P459B_Pt6-AttachB-RefDwgs_Amd6_J-001B Specs.pdf

J-001B Finegayan Utilities and Site Improvements - Phase 1 WON 1147910 Guam

SECTION 31 23 00.00 20

EXCAVATION AND FILL

02/11

PART 1 GENERAL

1.1 REFERENCES

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

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C600 (2010) Installation of Ductile-Iron Water Mains and Their Appurtenances

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2015; Errata 1 2015; Errata 2 2016) Structural Welding Code - Steel

AMERICAN WOOD PROTECTION ASSOCIATION (AWPA)

AWPA C2 (2003) Lumber, Timber, Bridge Ties and Mine Ties - Preservative Treatment by Pressure Processes

AWPA P5 (2015) Standard for Waterborne Preservatives

ASTM INTERNATIONAL (ASTM)

ASTM A139/A139M (2016) Standard Specification for Electric-Fusion (ARC)-Welded Steel Pipe (NPS 4 and over)

ASTM A252 (2010) Standard Specification for Welded and Seamless Steel Pipe Piles

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C33/C33M (2016) Standard Specification for Concrete Aggregates

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

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

ASTM D1557 (2012; E 2015) Standard Test Methods for Laboratory Compaction Characteristics of

SECTION 31 23 00.00 20 Page 1 100% Final

Amendment No. 0006

Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D2216 (2010) Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

ASTM D2321 (2014; E 2014) Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications

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

ASTM D3786/D3786M (2013) Hydraulic Bursting Strength of Textile Fabrics-Diaphragm Bursting Strength Tester Method

ASTM D422 (1963; R 2007; E 2014; E 2014)

Particle-Size Analysis of Soils

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

ASTM D4355/D4355M (2014) Deterioration of Geotextiles from Exposure to Light, Moisture and Heat in a Xenon-Arc Type Apparatus

ASTM D4491/D4491M (2015) Standard Test Methods for Water Permeability of Geotextiles by Permittivity

ASTM D4533/D4533M (2015) Standard Test Method for Trapezoid Tearing Strength of Geotextiles

ASTM D4632/D4632M (2015a) Grab Breaking Load and Elongation of Geotextiles

ASTM D4751 (2016) Standard Test Method for Determining Apparent Opening Size of a Geotextile

ASTM D4759 (2011) Determining the Specification Conformance of Geosynthetics

ASTM D4833/D4833M (2007; E 2013; R 2013) Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products

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

ASTM D698 (2012; E 2014; E 2015) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft.

(600 kN-m/cu. m.))

SECTION 31 23 00.00 20 Page 2 100% Final

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety and Health Requirements Manual

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

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

Physical/Chemical Methods

1.2 DEFINITIONS

1.2.1 Capillary Water Barrier

A layer of clean, poorly graded crushed rock, stone, or natural sand or gravel having a high porosity which is placed beneath a building slab with or without a vapor barrier to cut off the capillary flow of pore water to the area immediately below a slab.

1.2.2 Degree of Compaction

Degree of compaction is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D698, for general soil types, abbreviated as percent laboratory maximum density.

1.2.3 Hard Materials

Weathered rock, dense consolidated calcareous deposits, cemented sand, detrital and reef limestone, recemented coral reef rock, conglomerate materials, concrete and asphaltic concrete, hard cobbles, or hard boulders 3 cubic meter or less in volume which are not included in the definition of "rock" with stones greater than 75 mm (3-inches) in any dimension. The materials usually require the use of heavy excavation equipment with ripper teeth, backhoe-mounted pneumatic hole punchers, or jack hammers for removal.

1.2.4 Rock

Solid homogeneous interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, neither of which can be removed without systematic drilling and blasting, drilling and the use of expansion jacks or feather wedges, or the use of backhoe-mounted pneumatic hole punchers or rock breakers; also large boulders, buried masonry, or concrete other than pavement exceeding 0.375 cubic meter (1/2 cubic yard) in volume. Removal of hard material will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production.

1.2.5 Pile Supported Structure

As used herein, a structure where both the foundation and floor slab are pile supported.

1.3 SUBMITTALS

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

SECTION 31 23 00.00 20 Page 3 100% Final submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance to Section 01 33 29 .05 20 SUSTAINABILITY REQUIREMENTS FOR DESIGN-BUILD.

Submit the following in accordance with Section 01 33 00 .05 20

CONSTRUCTION SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Shoring and Sheeting Plan

Dewatering work plan

Probing and Grouting Plan

Submit 15 days prior to starting work.

SD-06 Test Reports

Borrow Site Testing ; G

Fill and backfill test

Select granular material test

Moisture-density Relations Test

Porous fill test for capillary water barrier

Bedding Material test

BSM Product Data

Field Density and Moisture Content Tests

Copies of all laboratory and field test reports within 24 hours of the completion of the test.

1.4 DELIVERY, STORAGE, AND HANDLING

Perform in a manner to prevent contamination or segregation of materials.

1.5 REQUIREMENTS FOR OFF SITE SOIL

Soils brought in from off site for use as backfill shall be tested for petroleum hydrocarbons, BTEX, PCBs and HW characteristics (including toxicity, ignitability, corrosivity, and reactivity). Backfill shall not contain concentrations of these analytes above the appropriate State and/or EPA criteria, and shall pass the tests for HW characteristics.

Determine petroleum hydrocarbon concentrations by using appropriate State protocols. Determine BTEX concentrations by using EPA SW-846.3-3 Method 5035/8260B. Perform complete TCLP in accordance with EPA SW-846.3-3 Method 1311. Perform HW characteristic tests for ignitability, corrosivity, and reactivity in accordance with accepted standard methods.

