AG-02RC-S-17-0009_Specifications.pdf

TECHNICAL SPECIFICATIONS

For

SANDPOINT RANGER STATION

WAREYARD PAVEMENT

RECONSTRUCTION

Idaho Panhandle National Forests Bonner County

1602 Ontario Street, Sandpiont, Idaho

Date: January 2014

By:

DJ&A, P.C.

Engineers – Planners – Surveyors

3203 Russell Street Missoula, Montana, 59801

TABLE OF CONTENTS

DIVISION 00 – SPECIAL SECTION

000114 Measurement and Payment

DIVISION 01 – GENERAL REQUIREMENTS

011113 Work Covered by Contract

013216.14 Mobilization Payment Procedures

DIVISION 02 – EXISTING CONDITIONS

022101 Construction Surveying and Staking 023219 Exploratory Excavation

DIVISION 03 – CONCRETE

033053 Miscellaneous Cast-in-Place Concrete

DIVISION 31 – EARTHWORK

311100 Clearing and Grubbing and Removal of Obstructions 311107 Removal of Existing Pavement, Concrete Curb, Sidewalk, Driveway and/or Structures 312300 Excavation and Embankment

312316.16 Structure Excavation and Compaction for Minor Structures 312333 Trenching and Backfilling

313219.23 Woven Geotextile

DIVISION 32 – EXTERIOR IMPROVEMENTS

321122 Sub-Base Gravels 321123 Crushed Base Gravels 321216 Asphaltic Paving (Commercial Sources) 321218 Surface Restoration

DIVISION 33 - UTILITIES

334000 Storm Drain System

DRAWINGS

SHEET 1 COVER SHEET

SHEET 2 GENERAL NOTES & PHASE QUANTITIES

SHEET 3 EXISTING SITE, CONTROL DIAGRAM & LEGEND

SHEET 4 PHASE 1 – SITE PLAN

SHEET 5 PHASE 1 – GRADING PLAN

SHEET 6 PHASE 2 – SITE PLAN

SHEET 7 PHASE 2 – GRADING PLAN

SHEET 8 PHASE 3 – SITE PLAN

SHEET 9 PHASE 3 – GRADING PLAN

SHEET 10 STORM DRAIN PIPE – PLAN & PROFILE

SHEET 11 DETAILS

DIVISION 00

SPECIAL SECTION

Section 000114

MEASUREMENT AND PAYMENT

SECTION 000114

PART 1: GENERAL

1.1 DESCRIPTION

Measurement and payment for contract work will be made only for and under those pay items included in the Schedule of Items. All other work and materials will be considered incidental to and included in the payment of the pay items in the Schedule of Items.

When more than one class, size, or thickness is specified in the Schedule of

Items for any pay item, alphabetic suffixes will be added to the item number to differentiate between the items to be bid.

1.2 METHOD OF MEASUREMENT

The following methods of measurement are used to determine contract quantities for payment:

For individual construction items, longitudinal and lateral measurements for area computations will be made horizontally or corrected to horizontal measurement unless otherwise specified. Measurements for seeding, mulching, sprigging, and sodding will be along slope lines.

The average end area method will be used to compute volumes of excavation or embankment. However, if in the judgment of the Contracting Officer (CO) the average end area method is impractical, measurement will be made by volume in hauling vehicles or by other three dimensional methods.

Structures will be measured according to neat lines shown on the drawings or as altered by the CO in writing to fit field nditions.

For items that are measured by the linear foot, such as pipe culverts, guard-rails, underdrains, etc., measurements will be made parallel to the base or foundation upon which the structures are placed, unless otherwise shown on the drawings.

For aggregates weighed for payment, the tonnage will be adjusted to dry weight.

If moisture determination is necessary, the daily average moisture content will be determined from not less than three representative samples of aggregate taken at random intervals each day that aggregate is being weighed.

For bituminous material, volumes will be measured at 60°F or will be corrected to the volume at 60°F by using ASTM D1250 for asphalts or ASTM D633 for tars.

Emulsified asphalt will be measured at 60°F, or measured by converting the gallonage at another temperature to gallonage at 60°F by means of the following formula:

Gallons at 60°F = Gallons at A°F 1 + 0.00025 A°F - 60°F

In which A°F is the temperature of the material at the time the gallonage is measured.

For vehicular shipments, net certified scale weights or weights based on certified volumes will be used as a basis of measurement. Measurements will be adjusted when bituminous material has been lost from the vehicle or the distributor, has been wasted, or has otherwise not been incorporated into this work. Determining true weights of hauling vehicles shall be made by weighing the empty vehicles at least once a day at the time the CO directs. Each vehicle shall bear a plainly legible identification mark. When bituminous materials are shipped, net certified weights, or volume corrected for loss of foaming, can be used for computing quantities.

For standard manufactured items, such as fence, wire, plates, rolled shapes, pipe conduits, etc., identified by gage, weight, section dimensions, etc., such identification shall be considered the nominal weights or dimensions. Unless by tolerances in cited specifications, manufacturer’s tolerances will be accepted.

1.3 UNITS OF MEASUREMENT

Payment will be by units defined and determined according to US Standard

Measure and by the following:

A. Cubic Yard: A measurement computed by one of the following methods:

1. Excavation or Embankment. The measurement computed by the average end area method from measurements made longitudinally along a centerline or reference line.

2. Material in Place or Stockpile. The measurement computed with dimensions of the in-place material. Computations may be made by the average end area method or prismoidal formula for stockpiled material.

3. Material in the Delivery Vehicle. The measurement computed using measurements of material in the hauling vehicles at the point of delivery. Vehicles shall be loaded to at least their water level capacity. Leveling of the loads may be required when vehicles arrive at the delivery point.

B. Cubic Yard Mile: A combination of linear and volumetric measurement meaning the movement of a cubic yard of material one mile.

