A.07.24_W9127N17B00190001.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

PROJECT TITLE: BLUE RIVER EMERGENCY DIESEL GENERATOR (EDG) REPLACEMENT

1. This Amendment is issued to add Division 04 - Masonry Section 04 20.00 25.

2. The Davis-Bacon Wage Determination has been updated from: OR57 (Modification 3 Dated 06/30/2017) to: OR57 (Modification 4 Dated 07/21/2017).

3. All other terms and conditions remain unchanged.

1. CONTRACT ID CODE PAGE OF PAGES

J 1 2

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 25-Aug-2017

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W9127N17B0019

X 9B. DATED (SEE ITEM 11)

04-Aug-2017

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

25-Aug-2017

CODE

USACE PORTLAND DISTRICT

333 SW 1ST AVE

PORTLAND OR 97204-3440

W9127N 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

W9127N17B0019

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

(End of Summary of Changes)

Blue River Emergency Diesel Generator (EDG) Replacement

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 10 00.00 25 CONTRACT ADMINISTRATION DATA

01 10 10.00 25 CONTRACTOR'S OPERATIONS AND REQUIREMENTS

01 11 00.00 25 SUMMARY OF WORK

01 22 00.00 25 MEASUREMENT AND PAYMENT

01 32 01.00 25 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 35 26.00 25 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 25 QUALITY CONTROL

01 45 00.15 25 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

01 57 19.00 25 TEMPORARY ENVIRONMENTAL CONTROLS

01 78 23.00 25 OPERATION AND MAINTENANCE DATA

01 78 39.00 25 PROJECT RECORD DOCUMENTS

DIVISION 02 - EXISTING CONDITIONS

02 82 14.00 25 ASBESTOS ABATEMENT WORK

02 83 13.00 20 LEAD IN CONSTRUCTION

DIVISION 03 - CONCRETE

03 30 00.00 25 CAST-IN-PLACE CONCRETE

DIVISION 04 - MASONRY

04 20 00.00 25 MASONRY

DIVISION 05 - METALS

05 50 00.00 28 METAL: STAIR RAILS AND FLOOR GRATING

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 72 20.00 28 GRAVITY-TYPE ROOF VENTILATORS

07 92 00.00 28 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13.00 28 STEEL DOORS AND FRAMES

08 33 23.00 28 OVERHEAD COILING DOORS

08 71 00.00 28 DOOR HARDWARE

08 91 00.00 28 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 90 00.10 28 PAINTS AND COATINGS

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19.10 28 PRE-ENGINEERED METAL BUILDING SYSTEMS

DIVISION 26 - ELECTRICAL

26 05 00.00 40 COMMON WORK RESULTS FOR ELECTRICAL

26 05 19.00 25 INSULATED WIRE AND CABLE

PROJECT TABLE OF CONTENTS Page 1

26 05 48.00 25 SEISMIC PROTECTION FOR ELECTRICAL AND MECHANICAL EQUIPMENT

26 08 00.00 25 APPARATUS INSPECTION AND TESTING

26 08 02.00 26 DIESEL ENGINE-GENERATOR COMMISSIONING

26 28 01.00 25 COORDINATED POWER SYSTEM PROTECTION

26 32 14.00 25 DIESEL-GENERATOR SET

26 36 00.00 25 AUTOMATIC TRANSFER SWITCH AND BY-PASS/ISOLATION SWITCH

26 51 00.00 25 LIGHTING

DIVISION 27 - COMMUNICATIONS

27 21 10.00 40 FIBER OPTIC DATA TRANSMISSION SYSTEM

DIVISION 31 - EARTHWORK

31 00 00.00 25 EARTHWORK

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 31 13.53 25 HIGH-SECURITY CHAIN LINK FENCES AND GATES

DIVISION 33 - UTILITIES

33 71 02.00 25 UNDERGROUND ELECTRICAL DISTRIBUTION

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 2

SECTION TABLE OF CONTENTS

DIVISION 04 - MASONRY

SECTION 04 20 00.00 25

MASONRY

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 DELIVERY, HANDLING, AND STORAGE

