrugated Polyethylene Storm Drain Pipe: Section 334104. 1.02 REFERENCES A. Erosion and Sediment Control Guidelines: Conform to the latest edition of “NEW

YORK STANDARDS and SPECIFICATIONS for EROSION and SEDIMENT CONTROL” (August 2005) by NYS Department of Environmental Conservation DOW (i.e., Bluebook). Refer to these guidelines for construction and maintenance of all items (Temporary and Permanent Structural, Vegetative and Biotechnical) included in the Storm Water Pollution and Prevention Plan (SWPPP).

B. Storm water Management: Conform to the latest edition of “NEW YORK STATE

STORMWATER MANAGEMENT DESIGN MANUAL” (August 2010) prepared by Center for Watershed Protection for NYS Department of Environmental Conservation.

1.03 RESPONSIBILITY

A. A Storm Water Pollution and Prevention Plan (SWPPP) has been prepared for this project. Install and maintain the temporary storm water and diversion control items as shown on the drawings before starting any grading or excavation and maintain compliance of all Storm Water Pollution Plan/SPDES regulations. Provide any temporary sediment and erosion control measures that may be required within limits of the work, including any staging areas, throughout construction in conformance with the plan, and as directed by the Director’s Representative. Place the permanent control practices required before the removal of the temporary storm water diversion and control items.

B. During construction conduct operations in such a manner as to prevent or reduce to a

minimum any damage to any water body from pollution by debris, sediment, chemical or other foreign material, or from the manipulation of equipment and/or materials in or near a stream or ditch flowing directly to a stream. Any water which has been used for wash purposes or other similar operations which become polluted with sewage, silt, cement, concentrated chlorine, oil, fuels, lubricants, bitumens, or other impurities shall not be discharged into any water body.

Updatd 05/11/2010 Printed 8/31/2011 312513 - 2 Project No. 43262-C

C. In the event of conflict between these specifications and the regulation of other

Federal, State, or local jurisdictions, the more restrictive regulations shall apply.

D. The Contractor shall adhere to all requirements of the Storm Water Pollution Prevention Plan, which incorporates the Erosion and Sediment Control Plans as presented on Drawing Numbers C-201, C-202, C-203 and C-506 and in the Construction and Maintenance Manual. Comply with all applicable NYSDEC regulatory requirements.

E. The Contractor will submit copies of certificates documenting that on-site workers

have completed a NYS Department of Environmental Conservation endorsed Erosion & Sediment Control training as required by General Permit GP-0-10-001.

1.04 DESCRIPTION A. The Work shall consist of furnishing, installing, inspecting, maintaining, and

removing soil and erosion control measures as shown on the contract documents or as ordered by the Director’s Representative during the life of the contract to provide erosion and sediment control.

B. Temporary structural measures provide erosion control protection to a critical area

for an interim period. A critical area is any disturbed, denuded slope subject to erosion. These are used during construction to prevent offsite sedimentation. Temporary structural measures shall include check dams, stabilized construction entrance, dust control, earth dike, silt fence, hay bales, storm drain inlet protection, storm drain diversion, temporary swale, or other erosion control devices or methods as required.

C. Permanent structural measures also control protection to a critical area. They are used

to convey runoff to a safe outlet. They remain in place and continue to function after completion of construction. Permanent structural measures shall include diversion, land grading, or other erosion control devices or methods as required.

D. Vegetative measures shall include grassed waterway, mulching, protecting

vegetation, seeding, temporary swale, topsoil, and vegetating waterways. E. All weekly, monthly and quarterly inspections will be completed by the Director’s

Representative. Comply with and correct all deficiencies found as a result of these inspections. At the end of the construction season when soil disturbance activities will be finalized or suspended until the following spring the frequency of the inspections may be reduced. If soil disturbance is completely suspended and the site is properly stabilized a minimum of monthly inspections shall be maintained. During this reduced frequency inspections still must be done after every storm event of .5 inches or greater. The stabilization activities must be completed before snow cover or frozen ground. If vegetation is required, seeding, planting and/or sodding must be scheduled to avoid die-off from fall frosts and allow for proper germination/establishment. Weekly inspections must resume no later than March 15.