C. Each.: One complete unit which may consist of one or more parts.

D. MFBM: One thousand feet board measure based on nominal widths, thicknesses, and extreme usable length of each piece of lumber or timber actually incorporated in the job.

E. M. Gals: One thousand gallons.

F. Station: One hundred linear feet.

G. Station Yard: A combination of linear and volumetric measurement meaning the movement of a cubic yard of material one station.

H. Ton: Short ton consisting of 2,000 pounds.

I. Ton Mile: A combination of linear and weight measurement meaning the movement of one ton of material one mile.

J. Unit: A single quantity regarded as a whole in calculation; for example, 1000 square feet.

1.4 PAYMENT

One of the following methods of measurement for determining final payment is designated on the Schedule of Items for each pay item:

A. Designed Quantities (DQ): These quantities denote the final number of units to be paid for under the terms of the contract. They are based upon the original design data available prior to advertising the project. Original design data includes the preliminary survey information, design assumptions, calculations, drawings, and the presentation in the contract.

Changes in the number of units of the originally contemplated work will not be made unless authorized under one or more of the following conditions:

1. As a result of changes authorized by the CO in the originally contemplated work. Minor changes to adjust balance points, etc.

will not be considered changes in quantities.

2. As a result of the CO determining that errors exist in the original design data used to determine designed quantities that cause a pay item to change by 15 percent or more.

3. As a result of the Contractor submitting to the CO a written request showing evidence of errors in the original design data used to determine design quantities that cause a pay item total to change by 15 percent or more. The evidence must be verifiable and consist of calculations, drawings, or other data that show how the designed quantity is believed to be in error.

Final payment will be made for the designed quantities at the unit price shown in the Schedule of Items, subject to the Variation in Quantities Provisions.

B. Staked Quantities (SQ): These quantities are determined from staked measurements prior to construction.

C. Actual Quantities (AQ): These quantities are determined from measurements of completed work.

D. Design Quantities (DQ): These quantities are specified on the plans.

E. Lump Sum Quantities (LSQ): These quantities denote one complete unit of work as required by or described in the contract, including necessary materials, equipment, and labor to complete the job. They will not be measured.

PART 2: PRODUCTS – (NOT USED)

PART 3: EXECUTION – (NOT USED)

PART 4: MEASUREMENT AND PAYMENT – (NOT USED)

END OF SECTION

DIVISION 01

GENERAL REQUIREMENTS

SECTION 011113

WORK COVERED BY CONTRACT

1.1 LOCATION OF PROJECT

A. The Sandpoint Ranger Station – Wareyard Pavement Reconstruction Project is located at the Sandpoint Ranger Station, Idaho Panhandle National Forest, 1500 U.S. Highway 2, Sandpoint, Idaho, 83864 (Lat.

48°16'1”, Long. 116°34'24”).

1.2 DESCRIPTION OF WORK

A. Furnish all labor, materials, equipment, supervision, structures and transportation necessary to complete the construction of the improvements at Sandpoint Ranger Station in accordance with the drawings and specifications.

B. The major items of Sandpoint Ranger Station – Wareyard Pavement

Reconstruction Project work include the following:

PHASE 1

General

1. Mobilization

2. Construction Staking

3. 8 Hours - Exploratory Excavation

Site Work

4. Clearing and Grubbing

5. Remove - Existing Slabs & Structures

6. 720 CY – Excavation/Embankment

Geotextile

7. 1,360 SY - Woven Geotextile

Pavement Section

9. 380 CY - Sub-Base Gravels

10. 230 CY - Crushed Base Gravels

11. 1,360 SY - 2½” Thick Asphalt Pavement

Storm Drain

12. 290 LF - HDPE Piping

13. 3 - Inlet Structures

Section 011113

PHASE 2

General

1. Mobilization

2. Construction Staking

3. 4 Hours - Exploratory Excavation

Site Work

4. Clearing and Grubbing

5. 550 CY – Excavation/Embankment

6. 890 SY - Woven Geotextile

7. 250 CY - Sub-base Gravels

8. 150 CY - Crushed Base Gravels

9. 890 SY - 2½” Thick Asphalt Pavement

Storm Drain

10. 112 LF - HDPE Piping

11. 1 - Inlet Structure

PHASE 3

General

1. Mobilization

2. Construction Staking

3. 4 Hours - Exploratory Excavation

Site Work

4. Clearing and Grubbing

5. 560 CY – Excavation/Embankment

6. Rough Grading Existing Gravel Area

7. 920 SY - Woven Geotextile

9. 260 CY - Sub-base Gravels

10. 160CY - Crushed Base Gravels

11. 920 SY - 2½” Thick Asphalt Pavement

Storm Drain

12. 112 LF - HDPE Piping

13. 1 - Inlet Structure

1.3 NOTIFICATION

A. Notify Contracting Officer (CO) of intent to begin work at least 5 days in advance.

1.4 USE OF GOVERNMENT FACILITIES

A. The Ranger Station is scheduled to be open to the public during the construction of the wareyard improvements coordinating closure with CO.

B. Sanitary Facilities: No sanitary facilities will be operational during the paving and storm water sewer system construction project.

C. Electrical Power: Commerical power is available at the site.

D. Potable Water: Potable water is available at the site.

E. Information Requests: Submit requests for information in writing to the

CO and allow seven (7) working days for a response.

1.5 SUBMITTALS

A. It shall be the Contractor's responsibility to submit all items with such promptness as to cause no delay in the work. Approvals must be obtained before starting work which involves the item. The Contractor shall allow 10 business days for processing of submittals by the Government.

B. Manufacturer's Literature: Submit 4 copies to the CO for approval on the items required herein. Literature shall be marked or otherwise designated to indicate the exact model, size, etc., the Contractor proposes to use.

Information shall be adequate to determine compliance with the specifications without additional research by the CO. One copy of approved submittals will be returned to Contractor.