1.3.1 Masonry Units

1.3.2 Reinforcement, Anchors, and Ties

1.3.3 Cementitious Materials, Sand, and Aggregates

1.4 CONCRETE-FILLED CMU WALL

1.5 QUALITY ASSURANCE

1.5.1 Appearance

1.5.2 Spare Vibrator

1.5.3 Bracing and Scaffolding

1.6 DELIVERY, STORAGE, AND HANDLING

1.6.1 Masonry Units

1.6.2 Reinforcement, Anchors, and Ties

1.6.3 Cementitious Materials, Sand and Aggregates

1.7 PROJECT/SITE CONDITIONS

1.7.1 Hot Weather Installation

1.7.2 Cold Weather Installation

PART 2 PRODUCTS

2.1 GENERAL REQUIREMENT

2.2 CONCRETE MASONRY UNITS (CMU)

2.2.1 Aggregates

2.2.2 Kinds and Shapes

2.3 MORTAR FOR STRUCTURAL MASONRY

2.4 MASONRY MORTAR

2.4.1 Admixtures for Masonry Mortar

2.4.2 Hydrated Lime and Alternates

2.4.3 Cement

2.4.4 Pre-Mixed Mortar

2.4.5 Sand and Water

2.4.6 Mortar Mix Design

2.5 GROUT AND READY-MIXED GROUT

2.5.1 Admixtures for Grout

2.5.2 Grout Mix Design

2.6 ANCHORS, TIES, AND BAR POSITIONERS

2.6.1 Bar Positioners

2.7 JOINT REINFORCEMENT

2.8 REINFORCING STEEL BARS AND RODS

2.9 EXPANSION-JOINT MATERIALS

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 Cold Weather Installation

SECTION 04 20 00.00 25 Page 1

ADDED BY AMENDMENT

AMD# 0001

3.1.2 Protection

3.1.3 Completed Masonry and Masonry Not Being Worked On

3.1.4 Stains

3.1.5 Surfaces

3.2 LAYING MASONRY UNITS

3.2.1 Forms and Shores

3.2.2 Reinforced Concrete Masonry Units Walls

3.2.3 Concrete Masonry Units

3.2.4 Tolerances

3.2.5 Cutting and Fitting

3.2.6 Jointing

3.2.6.1 Flush Joints

3.2.7 Joint Widths

3.2.8 Embedded Items

3.2.9 Unfinished Work

3.2.10 Masonry Wall Intersections

3.3 MORTAR

3.4 REINFORCING STEEL

3.4.1 Positioning Bars

3.4.2 Splices

3.5 JOINT REINFORCEMENT INSTALLATION

3.6 PLACING GROUT

3.6.1 Vertical Grout Barriers for Fully Grouted Walls

3.6.2 Horizontal Grout Barriers

3.6.3 Grout Holes and Cleanouts

3.6.3.1 Grout Holes

3.6.4 Grouting Equipment

3.6.4.1 Grout Pumps

3.6.4.2 Vibrators

3.6.5 Grout Placement

3.6.5.1 Low-Lift Method

3.6.5.2 High-Lift Method

3.7 POINTING AND CLEANING

3.8 DRY-BRUSHING

3.9 WASTE MANAGEMENT

3.9.1 General

3.9.2 Separate and Recycle Waste

-- End of Section Table of Contents --

SECTION 04 20 00.00 25 Page 2

SECTION 04 20 00.00 25

MASONRY

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 within the text by the basic designation only.

AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)

ACI 530/530.1 (2008; Errata 2008; Errata 2009) Building Code Requirements and Specification for Masonry Structures and Related Commentaries

ACI SP-66 (2004) ACI Detailing Manual

ASTM INTERNATIONAL (ASTM)

ASTM A 153/A 153M (2009) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A 615/A 615M (2009b) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A 641/A 641M (2009a) Standard Specification for Zinc-Coated (Galvanized) Carbon Steel Wire

ASTM A 82/A 82M (2007) Standard Specification for Steel Wire, Plain, for Concrete Reinforcement

ASTM C 1019 (2009) Standard Test Method for Sampling and Testing Grout

ASTM C 1072 (2006) Standard Test Method for Measurement of Masonry Flexural Bond Strength