SECTION 31 23 00.00 20 Page 4 100% Final

Perform PCB testing in accordance with accepted standard methods for sampling and analysis of bulk solid samples. Provide borrow site testing for petroleum hydrocarbons and BTEX from a grab sample of material from the area most likely to be contaminated at the borrow site (as indicated by visual or olfactory evidence), with at least one test from each borrow site. For each borrow site, provide borrow site testing for HW characteristics from a composite sample of material, collected in accordance with standard soil sampling techniques. Do not bring material onsite until tests results have been received and approved by the Contracting Officer.

1.6 QUALITY ASSURANCE

1.6.1 Shoring and Sheeting Plan

Submit drawings and calculations, certified by a registered professional engineer, describing the methods for shoring and sheeting of excavations.

Drawings shall include material sizes and types, arrangement of members, and the sequence and method of installation and removal. Calculations shall include data and references used.

The Contractor is required to hire a Professional Geotechnical Engineer to provide inspection of excavations and soil/groundwater conditions throughout construction. The Geotechnical Engineer shall be responsible for performing pre-construction and periodic site visits throughout construction to assess site conditions. The Geotechnical Engineer shall update the excavation, sheeting and dewatering plans as construction progresses to reflect changing conditions and shall submit an updated plan if necessary. A written report shall be submitted, at least monthly, informing the Contractor and Contracting Officer of the status of the plan and an accounting of the Contractor's adherence to the plan addressing any present or potential problems. The Geotechnical Engineer shall be available to meet with the Contracting Officer at any time throughout the contract duration.

1.6.2 Dewatering Work Plan

Submit procedures for accomplishing dewatering work.

1.6.3 Probing and Grouting Plan

Submit a Probing and Grouting plan depicting the number and locations of the Probe Holes. The Work Plan shall provide the proposed methodology for this definable feature of work, and include the equipment and materials to be utilized/placed during probing and grouting operations. Upon completion of work, submit the Probing and Grouting Report to the Prime Contractor.

1.6.4 Utilities

Movement of construction machinery and equipment over pipes and utilities during construction shall be at the Contractor's risk. Excavation made with power-driven equipment is not permitted within 600 mm (two feet) of known Government-owned utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the contract excavation

SECTION 31 23 00.00 20 Page 5 100% Final until approval for backfill is granted by the Contracting Officer. Report damage to utility lines or subsurface construction immediately to the Contracting Officer.

PART 2 PRODUCTS

2.1 SOIL MATERIALS

2.1.1 Satisfactory Materials

Any materials classified by ASTM D2487 as GW, GP, GM, GP-GM, GW-GM, SW, SP, SM, free of debris, roots, wood, scrap material, vegetation, refuse, soft unsound particles, and deleterious, or objectionable materials.

Unless specified otherwise, the maximum particle diameter shall be one-half the lift thickness at the intended location.

2.1.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials. Unsatisfactory materials also include man-made fills, trash, refuse, or backfills from previous construction. Unsatisfactory material also includes material classified as satisfactory which contains root and other organic matter, frozen material, and stones larger than 75 mm ( 3 inches) . The Contracting Officer shall be notified of any contaminated materials.

2.1.3 Cohesionless and Cohesive Materials

Cohesionless materials include materials classified in ASTM D2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM, GP-GM, GW-GM, SW-SM, SP-SM, and SM shall be identified as cohesionless only when the fines are nonplastic (plasticity index equals zero). Materials classified as GM and SM will be identified as cohesive only when the fines have a plasticity index greater than zero.

2.1.4 Expansive Soils

Soils that have a plasticity index equal to or greater than 12 when tested in accordance with ASTM D4318.

2.1.5 Common Fill

Approved, unclassified soil material with the characteristics required to compact to the soil density specified for the intended location.

2.1.6 Backfill and Fill Material

ASTM D2487, classification GW, GP, GM, SW, SP, SM, with a maximum ASTM D4318 liquid limit of 35, maximum ASTM D4318 plasticity index of 12, and a maximum of 25 percent by weight passing ASTM D1140, 75 micrometers (No. 200) sieve.

2.1.7 Select Material

Select granular material shall consist of materials classified as GW, GP, GM, GW-GM, GP-GM, SW, SP, SM, SW-SM, or SP-SM by ASTM D2487 where indicated. The maximum particle size shall be 75 mm (3 inches). The

SECTION 31 23 00.00 20 Page 6 100% Final liquid limit of such material shall not exceed 25 percent when tested in accordance with ASTM D4318. The plasticity index shall not be greater than 6 percent when tested in accordance with ASTM D4318, and not more than 25 percent by weight shall be finer than a 75 micrometers mesh sieve when tested in accordance with ASTM D1140. At 2.5 mm (0.2 inches) penetration, the California Bearing Ratio shall be at least 30 percent when compacted at optimum moisture content at 95 percent of ASTM D1557 laboratory maximum dry density as determined in accordance with ASTM D1883 for a laboratory soaking period of not less than 4 days. The swell shall not be greater than one percent.

2.1.8 Topsoil

Provide as specified in Section 32 92 19 SEEDING.

Natural, friable soil representative of productive, well-drained soils in the area, free of subsoil, stumps, rocks larger than 25 mm (one inch) diameter, brush, weeds, toxic substances, and other material detrimental to plant growth. Amend topsoil pH range to obtain a pH of 5.5 to 7.

2.2 POROUS FILL FOR CAPILLARY WATER BARRIER

Capillary water barrier shall consist of clean granular aggregates conforming to ASTM C-33, Size Nos. 57 or 67.