C. Provide manufacturer's literature on the following:

1. HDPE storm water piping and couplings and fittings catalog data

2. Inlet structures shop drawings

1.6 SCHEDULES

Furnish 1 copy each of the following items after award of contract for review and/or approval by the CO pursuant to contract provisions:

A. Proposed progress schedule showing starting and completion dates of various phases of the work.

Section 011113

B. List of proposed subcontractors and their intended work. Sub-contractors must have the CO's written approval prior to work on the project.

C. Submit updated schedule to the CO every 30 days.

1.7 STAKING

A. The Contractor will stake the Ranger Station Wareyard asphalt grades, storm water inlets and piping grades. The CO shall approve the asphalt grade and piping grades and locations.

1.8 SAFETY PRECAUTIONS

A. Provide suitable signs, barricades, temporary fencing, etc. to provide for Forest Service personnel and public safety to prevent access to the project site.

1.9 DISPOSAL SITE

A. Project waste materials and clearing debris shall be removed from the project site and disposed of at an approved sanitary landfill, or other acceptable disposal site by the Contractor. No burning of construction materials or debris will be allowed at the project site.

1.10 CLEANUP

A. Maintain the project work area in a clean and orderly condition throughout the progress of work under this contract.

1.11 STORAGE OF MATERIALS

A. The Contractor will be allowed to store materials at the project site.

Coordinate the location of the storage area with the CO. Materials subject to damage from the weather shall be adequately protected by the Contractor. The Contractor shall be solely responsible for the loss of or damage to materials stored at the job site.

1.12 LOCATION OF EXISTING UTILITIES

A. Locate existing utilities a minimum of 2 working days prior to any excavation.

1.13 NOXIOUS WEED CONTROL

A. In order to reduce the potential spread of noxious weeds onto National Forest System lands, the contractor will be required to clean all construction equipment that operates off existing roads prior to the equipment entering the National Forest boundary. The cleaning shall remove all dirt and plant parts that may carry noxious weed seeds inside the National Forest bounday.

B. The contractor shall notify the CO at least one working day in advance of planned equipment delivery to get agreement on the location of where the cleaning will occur, and schedule a time for inspection by the Forest Service.

1.14 SOIL PROFILE DATA

A. GN Northern provided the following Geotechnial Report:

LEGEND

No Scale

Sandpoint Ranger Station Pavement Evaluation

Sandpoint, Bonner County, Idaho

01/03/2014

Figure 1 Site Vicinity

Job No.: 213-432 NG Northern, Inc.

Site Vicinity

Project Site Vicinity

Source: USGS 1:24000 Topographic Map

LEGEND

No Scale

Sandpoint Ranger Station Pavement Evaluation

Sandpoint, Bonner County, Idaho

01/03/2014

Figure 2 Boring Locations

Job No.: 213-432 NG Northern, Inc.

Boring B-1, B-2, and B-3 Locations

Image Source: Google Earth

Project site from S, view looking NNW

Project site from N , view looking S

Boring B-1

Boring B-2

Boring B-3

Hand Augering Boring B-3

Job Number: 213-432

Site & Exploration Photos Sandpoint Ranger Station

Pavement Evaluation Sandpoint, Bonner County, Idaho

Date 1-3-14

Mounted By:

JEM

Reviewed By:

KAH

Figure

AU

2091.8

2091.0

2090.0

2087.5

GW

ML

CL

0.2

1.0

2.0

4.5

- 2" Asphalt concrete pavement

(GW) - 1' Base

CLAYEY SILT, (ML) yellowish brown (10YR 5/4), moist to wet, stiff, low plasticity

- DCP blows: 21, 31, 21

LEAN CLAY, (CL) pale yellow (2.5Y 7/4), wet, stiff, low plasticity

- DCP blows: 13, 15, 11

- No groundwater encountered

- Referenced elevations are approximate and are based on USGS topography

Bottom of borehole at 4.5 feet.

NOTES Approximate GPS Coordinates: 48°15'59.2"N, 116°34'22.7"W

GROUND ELEVATION 2092 ft

LOGGED BY JEM

DRILLING METHOD Hand Auger

DRILLING CONTRACTOR GROUND WATER LEVELS:

CHECKED BY

DATE STARTED 12/23/13 COMPLETED 12/23/13

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 3.125 inches

S A

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B E

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(ft

BORING NUMBER B-1

CLIENT DJ&A, PC Engineers.Planners.Surveyors

PROJECT NUMBER 213-432

PROJECT NAME Sandpoint Ranger Station

PROJECT LOCATION Sandpoint, Idaho

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2092.8

2091.0

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2.0

3.0

4.0

- 2.5" Asphalt concrete pavement

(GW) - 1' Base

CLAYEY SILT, (ML) yellowish brown (10YR 5/4), moist to wet, stiff, low plasticity

LEAN CLAY, (CL) pale yellow (2.5Y 7/4), wet, stiff, low plasticity

- DCP blows: 9, 10, 16

- No groundwater encountered

- Referenced elevations are approximate and are based on USGS topography

Bottom of borehole at 4.0 feet.

NOTES Approximate GPS Coordinates: 48°16'0.7"N, 116°34'23.2"W

GROUND ELEVATION 2093 ft

LOGGED BY JEM

DRILLING METHOD Hand Auger

DRILLING CONTRACTOR GROUND WATER LEVELS:

CHECKED BY

DATE STARTED 12/23/13 COMPLETED 12/23/13

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 3.125 inches

S A

M P

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T

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U M

B E

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D E

P

TH

(ft

BORING NUMBER B-2

CLIENT DJ&A, PC Engineers.Planners.Surveyors

PROJECT NUMBER 213-432

PROJECT NAME Sandpoint Ranger Station

PROJECT LOCATION Sandpoint, Idaho

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J GN Northern 11115 E. Montgomery, Suite C Spokane Valley, WA 99206 Telephone: 509-893-9400 Fax: 877-258-9211

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(GW) - 2' base

CLAYEY SILT, (ML) brown (7.5YR 4/3), moist to wet, firm, low plasticity

- DCP blows: 5, 5, 5

LEAN CLAY, (CL) pale yellow (2.5Y 7/4), wet, stiff, low plasticity

- DCP blows: 10, 22, 26

- No groundwater

- Referenced elevations are approximate and are based on USGS topography

Bottom of borehole at 4.0 feet.