ASTM C 1142 (1995; R 2007) Standard Specification for Extended Life Mortar for Unit Masonry

ASTM C 129 (2006) Standard Specification for Nonloadbearing Concrete Masonry Units

ASTM C 144 (2004) Standard Specification for Aggregate for Masonry Mortar

ASTM C 150/C 150M (2009) Standard Specification for Portland Cement

ASTM C 207 (2006) Standard Specification for Hydrated Lime for Masonry Purposes

SECTION 04 20 00.00 25 Page 3

ASTM C 270 (2008a) Standard Specification for Mortar for Unit Masonry

ASTM C 476 (2009) Standard Specification for Grout for Masonry

ASTM C 494/C 494M (2010) Standard Specification for Chemical Admixtures for Concrete

ASTM C 593 (2006) Fly Ash and Other Pozzolans for Use with Lime for Soil Stabilization

ASTM C 641 (2009) Staining Materials in Lightweight Concrete Aggregates

ASTM C 780 (2009) Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry

ASTM C 90 (2009) Loadbearing Concrete Masonry Units

ASTM C 91 (2005) Masonry Cement

ASTM C 94/C 94M (2011) Standard Specification for Ready-Mixed Concrete

1.2 SUBMITTALS

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

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. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Drawings including plans, elevations, and details of wall reinforcement; details of reinforcing bars at corners and wall intersections; offsets; tops, bottoms, and ends of walls. Bar splice locations must be shown. Bent bars must be identified on a bending diagram and must be referenced and located on the drawings. Wall dimensions and bar clearances must be shown. The minimum scale for wall elevations shall be 1/4-inch per foot. Reinforcement bending details must conform to the requirements of ACI SP-66.

CMU Wall Layout And Installation; G

SD-03 Product Data

Cold Weather Installation

Cold weather construction procedures.

Concrete Masonry Units (CMU)

Cement

Manufacturer's descriptive data. Concrete masonry unit block

SECTION 04 20 00.00 25 Page 4 type, strength and drawings for all block configurations and sizes used.

SD-05 Design Data

Pre-mixed Mortar

Grout and Ready-Mixed Grout

Concrete Masonry Units (CMU)

Admixtures for Masonry Mortar

Masonry Cement

Admixtures for Grout

Reinforcing Steel Bars and Rods

1.3 DELIVERY, HANDLING, AND STORAGE

Materials must be delivered, handled, stored, and protected to avoid chipping, breakage, and contact with soil or contaminating material. Store and prepare materials in already disturbed areas to minimize project site disturbance and size of project site.

1.3.1 Masonry Units

Cover and protect moisture-controlled concrete masonry units and cementitious materials from precipitation. Conform to all handling and storage requirements of ASTM C 90. Prefabricated lintels must be marked on top sides to show either the lintel schedule number or the number and size of top and bottom bars.

1.3.2 Reinforcement, Anchors, and Ties

Steel reinforcing bars, coated anchors, ties, and joint reinforcement must be stored above the ground. Steel reinforcing bars and uncoated ties must be free of loose mill scale and rust.

1.3.3 Cementitious Materials, Sand, and Aggregates

Cementitious and other packaged materials must be delivered in unopened containers, plainly marked and labeled with manufacturers' names and brands. Cementitious material must be stored in dry, weathertight enclosures or be completely covered. Cement must be handled in a manner that will prevent the inclusion of foreign materials and damage by water or dampness. Sand and aggregates must be stored in a manner to prevent contamination or segregation.

1.4 CONCRETE-FILLED CMU WALL

Concrete-filled CMU block wall must be constructed on two sides of the new generator building as dimensioned within the plans. The CMU wall will be of typical CMU construction with 8" width, fully grouted, and reinforced.

Construction and finishing of the CMU wall must be in accordance with this specification and as required within the contract documents. Details not contained within the contract documents, including the footing for the CMU wall, must be provided by the Contractor. The footing may tie into the

SECTION 04 20 00.00 25 Page 5 footings provided for the new building slab. The CMU wall must withstand environmental loads as described within paragraphs 1.5.6, 1.5.7, and 1.5.8 of 13 34 19.10 28. Cope top of wall so that water is not able to collect at top of the CMU wall. Provide Shop drawings for the CMU wall layout and installation must be provided for Government approval prior to construction of the CMU wall.