2.3 UTILITY BEDDING MATERIAL

Except as specified otherwise in the individual piping section, provide bedding for buried piping in accordance with AWWA C600, Type 4, except as specified herein. Backfill to top of pipe shall be compacted to 95 percent of ASTM D698 maximum density. Plastic piping shall have bedding to spring line of pipe. Provide ASTM D2321 materials as follows:

a. Class I: Angular, 6 to 40 mm (0.25 to 1.5 inches) , graded stone, including a number of fill materials that have regional significance such as coral, slag, cinders, crushed stone, and crushed shells.

b. Class II: Coarse sands and gravels with maximum particle size of 40 mm (1.5 inches) , including various graded sands and gravels containing small percentages of fines, generally granular and noncohesive, either wet or dry. Soil Types GW, GP, SW, and SP are included in this class as specified in ASTM D2487.

2.3.1 Sand

Clean, coarse-grained sand classified as SP in accordance with Section ASTM D2487 for bedding and backfill as indicated.

2.3.2 Gravel

Clean, coarsely graded natural gravel, crushed stone or a combination thereof having a classification of GW in accordance with ASTM D2487 for bedding and backfill as indicated. Maximum particle size shall not exceed 75 mm (3 inches) .

Durable gravels, sands, or crushed aggregates having a maximum particle size of 50 mm (2 inches), with fine materials passing the 75 micrometer (No. 200) standard sieve shall have a Plasticity Index not greater than six.

SECTION 31 23 00.00 20 Page 7 100% Final

2.4 BORROW

Obtain borrow materials required in excess of those furnished from excavations from sources outside of Government property.

2.5 BACKFILL FOR UNDERDRAINAGE SYSTEMS

Clean sand, crushed rock, or gravel meeting the following requirements:

a. Perforated or Slotted-Wall Pipe: Backfill meeting requirements of Type I material as specified in Table 1.

b. Open Joint Pipe: backfill consisting of both Type I and Type II materials as specified in Table 1.

c. Blind or French Drains: Backfill consisting of Type II material as specified in Table 1.

d. Any Type Drain Used With Filter Fabric: Clean gravel or crushed stone or gravel conforming to ASTM C33/C33M coarse aggregate grading size 57, 67, or 7 fill consisting of Type I or Type II material as specified in Table 1.

TABLE 1

Type I Gradation E

11 ASTM C33/C33M

Type II Gradation

57 ASTM C33/C33M

ASTM D422 Sieve Size Percent Passing Percent Passing

37.5 mm ( 1.5 inches) 100

25.0 mm ( 1 inch ) 90 - 100

9.5 mm ( 3/8 inch ) 100 25 - 60

4.75 mm ( No. 4) 95 - 100 5 - 40

2.36 mm ( No. 8) 0 - 20

1.18 mm ( No. 16 ) 45 - 80

300 micrometers ( No. 50 ) 10 - 30

150 micrometers ( No. 100 ) 0 - 10

2.6 FILTER FABRIC

Provide a pervious sheet of polyester, nylon, glass or polypropylene (

SECTION 31 23 00.00 20 Page 8 100% Final ultraviolet resistant ) filaments woven, spun bonded, fused, or otherwise manufactured into a nonraveling fabric with uniform thickness and strength. Fabric shall have the following manufacturer certified minimum average roll properties as determined by ASTM D4759:

Class A Class B

a. Grab tensile strength ( ASTM D4632/D4632M) machine and transversed direction min. 800 356 N

b. Grab elongation ( ASTM D4632/D4632M) machine and transverse direction min. 15 15 percent

c. Puncture resistance ( ASTM D4833/D4833M) min. 356 111 N

d. Mullen burst strength ( ASTM D3786/D3786M) min. 2,000 896 kPa

e. Trapezoidal Tear ( ASTM D4533/D4533M) min. 222 111 N

f. Apparent Opening Size ( ASTM D4751) See Criteria Below

(1) Soil with 50 percent or less particles by weight passing 75 micrometers Sieve, AOS less than 0.6 mm (greater than 600 micrometers Sieve)

(2) Soil with more than 50 percent particles by weight passing 75 micrometers Sieve, AOS less than 0.297 mm (greater than 300 micrometers Sieve)

g. Permeability ( ASTM D4491/D4491M) k fabric greater than k Soil

h. Ultraviolet Degradation ( ASTM D4355/D4355M) 70 percent Strength retained at 150 hours

2.7 MATERIAL FOR PIPE CASING

2.7.1 Casing Pipe

ASTM A139/A139M , Grade B, or ASTM A252, Grade 2, smooth wall pipe. Casing size shall be of the outside diameter and wall thickness as indicated.

Protective coating is not required on casing pipe.

2.7.2 Wood Supports

Treated Yellow Pine or Douglas Fir, rough, structural grade. Provide wood with nonleaching water-borne pressure preservative (ACA or CCA) and treatment conforming to AWPA P5 and AWPA C2, respectively. Secure wood supports to carrier pipe with stainless steel or zinc-coated steel bands.

2.8 MATERIAL FOR RIP-RAP

Bedding material , Grout , Filter fabric and rock .

SECTION 31 23 00.00 20 Page 9 100% Final

2.8.1 Bedding Material

Consisting of sand, gravel, or crushed rock, well graded, or poorly graded with a maximum particle size of 50 mm (2 inches) . Material shall be composed of tough, durable particles. Fines passing the 75 micrometers (No. 200) standard sieve shall have a plasticity index less than six.

2.8.2 Grout

Composed of cement, water, an air-entraining admixture, and sand mixed in proportions of one part portland cement to two parts of sand, sufficient water to produce a workable mixture, and an amount of admixture which will entrain sufficient air to produce durable grout, as determined by the Contracting Officer. Mix grout in a concrete mixer. Mixing time shall be sufficient to produce a mixture having a consistency permitting gravity flow into the interstices of the rip-rap with limited spading and brooming.