NOTES Approximate GPS Coordinates: 48°16'1.8"N, 116°34'23.5"W

GROUND ELEVATION 2093 ft

LOGGED BY JEM

DRILLING METHOD Hand Auger

DRILLING CONTRACTOR GROUND WATER LEVELS:

CHECKED BY

DATE STARTED 12/23/13 COMPLETED 12/23/13

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 3.125 inches

S A

M P

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T

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U M

B E

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D E

P

TH

(ft

BORING NUMBER B-3

CLIENT DJ&A, PC Engineers.Planners.Surveyors

PROJECT NUMBER 213-432

PROJECT NAME Sandpoint Ranger Station

PROJECT LOCATION Sandpoint, Idaho

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MOISTURE-DENSITY RELATIONSHIP

Optimum Water Content Maximum Dry Density PCF

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TEST RESULTS

Test Method

D R

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WATER CONTENT, %

ATTERBERG LIMITS

Curves of 100% Saturation for Specific Gravity Equal to:

2.80

2.70

2.60

Source of Material Description of Material

111.5

16.9

B-2 2.5

CL - Lean Clay (Composite of

B-1, B-2, and B-3)

ASTM D1557 Method A

CLIENT DJ&A, PC Engineers.Planners.Surveyors

PROJECT NUMBER 213-432

PROJECT NAME Sandpoint Ranger Station

PROJECT LOCATION Sandpoint, Idaho

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Fines Classification

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LL PL PI

ATTERBERG LIMITS' RESULTS

2.5

BOREHOLE DEPTH

CLIENT DJ&A, PC Engineers.Planners.Surveyors

PROJECT NUMBER 213-432

PROJECT NAME Sandpoint Ranger Station

PROJECT LOCATION Sandpoint, Idaho

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PART 2: PRODUCTS (NOT USED)

PART 3: EXECUTION (NOT USED)

PART 4: MEASUREMENT AND PAYMENT

4.1 No separate payment will be made for work under this section.

Section 013216.14

MOBILIZATION PAYMENT PROCEDURES

SECTION 013216.14

MOBILIZATION PAYMENT PROCEDURES

1.1 SUMMARY

This work shall consist of preparatory work and operations necessary for the movement of personnel, equipment, supplies and incidentals to the project site, and for all other work and operations that must be performed or that cause costs to be incurred prior to beginning work on the various items on the project site.

Mobilization shall include the obtaining of permits, insurance and bonds.

PART 3: EXECUTION (NOT USED)

PART 4: MEASUREMENT AND PAYMENT

4.1 Payment will be made under:

PAY ITEM DESCRIPTION PAY UNIT

013216.14 Mobilization Lump Sum

013216.14: Progress Payments Will Be Made As Follows:

A. When 5 percent of more of the original contract amount is earned from other pay items, 50 percent of the amount for mobilization, or 5 percent of the original contract amount, whichever is less, will be paid.

B. When 10 percent or more of the original contract amount is earned from other pay items, 100 percent of the amount for mobilization, or 10 percent of the original contract amount, whichever is less, will be paid.

C. Upon completion of all work on the project, any unpaid amount for mobilization will be paid.

D. The total of all payments shall not exceed the original contract amount for this item.

DIVISION 02

EXISTING CONDITIONS

Section 022101

CONSTRUCTION SURVEYING AND STAKING

SECTION 022101

1.1 DESCRIPTION

A. Furnish all surveys and calculations necessary to layout and control the work to specified lines, grades, and tolerances. Use survey personnel that are trained, experienced and skilled in construction layout and control.

Protect all furnished control points. Reset destroyed control points or set new ones.

PART 2: PRODUCTS

2.1 GENERAL REQUIREMENTS

A. Furnish all materials and equipment required to perform this work.

B. Produce manual survey notes in standard filed notebook, written in a clear, orderly and neat manner meeting the requirements and standard surveying practices of the profession. If notes are generated electronically, produce notes in a format meeting these requirements.

Submit survey notes, including electronic notes, to the CO every ten days and upon completion of each survey function. The CO will review the field notes for acceptance. The finished notes become the property of the owner.

PART 3: EXECUTION

3.1 GENERAL

A. The owner will furnish control points and benchmarks throughout the project and as shown on the plans.

B. Verify all owner set control points before any layout staking is performed.

Preserve and protect owner furnished control points and replace any that may be damaged, displaced or removed.

C. Set all stakes necessary to control all work under the contract. This includes, but is not limited to: centerline stations, clearing limits, slope stakes, drainage structures, stormwater piping surfacing courses, pavement, and any other items of work included in the contract.

Section 022101

D. Survey tolerances shall be as follows:

Centerline 0.2’ Horizontal N/A Vertical Slope Stake 0.3’ Horizontal 0.2’ Vertical Stormwater Structures 0.1’ Horizontal 0.05’ Vertical Subgrade 0.2’ Horizontal 0.05’ Vertical Aggregate 0.2’ Horizontal 0.05’ Vertical

E. Inspection may be conducted by random checks of any portion of the layout and control work. The CO may order work not performed with sufficient accuracy to be corrected. No compensation will allowed for corrective work. The contractor is responsible for securing proper dimensions, lines, grades and elevations for all parts of the work and owners inspection will not relieve the contractor of this responsibility.