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1.05 DEFINITIONS – TEMPORARY STRUCTURAL MEASURES

A. Check Dam: Small barrier or dam constructed of stone, bagged sand, gravel, or hay bales to reduce velocity of flow.

B. Stabilized Construction Entrance: A stabilized pad of aggregate underlain with geo-

textile where traffic enters a construction site to reduce or eliminate tracking of sediment to public roads.

C. Dust Control: Prevent surface and air movement of dust from disturbed soil surfaces. D. Earth Dike: A temporary berm or ridge of compacted soil, located to channel water

to a sediment trapping device. E. Silt Fence: A barrier of geo-textile fabric installed on contours across the slope to

intercept runoff by reducing velocity. Replace after 1 year. F. Storm Drain Inlet Protection: A semi-permeable barrier installed around storm inlets

to prevent sediment from entering a storm drainage system. G. Straw/Hay Bale Dike: Intercept sediment laden runoff by reducing velocity. Replace

after 3 months. H. Storm drain Diversion: The redirection of a storm drain line or outfall channel for

discharge into a sediment trapping device. I. Temporary Swale: A temporary excavated drainage swale.

1.06 DEFINITIONS – PERMANENT STRUCTURAL MEASURES

A. Diversion: A parabolic or trapezoidal swale with a supporting ridge on the lower side constructed across a slope to intercept and convey runoff to stable outlets at non-erosive velocities.

1.07 DEFINITIONS – VEGETATIVE MATERIALS MEASURES

A. Grassed or Vegetating Waterway: A parabolic or trapezoidal channel below adjacent ground level stabilized by vegetation to convey water without causing erosion.

B. Mulches: Hay, straw, wood cellulose, fiber mats, flexible growth medium and other

materials approved by the Director’s Representative. C. Protecting Vegetation: Protecting trees, shrubs, ground cover and other vegetation

from damage. D. Temporary Seeding: Erosion control protection to a critical area for an interim

period. A critical area is any disturbed, denuded slope subject to erosion. E. Permanent Seeding: Grasses established and combined with shrubs to provide

perennial vegetative cover on disturbed, denuded, slopes subject to erosion.

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F. Sod: Used where a quick vegetative cover is required. G. Straw/Hay Bale Dike: Intercept sediment laden runoff by reducing velocity. Replace

after 3 months. H. Temporary Swale: A temporary excavated drainage swale. I. Topsoil: Placed before permanent seeding or sod is installed.

PART 2 PRODUCTS 2.01 MATERIALS A. Seeding: Permanent see Section 02921. 2.02 COMPANIES

A. Mirafi, 365 South Holland Drive, Pendergrass, Ga, 30567, (888) 795-0808,

www.mirafi.com. B. North American Green, 14649 Highway 41 North, Evansville, IN 47725, (800) 772-

2040, www.nagreen.com. C. Siltdam Inc., P.O. Box 960, Brockton MA, 02303, (800) 699-2374,

www.spilldam.com. D. Nedia Enterprises, Inc., 22187 Vantage Pointe Place, Ashburn, VA 20148, (888)

725-6999, www.nedia.com. E. Belton Industries, 5600 Oakbrook Parkway, Norcross GA., 30093, (800) 225-4099,

www.beltonindustries.com. F. KriStar, 1219 Briggs Ave., Santa Rosa, CA 95401, (800) 579-8819,

www.kristar.com. G. Rolanka International Inc., 155 Andrew Drive, Stockbridge GA 30281, (800) 760-

3215, www.rolanka.com. H. Apex Resources Inc., 12910 Shelbyville Road, Louisville, KY 40243 (888) 677-

2739, www.apexr.com. I. MonoSol, LLC, 707 E. 80th PL., Merrillville, IN 46410 (800) 237-9552,

www.terraloc.com. J. Brockton Equipment Inc., P.O. Box 960, Brockton, MA 02303 (800) 699-2374,

www.spilldam.com. K. Aer-Flo Inc., 4455 18th St. East, Bradenton, FL 34203 (800) 823-7356,

www.aerflo.com.