2.8.3 Rock

Rock fragments sufficiently durable to ensure permanence in the structure and the environment in which it is to be used. Rock fragments shall be free from cracks, seams, and other defects that would increase the risk of deterioration from natural causes. The size of the fragments shall be such that no individual fragment exceeds a weight of 68 kg (150 pounds) and that no more than 10 percent of the mixture, by weight, consists of fragments weighing 0.91 kg (2 pounds) or less each. Specific gravity of the rock shall be a minimum of 2.50. The inclusion of more than trace 1 percent quantities of dirt, sand, clay, and rock fines will not be permitted.

2.9 BURIED WARNING AND IDENTIFICATION TAPE

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

Provide tape on rolls, 75 mm (3 inch) minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color and printing shall be permanent, unaffected by moisture or soil.

Warning Tape Color Codes

Red: Electric

Yellow: Gas, Oil; Dangerous Materials

Orange: Telephone and Other Communications

Blue: Potable Water Systems

Green: Sewer Systems

White: Steam Systems

SECTION 31 23 00.00 20 Page 10 100% Final

Warning Tape Color Codes

Gray: Compressed Air

Purple: Non Potable, Reclaimed Water, Irrigation and Slurry lines

2.9.1 Warning Tape for Metallic Piping

Acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of tape shall be 0.08 mm (0.003 inch) . Tape shall have a minimum strength of 10.3 MPa (1500 psi) lengthwise, and 8.6 MPa (1250 psi) crosswise, with a maximum 350 percent elongation.

2.9.2 Detectable Warning Tape for Non-Metallic Piping

Polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of the tape shall be 0.10 mm (0.004 inch) . Tape shall have a minimum strength of 10.3 MPa (1500 psi) lengthwise and 8.6 MPa (1250 psi) crosswise. Tape shall be manufactured with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 920 mm (3 feet) deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.10 DETECTION WIRE FOR NON-METALLIC PIPING

Detection wire shall be insulated single strand, solid copper with a minimum of 12 AWG.

2.11 BIORETENTION SOIL MEDIA (BSM)

2.11.1 GENERAL

In order to match predeveloped infiltration rates and comply with CNMI Guam Stormwater Management Manual 2006 requirements achieve a long-term, in-place infiltration rate of 125 mm to 250 mm (5-10 inches) per hour.

BSM shall also support plant growth while providing pollutant treatment.

The BSM shall be a mixture of sand, fines, and compost. The following composition includes the measurements for determining the BSM by volume and weight:

BSM

Composition

Sand Sandy Loam Compost

Sand Silt Clay

Volume 65% 20% 15%

Weight 80% 10% max. 2% max. 20% max.1

1 9% compost by weight results in approximately 5% organic matter by weight.

The planting soil shall be tested and shall meet the following criteria:

SECTION 31 23 00.00 20 Page 11 100% Final

a. pH range 5.2 - 7.0 magnesium 40 kg/Ha (35 lb./ac)

b. Phosphorus P205 85 Kg/Ha (75 lb./ac)

c. Potassium K20 95 Kg/Ha (85 lb./ac)

d. Soluble salts shall not to exceed 500 ppm

e. All bioretention areas shall have a minimum of one test. Each test should consist of both standard soil test for pH, phosphorus, potassium, additional tests of organic matter, and solvable salts.

f. A texture analysis is required from the site's stockpiled top soil. If top soil is imported, then a texture analysis should be performed for each location where the top soil was excavated.

Since different labs calibrate their testing equipment differently, all testing results should come from the same testing facility.

Should the pH fall out of the acceptable range, it may be modified (higher) with lime or (lower) with iron sulfate plus sulfur.

2.11.2 SUBMITTALS

Product Data: Submit manufacturer's product data and installation instructions. Include required substrate preparation, list of materials, application rate/testing, and permeability rates and Bioretention Construction Inspection Checklist.

Verifications: Manufacturer shall submit a letter of verification that the products meet or exceed all physical property, endurance, performance and packaging requirements.

Tests shall be conducted no more than 120 days prior to the delivery date of the BSM to the project site. Batch-specific test results and certification will be required for projects installing more than 100 cubic yards of BSM.

Submit the following to the Contracting Officer for approval:

a. A sample of mixed BSM.

b. Grain size analysis results of the sand component performed in accordance with American Society for Testing and Materials (ASTM) D422, Standard Test Method for Particle Size Analysis of Soils.

c. Grain size analysis results of sandy loam soil component performed in accordance with ASTM D422, Standard Test Method for Particle Size Analysis of Soils.

d. Grain size analysis results of compost component performed in accordance with ASTM D422, Standard Test Method for Particle Size Analysis of Soils.

e. Organic matter content test results of compost. Organic matter content tests should be performed in accordance with ASTM F 1647, Standard Test Method for Organic Matter Content of Athletic Field Rootzone Mixes or Testing Methods for the Examination of Compost and Composing (TMECC) 05.07A, Loss-On-Ignition Organic Matter Method.

SECTION 31 23 00.00 20 Page 12 100% Final

f. A description of the equipment and methods used to mix the sand, sandy loam, and compost to produce BSM.

g. Constant head permeability results of the mixed BSM. Constant head permeability testing in accordance with ASTM D2434, Standard Test Method for Permeability of Granular Soils (Constant Head) should be conducted on a minimum of two samples with a 150 mm (6 inch) mold and vacuum saturation.

h. Provide the following information about the testing laboratory(ies) including:

1. Name of laboratory(ies)

2. Contact person(s)

3. Address(es)

4. Phone contact(s)

5. Email address(es)

6. Qualifications of laboratory(ies), including use of ASTM and U.S. Department of Agriculture (USDA) method of standards.