4.1 Payment will be made under:

Pay Item Description Pay Unit

022101 Construction Surveying and Staking Lump Sum

022101: Measurement will be made on a lump sum quantity. Payment will be full compensation for providing all materials, labor, tools and equipment necessary to complete the construction surveying and staking as required on the plans and specifications.

Section 023219

EXPLORATORY EXCAVATION

SECTION 023219

A. Exploratory excavation for determining utility locations, groundwater depths, soil conditions, etc.

1.2 RELATED SECTIONS

A. Section 312316.13 – Structure Excavation and Compaction for Minor Structures

B. Section 312333 – Trenching and Backfill

2.1 GENERAL REQUIREMENTS

A. Construction materials and equipment used for the work to meet all requirements of the Contract Documents.

B. Use, handle and store material in such a manner as to preserve quality and fitness for the work.

C. Immediately remove materials from the site of work that do not conform to the requirements of the Contract Documents as determined by the CO.

A. As requested by the CO, provide the fueled and operated backhoe at least 60 horsepower (45kw) as rated by the manufacturer, laborer, and trench shoring to perform the exploratory excavation.

B. Provide for dewatering of the exploratory excavation and disposal of the pumped water at an approved discharge point.

C. Perform exploratory excavation to the utility or item requiring location at which time the CO will obtain field measurements. If necessary, conduct rock removal per Section 312333 – Trenching and Backfill.

Section 023219

D. Excavate, backfill, and restore surfacing to pre-construction conditions.

023219 Exploratory Excavation HR.

023219: Measurement will be made by the CO for the exploratory excavation time to the nearest ½ hour. Payment for actual time on the job site, and as directed by the CO, will be full compensation for providing all materials, labor, tools and equipment necessary to complete the exploratory excavation, backfilling and final clean-up of an area.

DIVISION 03

CONCRETE

Section 033053

MISCELLANEOUS CAST-IN-PLACE CONCRETE

SECTION 033053

A. This section specifies concrete to be used for construction of minor slabs.

1.2 SUPPLIERS

A. Ready-mix concrete shall be supplied by a firm regularly engaged in the business.

1.3 MIX DESIGN

A. Proportion the cement, aggregate, and water to obtain concrete with good workability.

B. Minimum cement content: 6.5 sacks per cubic yard.

C. Maximum water-cement ratio: 5.5 gallons per sack.

D. Slump: 2 to 4 inches by ASTM C143-74.

E. Air content: 3.5 to 6.5 percent by ASTM C231-75.

F. Cement content: Tolerance from mix design of + 0.3 sack per cubic yard be ASTM C138-75.

G. Strength: 4,000 psi minimum.

1.4 BATCH CERTIFICATION

A. Furnish with each load of concrete, a batch certificate containing all of the information shown on the example included at the end of this section.

2.1 CEMENT

A. ASTM C150-76A Type II or IIA

2.2 AGGREGATE

A. ASTM C33-74a with designated size of coarse aggregate No. 67 (3/4 inch to No. 4)

2.3 WATER

A. Potable

2.4 ADMIXTURES

A. Air-entraining, ASTM C260-74, such as but not limited to "Protex", "Darex", "MB-VR", "Castle-VR", or "ADZ-Air"

B. Admixtures other than air-entraining not permitted

3.1 WEATHER AND TEMPERATURE LIMITATIONS

A. Limitation of Mixing: Unless otherwise authorized in writing by the CO, discontinue operations when descending air temperature reaches 35°F or lower.

B. Cold Weather Limitations: When concreting is authorized during cold weather, maintain concrete temperature between 50°F and 80°F when placing. The CO may require the water and/or the aggregate to be heated to between 70°F and 150°F. Do not use any frozen aggregates in the concrete. Completely remove all ice, snow and frost on adjoining areas prior to placement. Do not allow concrete to contact material colder than 32°F.

C. Hot Weather Limitations: Maximum concrete temperature 80° when placed. Unless otherwise approved by the Engineer when placing decks or flatwork, maximum evaporation rate – 0.15 pounds/square foot per hour when tested in accordance with Idaho Test Method T-133. It may be necessary to place concrete at night or in the early morning. The maximum termperature on the surface to be covered by concrete is not to exceed 90°F.

3.2 MIXING AND DELIVERY

A. ASTM C94-74a, Sections 10.6 through 10.9, with the following additions:

1. Adjust the quantities of aggregate and water to compensate for differences from the saturated surface-dry condition.

2. Discharge concrete within 1-1/2 hours or before 300 revolutions of the drum after introduction of the mixing water to the mixing water to the cement and aggregates or introduction of the cement to the aggregates. If the ambient air temperature is above 80oF., the above limits shall be 1 hour or 200 revolutions.

3. If long hauling distance does not permit meeting the requirements above, add cement and water to the truck mixer at the construction site.

3.3 PLACING

A. The CO must inspect forms before any concrete is placed. Notify CO at least 24 hours before any placement to permit inspection

B. Roughen existing concrete surfaces.

C. Forms shall be free of debris, and surface shall be clean, free of frost, ice mud, and water.

D. Avoid segregation. Place in layers and begin placing at corners of structure. Do not move concrete with vibrators or tampers.

E. Thoroughly work the external surface of the concrete with tools approved by the CO to force coarse aggregate from the surface and to bring mortar against the forms to produce a smooth finish, substaintially free from water or air pocket or honeycomb.

3.4 VIBRATING

A. Consolidate the concrete with suitable mechanical vibrators operating within the concrete.

B. Supplement vibrating by hand spading with suitable tools.

C. Vibrators shall be of a type and design approved by the CO and shall be so manipulated as to work the concrete thoroughly around the reinforcement and embedded fixtures and into the corners and angles of the forms.

D. Vibrate at any point sufficiently to accomplish compaction, but do not prolong to a point where segregation occurs.

3.5 FINISHING

A. Slabs - Strike flush to within 1/8-inch variation in 10 feet. Lightly broom exterior slabs.

3.6 CURING AND HARDENING

A. Keep all concrete surfaces wet for 7 days after being placed. Acceptable methods include ponding, wet burlap, wet straw or hay, curing paper, plastic sheets, and membrane curing compound. Other methods must be approved by the CO.