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L. Contech Construction Products Inc., 9025 Centre Point Drive, Suite 400, West

Chester, Ohio 45069, (800) 338-1122, www.contech-cpi.com.

PART 3 EXECUTION 3.01 WORK AREAS A. The Director’s Representative has the authority to limit the surface area of erodible

earth exposed by earthwork operations and to direct the Contractor to provide immediate temporary or permanent erosion measures to minimize damage to property and contamination of watercourses and water impoundments. Under no circumstances will the area of erodible earth material exposed at one time exceed 50,000 sq. ft. The Director’s Representative may increase or decrease this area of erodible earth material exposed at one time as determined by his analysis of project, weather and other conditions. The Director’s Representative may limit the area of clearing and grubbing and earthwork operations in progress commensurate with the Contractor’s demonstrated capability in protecting erodible earth surfaces with temporary, permanent, vegetative or biotechnical erosion control measures.

B. Schedule the work so as to minimize the time that earth areas will be exposed to

erosive conditions. Provide temporary structural measures immediately to prevent any soil erosion.

C. Provide temporary seeding on disturbed earth or soil stockpiles exposed for more

than 7 days or for any temporary shutdown of construction. In spring, summer or early fall apply rye grass at a rate of 1 lb/ 1000 sq.ft. In late fall or early spring, apply certified Aroostook Rye at a rate of 2.5 lbs./ 1000 sq. ft. Apply hay or straw at a rate of 2 bales/ 1000 sq. ft. or wood fiber hydromulch at the manufacturer’s recommended rate. Hay or straw shall be anchored.

D. Coordinate the use of permanent controls or finish materials shown with the

temporary erosion measures.

E. All erosion and sediment control devices must be maintained in working order until the site is stabilized. All preventative and remedial maintenance work, including clean out, repair, replacement, re-grading, re-seeding, or re-mulching, must be performed immediately.

F. After final stabilization has been achieved temporary sediment and erosion controls

must be removed. Areas disturbed during removal must be stabilized immediately.

END OF SECTION

316333 - 1 Project No. 43262-C

SECTION 316333

DRILLED MICRO-PILES PART 1 GENERAL 1.01 RELATED WORK SPECIFIED ELSEWHERE A. Soil Boring Data: Document 003132. B. Record Drawings: Section 017716. C. Cast-In-Place Concrete: Section 033000 or 033001. D. Concrete Forming: Section 031100. E. Steel Concrete Reinforcement: Section 032100. F. Earthwork: Section 310000. 1.02 UNIT PRICES FOR ADDED OR DEDUCTED WORK A. Do not exceed the quantity of micro-piles indicated by numeric units on the

Drawings, except by Order on Contract. In order to avoid delay, notify the Director’s Representative when the quantity of completed micro-piles approaches the quantity indicated.

B. If the installed quantity of micro-piles is greater than the numeric units of Work

indicated on the Drawings, the contract sum will be adjusted by an Order on Contract. If the installed quantity of micro-piles is less than the numeric units of Work indicated on the Drawings, the contract sum will be adjusted via a Supplemental Agreement (BDC 134) at time of final payment at the following unit prices:

1. Added Micro-pile @ $ 2,340.00 per micro-pile. 2. Deducted Micro-pile @ $ 2,106.00 per micro-pile. C. The foregoing unit prices include overhead, profit, and all other expenses

incidental to the Work. Include in the bid sum all additional costs in connection with quantity changes that are not compensated for at the given unit prices.