2.11.3 SAND SPECIFICATIONS FOR BSM

2.11.3.1 Sand Quality

Sand shall be thoroughly washed prior to delivery and free of wood, waste, and coatings such as clay, stone dust, carbonate, or any other deleterious material. All aggregate passing the 0.074 mm (No. 200 sieve) size shall be non-plastic.

2.11.3.2 Sand Texture

Sand for BSM shall be tested by a qualified lab using #200, #100, #40, #30, #16, #8, #4, and 3/8 inch sieves (ASTM D422 or approved by the engineer) and meet the following graduation:

Sieve Size Percent Passing mm Sieve No. Min. Max.

9.5 3/8 inch 100 100

4.75 No.4 90 100

2.36 No. 8 70 100

1.18 No. 16 40 95

0.595 No. 30 15 70

0.400 No. 40 5 55

SECTION 31 23 00.00 20 Page 13 100% Final

Sieve Size Percent Passing

0.149 No. 100 0 15

0.074 No. 200 0 5

2.11.3.3 SANDY LOAM SOIL SPECIFICATIONS FOR BSM

2.11.3.4 Sandy Loam Soil Quality

Sandy loam soil for the BSM shall be free of wood, waste, carbonate, etc., or any other deleterious material. All aggregate passing the 0.074 mm (No. 200 sieve) size shall be non-plastic.

2.11.3.5 Sandy Loam Soil Texture

Sandy loam soil shall comply with the following specifications by weight based on ASTM D422 (or as approved by the engineer):

a. 50-74 percent sand

b. 0-48 percent silt

c. 2-15 percent clay

Note: these ranges were selected from the USDA soil textural classification for a sandy loam, such that clay content does not exceed 15 percent of sandy loam.

2.11.4 COMPOST SOIL SPECIFICATIONS FOR BSM

2.11.4.1 Compost Texture

A qualified lab should analyze compost using 0.074 mm and 12.5 mm (No. 200 and ½ inch sieves) (ASTM D422 or as approved by the engineer), and meet the following graduation:

Sieve Size Percent Passing (by weight)

Min. Max.

12.5 mm (1/2 inch) 97 100

0.074 mm (No. 200) 0 5

2.11.4.2 Compost Quality Testing

Compost shall be well-decomposed, stable, weed-free organic matter source derived from waste materials including yard debris, wood wastes or other organic materials, not including manure or biosolids. Compost shall have a dark brown color and a soil-like odor. Compost that is exhibiting a sour or putrid small, contains recognizable grass or leaves, or is hot (120 degrees F) upon delivery or rewetting is not acceptable.

The past three inspection reports shall be submitted verifying testing compliance with EPA 40 CFS 503.

SECTION 31 23 00.00 20 Page 14 100% Final

Compost shall comply with the following requirements:

Parameter Method Requirement Units

Bulk Density 400-600 Dry lbs./cubic yd.

Moisture Content Gravimetric 30%-60% Dry solids

Organic Matter

ASTM F 1647 Standard Test Methods for Organic Matter Content of Athletic Field Rootzone Mixes or Testing Methods for the Examination of Compost and Composting (TMECC) 05.07A, "Loss-On-Ignition Organic Matter Method."

35%-75% Dry weight pH Saturation Paste 6.0-8.0

Carbon: Nitrogen Ratio

15:1-25:1

Maturity/Stability Solvita >5 Index value

Metals

Arsenic <20 mk/kg dry weight

Cadmium <10

Chromium <600 Copper <750 Lead <150 Mercury <8

Nickel <210 Selenium <18 Zinc <1400 Pathogens

Salmonella <3 MPN per 4 g

Fecal Coliform <1000 MPN per 1 g

Inert Material/Physical Contaminants

Plastic, Metal, and Glass

<1% By weight

SECTION 31 23 00.00 20 Page 15 100% Final

Parameter Method Requirement Units

Sharps (% >4MM) 0% By weight

2.11.4.3 Alternative Organic Amendments

Alternative organic amendments (in lieu of previously defined compost) will be reviewed on a case-by-case basis. Organic amendments shall make up no more than 5 percent of the BSM bulk volume, unless organic alternatives comply with the specifications of section 2.11.

2.11.5 BSM SPECIFICATIONS

BSM shall be free of roots, clods stones larger than 25 mm (1 inch) in the greatest dimension, pockets of coarse sand, noxious weeds, sticks, lumber, brush, and other litter. It shall not be infested with nematodes or undesirable disease-causing organisms such as insects and plant pathogens. BSM shall be friable and have sufficient structure in order to give good aeration to the soil. The following specifications should govern the bulk BSM.

2.11.5.1 BSM Texture

Gradation Limit: The definition of the soil shall be the following USDA classification scheme by weight:

a. Sand: 85-90 percent

b. Silt: 10 percent maximum

c. Clay: 2 percent maximum

2.11.5.2 BSM Quality Testing

In addition to the compost quality testing requirements outlined in section 2.11.4, the final BSM shall meet the following standards. Testing results from the following specifications shall be submitted for approval prior to BSM acceptance.