B. If wood forms are allowed to remain in place during the curing period, they shall be kept moist at all times to prevent opening at joints.

C. Protect minor structures from freezing by covering with burlap, straw, earth or insulation blankets. Repair or replace freee-damaged concrete as directed by the CO.

4.1 No separate payment will be made for work under this section.

DIVISION 31

EARTHWORK

Section 311100

CLEARING AND GRUBBING AND REMOVAL OF OBSTRUCTIONS

SECTION 311100

1.1 SECTION INCLUDES

A. Clearing and Grubbing

1. Removing and disposing of existing features.

2. Removing and disposing of trees, stumps, brush, roots, shrubs, logs and windfalls.

3. Stripping and disposing of the top layer of plants and grasses down past the root zone (4-inch minimum or as directed by CO). This material shall be stockpiled, redistributed on road cuts and fills per Section 312300 or hauled away.

4. Removing and disposing of all miscellaneous debris and other objectionable matter.

1.2 RELATED SECTIONS

A. Section 312300 - Excavation and Embankment.

1.3 REGULATORY REQUIREMENTS

A. Conform to applicable code for disposal of debris.

B. Coordinate clearing work with utility companies.

PART 2: PRODUCTS (NOT USED)

PART 3: EXECUTION

3.1 CLEARING AND GRUBBING

A. Protection.

1. Locate and protect all aboveground and belowground utilities or relocate as directed by the Contract.

2. Protect benchmarks and survey monuments from damage and displacement.

3. Protect adjacent private and public land and crops in adjacent fields from damage.

4. Protect existing roads from damage.

5. Retain, protect and water any desirable trees or vegetation on or adjacent to the site using the following procedures.

a. Existing trees not designated for removal should be protected before site demolition begins.

1 Protection should consist of a highly visible, barrier to be placed at or outside the drip line of the tree(s).

2 Unless approved by the CO, no equipment, vehicles, building materials, chemicals, stockpiles or debris shall be placed inside the protection barriers.

b. Before the Contractor leaves the site, all existing trees which have been significantly damaged due to construction activities shall be replace or repaired by a certified arborist at the expense of the Contractor.

6. The Contractor is responsible for damage resulting from construction operations.

7. Preserve and protect all vegetation and ground cover not within the construction area, including areas not requiring grading, as directed by CO.

B. Removal and Disposal

1. Complete clearing and grubbing to the limits defined by a line drawn as shown on the Contract Documents or as directed.

2. Preserve and protect trees within the construction area not designated for removal in an approved manner as directed. Paint cut and scarred retained trees or shrubs with an asphaltum base paint prepared especially for tree surgery.

3. Unless otherwise provided, all merchantable timber in the clearing area not removed from the project area prior to the beginning of construction becomes the property of the Contractor.

4. Remove all brush and shrubs from the site including the roots.

Dispose of the shrubs and brush off-site at a location provided by the Contractor. Disposal of brush and shrubs by burning or burial in backfill or trenches has to be approved by the CO.

5. Strip all soils, heavy growths of grass, and sod that comprise the organic root-zone. Complete stripping 4 inches deep or as recommended by the Engineer. Stockpile the stripped material to be placed on cut and fill areas or areas disturbed by construction.

6. Unless otherwise directed remove all stumps within the clearing limits.

7. Dispose of materials at locations that comply with all Federal, State, and Local Regulations.

C. Cleanup: Upon completion of the site work and project, clean the entire work area. Remove all excess excavated material, rocks, boulders, brush, trees, pipe, or debris of any type from the site and dispose at a site acceptable to Federal, State, and Local Regulations.

3.2 REMOVAL OF OBSTRUCTIONS

A. Protection

1. Locate and protect all live Utilities from damage.

2. Protect benchmarks and survey monuments from damage and displacement.

3. Exercise care to ensure areas outside the construction limits remain undisturbed.

4. Satisfactorily restore any damage to existing facilities or structures resulting from carelessness or negligence by the Contractor to their original condition at the Contractor’s expense.

B. Removal and Disposal

1. Complete the Removal of Obstructions to the limit shown on the Plans and Specifications or as directed by the CO.

2. Unless otherwise specified, all removed material shall become the responsibility and property of the Contractor.

3. Dispose of unusable material outside the construction limits in an approved location in accordance with all local, state and federal regulations.

4. Dispose unusable material in such a manner that no unsightly appearance will result.

C. Salvage: Carefully remove all items specified to be salvaged in one piece and take to a place identified in the Plans or Special Provisions;

salvage shall become the property of the person or organization identified on the Plans or in the Special Provisions.

D. Preparations after Removal: Fill basements or cavities left by structure removal to the level or the surrounding ground and, if within the prism of the construction, compacted as described in the Plans and Special Provisions or as directed by the CO.

311100 Clearing and Grubbing Lump Sum

311100: Measurement will be made on a lump sum quantity. Payment will be full compensation for providing all materials, labor, tools and equipment necessary to complete the clearing and grubbing of the area as required on the plans and specifications.

Section 311107

REMOVAL OF EXISTING PAVEMENT, CONCRETE CURB,

SIDEWALK, DRIVEWAY AND/OR STRUCTURES

SECTION 311107

A. The work consists of removing and disposing of existing asphalt and concrete slabs, along with any structures designated for removal in the contract documents. Details of removal are specified in the contract documents.

PART 2: PRODUCTS - NOT USED

A. Dispose of all existing pavement and concrete slabs specified for removal in the contract documents or directed by the CO. Exercise care in removals, to assure that the remaining nearby facilities and/or structures are not disturbed. IT IS THE CONTRACTORS RESPONSIBILITY AND

LIABILITY TO RESTORE ANY DAMAGED FACILITIES OR

STRUCTURES TO PRE-CONSTRUCTION CONDITIONS. Restore to original condition any such existing facilities or structures damaged by construction activities.