1.5 QUALITY ASSURANCE

1.5.1 Appearance

Manufacture concrete masonry units (CMU) at one time and from the same batch. Blend all CMU to produce a uniform appearance when installed. An observable "banding" or "layering" of colors or textures caused by improperly mixed brick is unacceptable.

1.5.2 Spare Vibrator

Maintain at least one spare vibrator on site at all times.

1.5.3 Bracing and Scaffolding

Provide bracing and scaffolding necessary for masonry work. Design bracing to resist wind pressure as required by local code.

1.6 DELIVERY, STORAGE, AND HANDLING

Materials must be delivered, stored, handled, and protected to avoid chipping, breakage, and contact with soil or contaminating material. Store and prepare materials in already disturbed areas to minimize project site disturbance and size of project site.

1.6.1 Masonry Units

Cover and protect moisture-controlled concrete masonry units and cementitious materials from precipitation. Conform to all handling and storage requirements of ASTM C 90. Mark prefabricated lintels on top sides to show either the lintel schedule number or the number and size of top and bottom bars.

1.6.2 Reinforcement, Anchors, and Ties

Steel reinforcing bars, coated anchors, ties, and joint reinforcement must be stored above the ground. Steel reinforcing bars and uncoated ties must be free of loose mill scale and rust.

1.6.3 Cementitious Materials, Sand and Aggregates

Cementitious and other packaged materials must be delivered in unopened containers, plainly marked and labeled with manufacturers' names and brands. Cementitious material must be stored in dry, weathertight enclosures or be completely covered. Cement must be handled in a manner that will prevent the inclusion of foreign materials and damage by water or dampness. Store sand and aggregates in a manner to prevent contamination or segregation.

1.7 PROJECT/SITE CONDITIONS

Conform to ACI 530/530.1 for hot and cold weather masonry erection.

SECTION 04 20 00.00 25 Page 6

1.7.1 Hot Weather Installation

Take the following precautions if masonry is erected when the ambient air temperature is more than 99 degrees F in the shade and the relative humidity is less than 50 percent or the ambient air temperature exceeds 90 degrees F and the wind velocity is more than 8 mph. All masonry materials must be shaded from direct sunlight; mortar beds must be spread no more than 4 feet ahead of masonry; masonry units must be set within one minute of spreading mortar; and after erection, masonry must be protected from direct exposure to wind and sun for 48 hours.

1.7.2 Cold Weather Installation

Before erecting masonry when ambient temperature or mean daily air temperature falls below 40 degrees F or temperature of masonry units is below 40 degrees F, submit a written statement of proposed cold weather construction procedures for approval. Take the additional following precautions if masonry is erected in cold weather.

PART 2 PRODUCTS

2.1 GENERAL REQUIREMENT

The source of materials which will affect the appearance of the finished work must not be changed after the work has started except with Contracting Officer's approval.

2.2 CONCRETE MASONRY UNITS (CMU)

Cement must have a low alkali content and be of one brand. Units must be of modular dimensions and air, water, or steam cured.

a. Hollow Load-Bearing Units: ASTM C 90, made with medium weight aggregate. Provide load-bearing units for exterior walls, foundation walls, load-bearing walls, and shear walls.

b. Hollow Non-Load-Bearing Units: ASTM C 129, made with medium weight aggregate. Load-bearing units may be provided in lieu of non-load-bearing units.

2.2.1 Aggregates

Lightweight aggregates and blends of lightweight and heavier aggregates in proportions used in producing the units, must comply with the following requirements when tested for stain-producing iron compounds in accordance with ASTM C 641: by visual classification method, the iron stain deposited on the filter paper must not exceed the "light stain" classification.

2.2.2 Kinds and Shapes

Units used in exposed masonry surfaces must have a uniform fine to medium texture and a uniform color.