Parameter Method Requirement Units

Organic Matter Loss on Ignition 2%-5% Dry weight pH Saturation Paste 6.0-8.0

Carbon: Nitrogen Ratio

10:1-20:1

Carbon Exchange Capacity (CEC)

>5 meq/100 g of dry soil

SECTION 31 23 00.00 20 Page 16 100% Final

Parameter Method Requirement Units

Salinity (Electrical Conductivity)

Saturation Extract 0.5-3 dS/m

Boron Saturation Extract <2.5 ppm

Chloride Saturation Extract <150 ppm

Sodium Adsorption Rate (SAR)

<3

Extractable Nutrients

Phosphorus

Ammonium Bicarbonate/DPTA extraction method

<15 mg/kg dry weight

Potassium 100-200

Iron 24-35

Manganese 0.6-6.0

Zinc

Copper 0.3-5.0

Magnesium 50-150 Sodium 0-100

Sulfur 25-500

Molybdenum 0.1-2.0

Aluminum <3.0

2.12 ALTERNATIVE BIORETENTION SOIL MEDIA SPECIFICATIONS

2.12.1 GENERAL

Alternative BSM shall meet the following specifications:

a. Shall be sufficiently permeable to infiltrate runoff at a minimum rate of 127 mm (5 inches) per hour during the life of the facility.

b. Shall provide sufficient retention of moisture and nutrients to support adequate vegetation while providing pollutant removal.

c. Shall meet the requirements of the compost chemical analysis outlined in the BSM quality testing section.

2.12.2 SUBMITTALS

The applicant shall submit the following to the Contracting Officer for approval:

SECTION 31 23 00.00 20 Page 17 100% Final

a. A sample of alternative BSM.

b. Certification from the soil supplier that the BSM meets the requirements of these guidelines.

c. Constant head permeability results of the alternative BSM.

Constant head permeable testing in accordance with ASTM D2434, Standard Test Method for Permeability of Granular Soils (Constant Head) shall be conducted on a minimum of two samples with a 150 mm (6 inch) mold and vacuum saturation.

d. Organic matter content test results of compost. Organic matter content tests shall be performed in accordance with ASTM F 1647, Standard Test Method for Organic Matter Content of Athletic Field Rootzone Mixes or Testing Methods for the Examination of Compost and Composing (TMECC) 05.07A, Loss-On-Ignition Organic Matter Method.

e. Grain size analysis results of alternative BSM performed in accordance with ASTM D422, Standard Test Method for Particle Size Analysis of Soils.

f. A description of the equipment and methods used to mix the sand and compost to produce alternative bioretention soil.

g. Provide the following information about the testing laboratory(ies) including:

1. Name of laboratory(ies)

2. Contact person(s)

3. Address(es)

4. Phone contact(s)

5. Email address(es)

6. Qualifications of laboratory(ies), including use of ASTM and U.S. Department of Agriculture (USDA) method of standards.

2.12.3 ALTERNATIVE BSM TEXTURE

Alternative BSM shall be analyzed by an accredited lab using 0.074 mm and

12.5 mm (No. 200 and ½ inch sieves) (ASTM D422 or as approved by the Contracting Officer) and shall meet the following graduation:

Sieve Size Percent Passing (by weight)

Min. Max.

12.5 mm (1/2 inch) 97 100

0.074 mm (No. 200) 0 5

SECTION 31 23 00.00 20 Page 18 100% Final

PART 3 EXECUTION

3.1 PROTECTION

3.1.1 Shoring and Sheeting

Provide shoring , bracing, cribbing, trench boxes, underpinning and sheeting to protect workmen, utilities, structures, pavements, slabs and to perform work in a safe environment. In addition to Section 25 A and B of EM 385-1-1 and other requirements set forth in this contract, include provisions in the shoring and sheeting plan that will accomplish the following:

a. Prevent undermining of pavements, foundations and slabs.

b. Prevent slippage or movement in banks or slopes adjacent to the excavation.

c. Allow for the abandonment of shoring and sheeting materials in place in critical areas as the work is completed. In these areas, backfill the excavation to the elevation indicated within 900 mm (3 feet) of the finished grade and remove the remaining exposed portion of the shoring before completing the backfill.

3.1.2 Drainage and Dewatering

Provide for the collection and disposal of surface and subsurface water encountered during construction.

3.1.2.1 Drainage

So that construction operations progress successfully, completely drain construction site during periods of construction to keep soil materials sufficiently dry. The Contractor shall establish/construct storm drainage features (ponds/basins) at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and/or provide temporary ditches, dikes, swales, and other drainage features and equipment as required to maintain dry soils, prevent erosion and undermining of foundations. When unsuitable working platforms for equipment operation and unsuitable soil support for subsequent construction features develop, remove unsuitable material and provide new soil material as specified herein. It is the responsibility of the Contractor to assess the soil and ground water conditions presented by the plans and specifications and to employ necessary measures to permit construction to proceed. Excavated slopes and backfill surfaces shall be protected to prevent erosion and sloughing. Excavation shall be performed so that the site, the area immediately surrounding the site, and the area affecting operations at the site shall be continually and effectively drained.

3.1.2.2 Dewatering

Groundwater flowing toward or into excavations shall be controlled to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. French drains, sumps, ditches or trenches will not be permitted within 0.9 m (3 feet) of the foundation of any structure, except with specific written approval, and after specific contractual provisions

SECTION 31 23 00.00 20 Page 19 100% Final for restoration of the foundation area have been made. Control measures shall be taken by the time the excavation reaches the water level in order to maintain the integrity of the in situ material. While the excavation is open, the water level shall be maintained continuously, at least 0.3 m (12 inches) below the working level.

Operate dewatering system continuously until construction work below existing water levels is complete. Submit performance records weekly.

Measure and record performance of dewatering system at same time each day by use of observation wells or piezometers installed in conjunction with the dewatering system. Relieve hydrostatic head in previous zones below subgrade elevation in layered soils to prevent uplift.