B. Cut, remove and dispose of designated existing pavement to the lines indicated on the contract documents, or directed by the CO. Make straight and approximately vertical cuts of edges along which new pavement are to be placed.

Remove and dispose of pavements which interfere with construction of the improvements or which do not match new grade as shown on the contract documents or as directed by the CO. Remove such driveways and/or sidewalks to a distance of 8 inches behind curbs, or to greater distance if required to properly match the new curb and gutter grade. Remove along the neat line produced by the saw cut. Removal on pavement shall consist of making vertical cuts to depth of at least 25 percent of the pavement thickness and taking care in removing the asphalt.

Section 311107

Pay Item Description Pay Unit

311107 Remove Existing Concrete Slabs & Structures Lump Sum

311107: Measurement will be made on a lump sum quantity. Payment will be full compensation for complete the asphalt, concrete slab, concrete manhole and aluminum cover removal as required on the plans and specifications.

Section 312300

EXCAVATION AND EMBANKMENT

SECTION 312300

EXCAVATION AND EMBANKMENT

PART 1: GENERAL

1.1 SECTION INCLUDES

A. This section covers the excavation and embankment of the sub-grade material under the existing asphalt pavement. The contractor is responsible for all compaction related testing.

1.2 RELATED SECTIONS

A. Section 311100 - Clearing and Grubbing.

B. Section 311107 – Removal of Existing Pavement, Concrete Curb, Sidewalks, Driveway and/or Structures.

C. Section 321123 – Crushed Base Gravel

3.1 PREPARATION

A. Verify that survey benchmarks and intended elevations for the work are as indicated.

B. Identify required lines, levels, contours, and datum.

C. Locate, identify, and protect utilities that remain, from damage.

D. Notify utility company to remove and relocate utilities.

E. Protect benchmarks, existing structures, and fences, from excavation equipment and vehicular traffic.

3.2 EXCAVATION

A. Description.

1. The work consists of excavation, disposal, (or compaction) of all material not being removed under another bid item, which is encountered within the limits of the work necessary for the construction in accordance with the specifications and in reasonably close conformity with the lines, grades, and typical cross sections shown on the Contract Documents or as otherwise specified.

2. Unless a separate bid item is provided, excavation includes all required clearing and grubbing; the removal and disposal of structures or other obstructions which are visible or are indicated on the Contract Documents which obstruct the work; compaction;

shaping and sloping of cuts, embankments, subgrades, shoulders, ditches, intersections, backfilling ditches, stock pile and spread topsoil as shown on the plans; satisfactory disposal of all unsuitable and surplus materials; and construction of approaches to structures.

3. Excavation includes all excavation performed under this item regardless of the material encountered.

B. Construction Requirements.

1. Complete clearing and grubbing within the excavation area. Use all suitable materials removed from excavation in the formation of the embankment, subgrade, shoulders, and as designated or directed.

2. Remove all stumps, roots, logs or other timber more than 3 inches in diameter, and all brush, matted roots and other debris within the grubbing limits not suitable for embankment or backfill to a depth of not less than 6 inches below the original ground or 12 inches below subgrade, whichever is greater.

3. Dispose of all material resulting from the clearing and grubbing operations as specified in Section 311100 - Clearing and Grubbing.

Backfill and compact with suitable material, all depressions below subgrade or below the final surface of the ground resulting from the clearing and grubbing operations, as directed.

4. Remove and satisfactorily dispose of unsuitable, unstable materials from the foundation for embankments to the depth shown on the Contract Documents or as directed.

5. Waste and dispose of any excavated material not suitable for use on the project. Unless otherwise specified, the Contractor is responsible for locating, placing waste materials in, and final leveling and clean-up of disposal areas in compliance with Federal, State, and local rules for disposal.

6. Machine slope banks to angle of repose or less, unless shored.

7. Grade top perimeter of excavation to prevent surface water from draining into excavation.

8. Remove and properly dispose of lumped subsoil, boulders, and rock.

9. Notify CO of unexpected subsurface conditions and discontinue affected work in area until notified to resume work. Proceed with unaffected work.

10. Correct areas over-excavated by error.

C. Protection.

1. Locate, identify and protect excavations by methods required to prevent cave-in or loose soil from falling into excavation.

2. Protect all above-ground and below-ground utilities from damage.

3. Protect benchmarks and survey monuments from damage and displacement.

4. Protect all private and public property both within and adjacent to project limits.

5. Protect existing roads, railroad and irrigation canals from damage.

3.3 CONTROLLED BLASTING

A. Blasting in not anticipated for this project.

3.4 CUT SLOPE FINISHING

A. Remove loosened or shattered rocks that are not expected to remain in their natural position from the slopes.

B. Do not proceed beyond the dimensions and elevations established, and do not remove material prior to staking and cross-sectioning the site.

C. When necessary to remove fencing, replace it in an equal to or better than condition as it was originally and confine livestock and other domestic animals in conformance to Section 2040 - Fencing.

3.5 SUBGRADE

A. After the earthwork has been substantially completed and after all underground utilities, manholes, etc., have been installed or adjusted to grade; bring the subgrade to the lines, grades, and cross sections shown on the Contract Documents and compact to the required density.

B. Remove all soft and unstable material and other portions of the subgrade, that cannot be compacted satisfactorily, as directed.

C. Backfill all holes created by removal of soft or unstable material. Providing and placing backfill is incidental to the excavation work and no separate payment will be made for it, unless otherwise specified.

D. Remove boulders appearing in the excavation to a depth of at least 4 inches below subgrade. Bring all rock sections to grade by placing a satisfactory cushion material to the depth specified.