2.3 MORTAR FOR STRUCTURAL MASONRY

ASTM C 270, Type S. Strength (f'm) Type S mortar must be minimum 1,800 psi, respectively. Use Type II portland cement or use Type IS, IP or I(PM) blended hydraulic cement or Masonry cement. Do not use admixtures

SECTION 04 20 00.00 25 Page 7 containing chlorides. When structural reinforcement is incorporated, maximum air-content shall be 12 percent in cement-lime mortar and 18 percent in masonry cement mortar. Use up to 40 percent Class F fly ash with type IP cement in cement-lime mortar. Fly ash must comply with

ASTM C 593.

2.4 MASONRY MORTAR

Mortar Type S must conform to the proportion specification of ASTM C 270 except Type S cement-lime mortar proportions must be 1-part cement, 1/2-part lime and 4-1/2 parts aggregate; Type S mortar must be used for non-load-bearing, non-shear-wall interior masonry; except where higher compressive strength is indicated on structural drawings. When masonry cement ASTM C 91 is used the maximum air content must be limited to 12 percent and performance equal to cement-lime mortar must be verified.

Verification of masonry cement performance shall be based on ASTM C 780 and ASTM C 1072. Cement must have a low alkali content and be of one brand.

Aggregates must be from one source.

2.4.1 Admixtures for Masonry Mortar

In cold weather, a non-chloride based accelerating admixture may be used subject to approval. Accelerating admixture must be non-corrosive, must contain less than 0.2 percent chlorides, and must conform to ASTM C 494/C 494M, Type C.

2.4.2 Hydrated Lime and Alternates

Hydrated lime must conform to ASTM C 207, Type S. Lime alternates which have a current ICBO, ICBO UBC, Evaluation Report number whose findings state it may be used as an alternate to lime for Type M, S, N, and O mortars will be deemed acceptable provided the user follows the manufacturer's proportions and mixing instructions as set forth in ICBO report.

2.4.3 Cement

Portland cement must conform to ASTM C 150/C 150M II,low alkali, less than

0.60 percent alkalies. Masonry cement must conform to ASTM C 91, Type M.

Containers must bear complete instructions for proportioning and mixing to obtain the required types of mortar. Incorporate to the maximum extent, without conflicting with other requirements of this section, up to 40 percent fly ash, up to 70 percent slag, up to 10 percent cenospheres, and up to 10 percent silica fume.

2.4.4 Pre-Mixed Mortar

Pre-mixed mortar must conform to ASTM C 1142, Type RN

2.4.5 Sand and Water

Sand must conform to ASTM C 144. Water must be clean, potable, and free from substances which could adversely affect the mortar.

2.4.6 Mortar Mix Design

Minimum 28-day comprehensive strength of mortar, including colored mortar, must be equal to 2,500 psi.

SECTION 04 20 00.00 25 Page 8

2.5 GROUT AND READY-MIXED GROUT

Grout must conform to ASTM C 476, coarse. Cement used in grout must have a low alkali content. Grout slump must be between 8 and 11 inches. Minimum grout strength must be 2000 psi in 28 days, as tested by ASTM C 1019.

Grout must be used subject to the limitations of Table II. Proportions mustnot be changed and materials with different physical or chemical characteristics must not be used in grout for the work unless additional evidence is furnished that the grout meets the specified requirements.

Ready-Mixed grout must conform to ASTM C 94/C 94M.

2.5.1 Admixtures for Grout

In cold weather, a non-chloride based accelerating admixture may be used subject to approval; accelerating admixture must be non-corrosive, must contain less than 0.2 percent chlorides, and must conform to ASTM C 494/C 494M, Type C. In general, air-entrainment, anti-freeze or chloride admixtures must not be used except as approved by the Contracting Officer.

2.5.2 Grout Mix Design

Minimum grout strength must be 2,000 psi in 28 days, as tested by

ASTM C 1019.

2.6 ANCHORS, TIES, AND BAR POSITIONERS

Anchors and ties must be fabricated without drips or crimps and must be zinc-coated in accordance with ASTM A 153/A 153M, Class B-2. Steel wire used for anchors and ties must be fabricated from steel wire conforming to ASTM A 82/A 82M. Wire ties or anchors in exterior walls must conform to ASTM A 641/A 641M. Joint reinforcement in interior walls, and in exterior or interior walls exposed to moist environment must conform to ASTM A 641/A 641M; coordinate with paragraph JOINT REINFORCEMENT below.