3.1.3 Underground Utilities

Location of the existing utilities indicated is approximate. For utilities not scheduled for demolition, t he Contractor shall physically verify the location and elevation of the existing utilities within the work area prior to starting construction.

3.1.4 Machinery and Equipment

Movement of construction machinery and equipment over pipes during construction shall be at the Contractor's risk. Repair, or remove and provide new pipe for existing or newly installed pipe that has been displaced or damaged.

3.2 SURFACE PREPARATION

3.2.1 Clearing and Grubbing

Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and vegetation and other items that would interfere with construction operations within the clearing limits . Remove stumps entirely. Grub out matted roots and roots over 50 mm ( 2 inches ) in diameter to at least 460 mm ( 18 inches ) below existing surface.

3.2.2 Stripping

Strip suitable soil from the site where excavation or grading is indicated and stockpile separately from other excavated material. Material unsuitable for use as topsoil shall be stockpiled and used for backfilling.

Locate topsoil so that the material can be used readily for the finished grading. Where sufficient existing topsoil conforming to the material requirements is not available on site, provide borrow materials suitable for use as topsoil. Protect topsoil and keep in segregated piles until needed.

3.2.3 Unsuitable Material

Remove vegetation, debris, decayed vegetable matter, sod, mulch, and rubbish underneath paved areas or concrete slabs.

3.3 EXCAVATION

Excavate to contours, elevation, and dimensions indicated. Reuse excavated materials that meet the specified requirements for the material type required at the intended location. Keep excavations free from water.

Excavate soil disturbed or weakened by Contractor's operations, soils

SECTION 31 23 00.00 20 Page 20 100% Final softened or made unsuitable for subsequent construction due to exposure to weather. Excavations below indicated depths will not be permitted except to remove unsatisfactory material. Unsatisfactory material encountered below the grades shown shall be removed as directed by the Geotechnical Engineer . Refill with satisfactory material or select material and compact to 95 percent of ASTM D1557 maximum density. Unless specified otherwise, refill excavations cut below indicated depth with select material and compact to 95 percent of ASTM D1557 maximum density.

Satisfactory material removed below the depths indicated, without specific direction of the Contracting Officer, shall be replaced with satisfactory materials to the indicated excavation grade; except as specified for spread footings. Determination of elevations and measurements of approved overdepth excavation of unsatisfactory material below grades indicated shall be done under the direction of the Contracting Officer.

3.3.1 Structures With Spread Footings

Ensure that footing subgrades have been inspected and approved by the Contracting Officer prior to concrete placement. Fill over excavations with concrete during foundation placement.

3.3.2 Pipe Trenches

Excavate to the dimension indicated. Grade bottom of trenches to provide uniform support for each section of pipe after pipe bedding placement.

Tamp if necessary to provide a firm pipe bed. Recesses shall be excavated to accommodate bells and joints so that pipe will be uniformly supported for the entire length. Rock, where encountered, shall be excavated to a depth of at least 150 mm ( 6 inches ) below the bottom of the pipe.

3.3.3 Hard Material and Rock Excavation

Roughen level surfaces and cut sloped surfaces into benches for bond with concrete. Protect shale from conditions causing decomposition along joints or cleavage planes and other types of erosion. Removal of hard material and rock beyond lines and grades indicated will not be grounds for a claim for additional payment unless previously authorized by the Contracting Officer. Excavation of the material claimed as rock shall not be performed until the material has been cross sectioned by the Contractor and approved by the Contracting Officer. Common excavation shall consist of all excavation not classified as rock excavation.

3.3.4 Excavated Materials

Satisfactory excavated material required for fill or backfill shall be placed in the proper section of the permanent work required or shall be separately stockpiled if it cannot be readily placed. Satisfactory material in excess of that required for the permanent work and all unsatisfactory material shall be disposed of as specified in Paragraph

"DISPOSITION OF SURPLUS MATERIAL."

3.3.5 Final Grade of Surfaces to Support Concrete

Excavation to final grade shall not be made until just before concrete is to be placed. Only excavation methods that will leave the foundation rock in a solid and unshattered condition shall be used. Approximately level surfaces shall be roughened, and sloped surfaces shall be cut as indicated into rough steps or benches to provide a satisfactory bond.

Shales shall be protected from slaking and all surfaces shall be protected

SECTION 31 23 00.00 20 Page 21 100% Final from erosion resulting from ponding or flow of water.

3.4 SUBGRADE PREPARATION

Unsatisfactory material in surfaces to receive fill or in excavated areas shall be removed and replaced with satisfactory materials as directed by the Contracting Officer. The surface shall be scarified to a depth of 150 mm ( 6 inches ) before the fill is started. Sloped surfaces steeper than 1 vertical to 4 horizontal shall be plowed, stepped, benched, or broken up so that the fill material will bond with the existing material. When subgrades are less than the specified density, the ground surface shall be broken up to a minimum depth of 150 mm ( 6 inches ) , pulverized, and compacted to the specified density. When the subgrade is part fill and part excavation or natural ground, the excavated or natural ground portion shall be scarified to a depth of 300 mm ( 12 inches ) and compacted as specified for the adjacent fill. Material shall not be placed on surfaces that are muddy, frozen, or contain frost. Compaction shall be accomplished by sheepsfoot rollers, steel-wheeled rollers, or other approved equipment well suited to the soil being compacted. Material shall be moistened or aerated as necessary to plus or minus 3 percent of optimum moisture to provide the moisture content that will readily facilitate obtaining the specified compaction with the equipment used.

Minimum subgrade density shall be as specified herein.