E. When the surface of an existing roadbed conforms approximately to the surface of the finished subgrade, scarify it for the full width of the subgrade to a sufficient depth to eliminate all depressions and to permit uniform reshaping and compaction.

F. Grade intersecting streets and approaches to the project as shown on the Contract Documents, or as directed, with acceptable materials so that a smooth-riding and satisfactory approach or intersection is produced.

G. Maintain ditches and drains along the subgrade to drain effectively.

Reshape and reroll subgrade if rutting of 2 inches or more in depth occurs.

Do not place surface course or pavement on frozen or muddy subgrade.

H. The finished grade is not to deviate more than 0.10 inch at any point from the staked elevation and the algebraic sum of the deviations from true grade of any 2 points not more than 30 feet apart, not to exceed 0.10 inch.

I. Obtain CO approval of the subgrade.

3.6 MAINTENANCE OF SUBGRADE AND DRAINAGE

A. Maintain drainage, including drainage ditches, gutters, etc., for the subgrade during the construction of street improvements to avoid damage to embankments by erosion.

B. Provide and maintain temporary, drainage, sewer, underdrainage, etc., facilities until permanent facilities are completed.

C. Protect and preserve all existing water mains and appendages, drains, sewers, or other subsurface drains, conduits, gas mains, and other underground structures affected by the work.

D. The Contractor is responsible to satisfactorily repair, at his expense, all damage to facilities or structures resulting from the work or from his negligence during the period the contract is in force.

3.7 EXCAVATION OF UNSUITABLE MATERIAL

A. Remove and properly dispose of unsuitable material exposed after completion of the excavation to the subgrade or line and grade shown on the Contract Documents or as directed.

B. The CO will identify the limits of the areas requiring subgrade repair or removal of unsuitable material.

3.8 EMBANKMENT CONSTRUCTION

A. General

1. Embankment construction consists of the construction of fills and placement of backfills within the project limits to the lines, grades, dimensions and the typical sections shown on the Contract Documents or as designated.

2. Place embankment material after approval of the foundation. Do not use frozen material in embankments. Do not construct embankments on snow covered or frozen foundations, or other such surfaces within the embankment structure.

3. Key all embankments constructed on slopes steeper than 5 horizontal to 1 vertical (5:1) into the undisturbed ground with horizontal benches of sufficient width to allow for proper operation of compaction equipment. Slope each bench to drain. Incorporate in the embankment or waste material excavated from the benches, as directed.

4. Dry material containing excessive moisture to a moisture content that will permit the required compaction prior to placing in the embankment.

5. Place fill material in layers with a maximum loose thickness of 8 inches.

B. Construction Requirements

1. Construct embankments with suitable material having a minimum dry density of 135 pounds/cubic foot to the lines, grades, and cross sections shown on the Contract Documents. Also, to such heights above grades and such increased widths as necessary to allow for foundation settlement or consolidation. Eliminate stumps, trees, rubbish, vegetation, frozen lumps, or other unsuitable material from placement in embankments.

2. Bench or step embankments on sloping ground by cutting a minimum horizontal distance of 24 inches for secure bonding. Cut each bench as close to the one below as the slope of the ground will permit. Incorporating material cut out of the benches into the new fill will be incidental to constructing the embankment.

3. Grade and crown all embankment areas to prevent water from collecting or ponding prior to suspending grading operations.

4. Construct embankments adjacent to structures in equal layers on all sides of the structures to prevent distortion. Compact areas inaccessible to tamping rollers or power rollers by hand, mechanical tampers or other means until achieving the specified density.

5. Place embankment material in uniform layers not exceeding 8 inches loose thickness for the entire width of the embankment.

Complete, level and compact each layer of embankment before proceeding to the succeeding layer.

6. Keep leveling equipment in continuous operation during embankment construction for spreading, manipulating, blending and leveling the material.

7. Route hauling equipment and distribute travel over the entire area of each layer of material and over the entire width of the embankment without following in the immediate tracks of preceding equipment.

8. Keep the embankment surface level and uniform at all times.

Construct the sides of the embankment first, and then bring the center up level with the shoulders.

9. Do not place embankment material when the moisture content in any layer causes excessive rutting or precludes proper compaction.

Dry embankments rendered unstable by excessive amounts of moisture from any cause by scarifying and balding before placing succeeding layers.

10. Embankments constructed on frozen ground are to be re-excavated and re-compacted to grade and cross section after complete thawing of the ground and the soils can be suitably worked.

11. Provide the water and the compaction effort necessary to obtain the specified density. Watering and compaction is incidental to embankment construction and will have no separate payment.

12. Determine the amount of water required for embankment material with plasticity indexes greater than zero, but in no instance shall it be more or less than 3% of optimum moisture.

13. The minimum field compaction shall be 95% of the maximum laboratory density.

C. Compaction Control Tests

1. Determination of in-place density and percent compaction of standard density shall be by: In-place Density and Moisture Content of Soil and Soil-aggregate by Nuclear Methods (Shallow Depth) per

AASHTO T-310.

2. The applicable standard method will be determined according to the following table:

Table 3.8.C

MATERIAL AT OR BELOW SUB-GRADE

AASHTO AASHTO IDAHO

T-99 T-99 T-74 Method A Method D

≤10% retained ˃10% retained ≥30% retained on No. 4 on No. 4 and on No. 3/4 in. and ˂30% retained ˂10% retained on on 3/4 in. (1) 3 in.

(1) ˃10% retained on ¾, use AASHTO T-224

(2) A gradation to verify “Too Granular to Test” will be performed at the dame frequency, as a density test would have been performed

3. Material to Granular to Test

a. Construct embankments with material too granular to test by Idaho Method T-74 in horizontal layers no thicker than 18 inches unless otherwise permitted. Distribute large rocks evenly and fill the voids between them with smaller rock and/or earth. Also, provide adequate water to facilitate compaction.

b. Place and uniformly compact each layer more…