D. If the total amount of a change exceeds 20 percent of the aforementioned

quantity indicated on the Drawings, the adjustment of the contract sum for the quantity in excess of 20 percent will be made in accordance with the General Conditions.

1.03 SYSTEM DESCRIPTION A. Micro-pile Underpinning System: Micro-piles and steel brackets which transfer

the loads of the structural elements indicated on the Drawings to the underlying soils.

316333 - 2 Project No. 43262-C

B. Micro-piles may be self-drilling injection micro-piles (e.g. Belloli, Titan), bored injected micro-piles, helical micro-piles or approved alternative.

1.04 DESIGN REQUIREMENTS A. The micro-pile underpinning system shall be designed in conformance with the

requirements specified and shown on the Drawings. B. Design Criteria: Transfer the dead loads and live loads indicated on the

Drawings through the micro-pile underpinning system to the underlying soils at the elevations indicated on the Drawings.

1.05 SUBMITTALS A. Shop Drawings (Submit within 7 days after approval of firm to perform the Work

of this Section): 1. Show size, spacing and location of piles, and details of the pile to footing

steel load transfer brackets.. B. Quality Control Submittals: 1. Qualifications Data (Submit within 7 days after approval of the Contract

by the Comptroller): Name and address of the firm proposed to perform the Work of this Section. Include such qualifying information as necessary to verify that the firm meets the requirements specified under Quality Assurance Article.

2. Design and Construction Information (Submit with Shop Drawings): Include design calculations for each pile capacity and specifications of materials intended for use.

3. Installation Sequence (Submit with Shop Drawings): Include details of the installation sequence and equipment to be used for the micro-pile construction. The grouting shall be performed in accordance with the PTI (Post Tensioning Institute) “Recommended Practice for Grouting of Post Tensioned Prestressed Concrete” as applicable. Installation equipment shall be capable of drilling the micro-pile hole of the required minimum diameter to the required depth and maintaining the micro-pile hole open and clear until designated steel reinforcing has been inserted and the required minimum volume of grout as been placed. This submittal will not relieve the Contractor of responsibility for the successful performance of the micro-pile underpinning system.

C. Contract Closeout Submittals: 1. Micro-Pile Record Drawings: See Section 01770. 1.06 QUALITY ASSURANCE A. Designer’s and Installer’s Qualifications: The firm that performs the Work of

this Section shall have a minimum of 5 years experience in the type of design and construction required for the Work of this Section and shall have designed and installed foundation systems for at least 5 projects of equivalent or greater difficulty as required by this Contract.

316333 - 3 Project No. 43262-C

1. The firm’s staff shall include at least one Professional Engineer licensed by New York State.

2. The firm’s supervising engineer and site foreman or superintendent for this project shall have at least 5 years of experience in this type of underpinning Work.

B. Acceptable firms specializing in this type of Work include, but will not be

limited to, the following: 1. Catoh Inc., 16 Drumlia Dr., PO Box 560, Weedsport, NY 13166, (315)

834-6603. 2. Nicholson Anchorage Company, PO Box 308, Bridgeville, PA 15017,

(412) 221-4500. 3. Construction Drilling Inc., 140 Pleasant St., North Adams, MA 01247,

(413) 663-3020. 4. I.C.O.S., 151 Grand Ave., PO Box 749, Englewood, NJ 07631, (201)

568-4411. 5. GKN Hayward Baker Inc., 1875 Mayfield Rd., Odenton, MD 21113,

(410) 551-8200. 6. Geotechnical Construction LLC, 1583 E. Genesee St., Skaneateles, NY

13152, (315) 685-1188. PART 2 PRODUCTS 2.01 MATERIALS A. Furnish the materials required for the Work of this Section. PART 3 EXECUTION 3.01 INSTALLATION A. Self-drilling injection micro-piles: 1. One step drilling/flushing/grouting. 2. Connect hollow bar to swivel and thread on drill bit. 3. Mix sufficient flushing grout (W/C = 0.7) and pump into holding tank. 4. Start pumping to assure that grout will exit drill bit. 5. Start rotary drilling while pumping grout continuously out of the holding

tank. Grout in holding tank to be agitated throughout. Grout shall flush constantly out of the drill hole.