3.4.1 Proof Rolling

Proof rolling shall be done on an exposed subgrade free of surface water (wet conditions resulting from rainfall) which would promote degradation of an otherwise acceptable subgrade. After stripping, proof roll the existing subgrade of the building and water tank with six passes of a dump truck loaded with 6 cubic meters ( 212 cubic feet ) of soil . Operate the truck in a systematic manner to ensure the number of passes over all areas, and at speeds between 4 to 5.5 kilometers per hour ( 2 1/2 to 3 1/2 miles per hour ) . When proof rolling under buildings, the building subgrade shall be considered to extend 1.5 m ( 5 feet ) beyond the building lines, and one-half of the passes made with the roller shall be in a direction perpendicular to the other passes. Notify the Contracting Officer a minimum of 3 days prior to proof rolling. Proof rolling shall be performed in the presence of the Contracting Officer. Rutting or pumping of material shall be undercut as directed by the Contracting Officer or the Geotechnical Engineer to a depth as required by the site conditions and replaced with select granular material.

Notify the Contracting Officer a minimum of 3 days prior to proof-rolling operations. The Geotechnical Engineer shall be present full time during proof-rolling. Soft spots, cavities or voids detected during the proof-rolling operations shall be investigated, soft soils and loose materials removed (extent to be determined during field operations) and replaced with well-compacted select granular fill material.

3.4.2 Probing and Grouting

All building and water tank foundations shall be probed to check for possible cavities and voids prior to footing construction. The probes shall be at least 75 mm in diameter. Probes for the building and water tank foundation shall be drilled to a depth of at least 4.6 mm (15 feet) below the bottom of footings. Perform probing at a center to center spacing of 4.6 mm (15 feet) or fraction thereof along wall footings.

SECTION 31 23 00.00 20 Page 22 100% Final

If large cavities are detected during the probing operations, immediately notify the Contracting Officer. If cavities requiring more than one cubic meter (1.3 cubic yards) of grout to backfill a probe hole are detected, additional probing and grouting shall be done as directed by the Contracting Officer. Backfill the holes with grout or lean concrete with a minimum 28-day unconfined compressive strength of 10 Mpa (1450 psi).

Test cylinders samples shall be taken in order to confirm that the minimum compressive strengths are attained.

Probing and grouting shall be performed under the full-time monitoring of the Geotechnical Engineer. Maintain a log of each probe hole with the following minimum information:

a. Contract number

b. Probe number

c. Date of probing

d. Date(s) probe grouted

e. Drilling method and probing equipment

f. Probe hole diameter

g. Elevation of the top of the probe at the time of drilling

h. Elevation of the bottom of the probe

i. Tabulation of drilling rate per 305 mm (12 inches) of probe penetration

j. Depth and thickness of any cavities or voids encountered

k. Subsurface conditions encountered in the probe

l. Volume of grout injected

3.5 SUBGRADE FILTER FABRIC

Place synthetic fiber filter fabric as indicated directly on prepared subgrade free of vegetation, stumps, rocks larger than 50 mm ( 2 inches ) diameter and other debris which may puncture or otherwise damage the fabric. Repair damaged fabric by placing an additional layer of fabric to cover the damaged area a minimum of 0.9 m ( 3 feet ) overlap in all directions. Overlap fabric at joints a minimum of 0.9 m ( 3 feet ) .

Obtain approval of filter fabric installation before placing fill or backfill. Place fill or backfill on fabric in the direction of overlaps and compact as specified herein. Follow manufacturer's recommended installation procedures.

3.6 FILLING AND BACKFILLING

Fill and backfill to contours, elevations, and dimensions indicated.

Compact each lift before placing overlaying lift.

SECTION 31 23 00.00 20 Page 23 100% Final

3.6.1 Common Fill Placement

Provide for general site and under porous fill of pile-supported structures.

Use satisfactory materials. Place in 150 mm ( 6 inch ) lifts. Compact areas not accessible to rollers or compactors with mechanical hand tampers. Aerate material excessively moistened by rain to a satisfactory moisture content. Finish to a smooth surface by blading, rolling with a smooth roller, or both.

3.6.2 Backfill and Fill Material Placement

Provide for paved areas and under concrete slabs, except where select material is provided. Place in 150 mm ( 6 inch ) lifts. Do not place over wet or frozen areas. Place backfill material adjacent to structures as the structural elements are completed and accepted. Backfill against concrete only when approved. Place and compact material to avoid loading upon or against the structure.

3.6.3 Select Material Placement

Provide under structures not pile supported. Place in 150 mm ( 6 inch ) lifts. Do not place over wet or frozen areas. Backfill adjacent to structures shall be placed as structural elements are completed and accepted. Backfill against concrete only when approved. Place and compact material to avoid loading upon or against structure.

3.6.4 Backfill and Fill Material Placement Over Pipes and at Walls

Backfilling shall not begin until construction below finish grade has been approved, underground utilities systems have been inspected, tested and approved, forms removed, and the excavation cleaned of trash and debris.

Backfill shall be brought to indicated finish grade and shall include backfill for outside grease interceptors and underground fuel tanks.

Where pipe is coated or wrapped for protection against corrosion, the backfill material up to an elevation 600 mm ( 2 feet ) above sewer lines and 300 mm ( 1 foot ) above other utility lines shall be free from stones larger than 25 mm ( 1 inch ) in any dimension. Heavy equipment for spreading and compacting backfill shall not be operated closer to foundation or retaining walls than a distance equal to the height of backfill above the top of footing; the area remaining shall be compacted in layers not more than 100 mm ( 4 inches ) in compacted thickness with power-driven hand tampers suitable for the material being compacted. Backfill shall be placed carefully around pipes or tanks to avoid damage to coatings, wrappings, or tanks. Backfill shall not be placed against foundation walls prior to 7 days after completion of the walls.