Anchors and ties must be sized to provide a minimum of 5/8-inch mortar cover from either face.

2.6.1 Bar Positioners

Bar positioners, used to prevent displacement of reinforcing bars during the course of construction, must be factory fabricated from 9 gauge steel wire or equivalent, and coated with a hot-dip galvanized finish. Not more than one wire shall cross the cell.

2.7 JOINT REINFORCEMENT

Joint reinforcement must be factory fabricated from steel wire conforming to ASTM A 82/A 82M, welded construction. Tack welding will not be acceptable in reinforcement used for wall ties. Wire must have zinc coating conforming to ASTM A 153/A 153M, Class B-2. All wires must be a minimum of 9 gauge. Reinforcement must be ladder type design, having one longitudinal wire in the mortar bed of each face shell for hollow units and one wire for solid units. Joint reinforcement must be placed a minimum of 5/8-inch cover from either face. The distance between crosswires must not exceed 16 inches. Joint reinforcement for straight runs must be furnished in flat sections not less than 10 feet long. Joint reinforcement must be provided with factory formed corners and intersections. If approved for use, joint reinforcement may be furnished with adjustable wall tie features.

SECTION 04 20 00.00 25 Page 9

2.8 REINFORCING STEEL BARS AND RODS

Reinforcing steel bars and rods must conform to ASTM A 615/A 615M, Grade 60.

2.9 EXPANSION-JOINT MATERIALS

Backer rod and sealant must be adequate to accommodate joint compression equal to 50 percent of the width of the joint. The backer rod must be compressible rod stock of polyethylene foam, polyurethane foam, butyl rubber foam, or other flexible, nonabsorptive material as recommended by the sealant manufacturer.

PART 3 EXECUTION

3.1 PREPARATION

Prior to start of work, masonry inspector must verify the applicable conditions as set forth in ACI 530/530.1, inspection. The Contracting Officer will serve as inspector or will select a masonry inspector.

3.1.1 Cold Weather Installation

Before erecting masonry when ambient temperature or mean daily air temperature falls below 40 degrees F or temperature of masonry units is below 40 degrees F, a written statement of proposed cold weather construction procedures must be submitted for approval. The following precautions must be taken during all cold weather erection. Conform to ACI 530/530.1 for hot and cold weather masonry erection.

3.1.2 Protection

Ice or snow formed on the masonry bed must be thawed by the application of heat. Heat must be applied carefully until the top surface of the masonry is dry to the touch. Sections of masonry deemed frozen and damaged must be removed before continuing construction of those sections.

a. Air temperature 40 to 32 degrees F. Sand or mixing water must be heated to produce mortar temperatures between 40 and 120 degrees F

b. Air temperature 32 to 25 degrees F. Sand and mixing water must be heated to produce mortar temperatures between 40 and 120 degrees F.

Temperature of mortar on boards must be maintained above freezing.

c. Air temperature 25 to 20 degrees F. Sand and mixing water must be heated to provide mortar temperatures between 40 and 120 degrees F.

Temperature of mortar on boards must be maintained above freezing.

Sources of heat must be used on both sides of walls under construction. Windbreaks must be employed when wind is in excess of 15 mph.

d. Air temperature 20 degrees F and below. Sand and mixing water must be heated to provide mortar temperatures between 40 and 120 degrees F.

Enclosure and auxiliary heat must be provided to maintain air temperature above 32 degrees F. Temperature of units when laid must not be less than 20 degrees F.

SECTION 04 20 00.00 25 Page 10

3.1.3 Completed Masonry and Masonry Not Being Worked On

a. Mean daily air temperature 40 to 32 degrees F. Masonry must be protected from rain or snow for 24 hours by covering with weather-resistive membrane.

b. Mean daily air temperature 32 to 25 degrees F. Masonry must be completely covered with weather-resistant membrane for 24 hours.

c. Mean daily air temperature 25 to 20 degrees F. Masonry must be completely covered with insulating blankets or equally protected for 24 hours.

d. Mean daily temperature 20 degrees F and Below. Masonry temperature must be maintained above 32 degrees F for 24 hours by enclosure and supplementary heat, by electric heating blankets, infrared heat lamps, or other approved methods.