6. Generally advance rotary drilling no faster than three to four feet per minute. Rotation speed approximately 60 to 120 RPM. If harder ground, boulders or rock is encountered, use top hammer as well. It is good practice and to achieve higher friction values, work hollow bars in and out several times for each 10’ length of nail or pile installed. If rock is encountered change grout to water flushing.

7. When final depth is reached, change water to cement ratio to 0.45, under constant rotation and working hollow bars in and out 5’ to 10’, pump final grout to replace flushing grout.

316333 - 4 Project No. 43262-C

B. Bored injected micro-piles: 1. Micro-piles may be drilled by rotary or rotary percussive drilling

equipment. Coring bits, roller bits, drag bits and/or down the hole hammers (DTH) may be utilized to advance the micro-pile hole through ovberburden soils, fill, or obstructions, etc. the required depth. Flush joint threaded drill casing shall be continuously placed to the required depth to prevent the collapse of the micro-pile hole.

2. Drill cuttings shall be eliminated by wash water or other means which

will not appreciably alter soil stability or aggravate existing environmental conditions. All debris from the drilling operations shall be removed by the Contractor.

3. Prior to installing the approved reinforcing and grout placement, the

micro-pile hole shall be flushed with clean water to remove all contaminated water and cuttings.

4. The approved reinforcing steel shall be inserted for the depth of the

micro-pile hole not more than 48 hours prior to grouting. 5. If required, splicing of reinforcing shall provide for compressive and

flexural strength at least equal to that of the reinforcing. 6. Grout placement into the micro-pile hole shall be accomplished by

tremie method. A tremie pipe of suitable diameter shall be inserted to the bottom of the micro-pile hole. Water shall be pumped at a high velocity through the tremie pipe until the wash water at the top of the casing is clear. The micro-pile hole shall be grouted immediately thereafter.

7. The approved grout mix shall be pumped through the tremie pipe to the

bottom of the micro-pile hole. Pumping shall continue until all water is displaced and the basing is full to the top of the micro-pile hole with a homogeneous grout mix. The tremie pipe shall be gradually lifted as the cement is being pumped to facilitate the upward flow of the grout. The end of the tremie pipe shall always be embedded at least five feet into the rising grout within the cased hole. Once the casing is overflowing with grout the tremie pipe shall be fully removed.

8. The flush joint casings shall be gradually extracted from the micro-pile

hole. A positive flow of grout into the micro-pile hole shall be maintained at all times when the casing is being withdrawn. Blockage inside the casing must be prevented in order to maintain a positive flow of grout into the micro-pile hole. The flow of grout shall be equal to or greater than the column represented by the outside diameter of the casing multiplied by the length of the casing withdrawn.

9. The concrete grout in the casing shall be pressurized either continuously

or periodically as the casing is extracted. The micro-pile contractor

316333 - 5 Project No. 43262-C

elects to use periodic pressurization, no more than five feet of casing shall be withdrawn between applications of pressure.

10. Application of pressure to the micro-pile grout may be accomplished by

either pneumatic or specific injection. The amount of pressure applied shall be such that the resulting micro-pile diameter meets the design requirements and pile bond values are enhanced without causing detrimental side effects.

11. As the grout column drops in the casing during withdrawal and

pressurization, additional grout shall be added to raise the grout level to the top of the casing.

12. The grouting of the pile shall continue uninterrupted and shall be

completed within a time frame not to exceed the initial setting time of the mixture.

3.02 TOLERANCES A. Variation from Vertical: 2 degrees maximum. B. Center of Top of Pile: Within 2 inches of design position.

END OF SECTION