3.1.4 Stains

Protect exposed surfaces from mortar and other stains. When mortar joints are tooled, remove mortar from exposed surfaces with fiber brushes and wooden paddles. Protect base of walls from splash stains by covering adjacent ground with sand, sawdust, or polyethylene.

3.1.5 Surfaces

Surfaces on which masonry is to be placed must be cleaned of laitance, dust, dirt, oil, organic matter, or other foreign materials and must be slightly roughened to provide a surface texture with a depth of at least 1/8-inch. Sandblasting must be used, if necessary, to remove laitance from pores and to expose the aggregate.

3.2 LAYING MASONRY UNITS

Coordinate masonry work with the work of other trades to accommodate built-in items and to avoid cutting and patching. Masonry units must be laid in running bond pattern. Facing courses must be level with back-up courses. Each unit must be adjusted to its final position while mortar is still soft and plastic. Units that have been disturbed after the mortar has stiffened must be removed, cleaned, and relaid with fresh mortar. Air spaces, cavities, chases, expansion joints, and spaces to be grouted must be kept free from mortar and other debris. Units used in exposed masonry surfaces must be selected from those having the least amount of chipped edges or other imperfections detracting from the appearance of the finished work. Vertical joints must be kept plumb. Units being laid and surfaces to receive units must be free of water film and frost. Solid units must be laid in a nonfurrowed full bed of mortar. Units must be shoved into place so that the vertical joints are tight. Mortar will be permitted to protrude up to 1/2-inch into the space or cells to be grouted. Means must be provided to prevent mortar from dropping into the space below.

3.2.1 Forms and Shores

Provide bracing and scaffolding as required. Design bracing to resist wind pressure as required by local codes. Forms and shores must be sufficiently rigid to prevent deflections which may result in cracking or other damage to supported masonry and sufficiently tight to prevent leakage of mortar and grout. Supporting forms and shores must not be removed in less than 10

SECTION 04 20 00.00 25 Page 11 days.

3.2.2 Reinforced Concrete Masonry Units Walls

Where vertical reinforcement occurs, fill cores solid with grout. Lay units in such a manner as to preserve the unobstructed vertical continuity of cores to be filled. Embed the adjacent webs in mortar to prevent leakage of grout. Remove mortar fins protruding from joints before placing grout. Minimum clear dimensions of vertical cores must be 2- by 3-inches. Position reinforcing accurately as indicated before placing grout. As masonry work progresses, secure vertical reinforcing in place at vertical intervals not to exceed 160 bar diameters. Use puddling rod or vibrator to consolidate the grout. Minimum clear distance between masonry and vertical reinforcement must be not less than 1/2-inch. Unless indicated or specified otherwise, form splices by lapping bars not less than 40 bar diameters and wire tying them together.

3.2.3 Concrete Masonry Units

Units in starting courses on footings, solid foundation walls and where cells are to be filled with grout must be full bedded in mortar under both face shells and webs. Other units must be full bedded under both face shells. Head joints must be filled solidly with mortar for a distance in from the face of the unit not less than the thickness of the face shell.

3.2.4 Tolerances

Masonry must be laid plumb, true to line, with courses level. Bond pattern must be kept plumb throughout. Corners must be square unless noted otherwise. Except for walls constructed of prefaced concrete masonry units, masonry must be laid within the following tolerances (plus or minus unless otherwise noted):

TABLE I

TOLERANCES

Variation from the plumb in the lines and surfaces of columns, walls and arises

In adjacent masonry units 1/8 inch In 10 feet 1/4 inch In 20 feet 3/8 inch In 40 feet or more 1/2 inch

Variations from the plumb for external corners, expansion joints, and other conspicuous lines

In 20 feet 1/4 inch In 40 feet or more 1/2 inch

Variations from the level for exposed lintels, sills, parapets, horizontal grooves, and other conspicuous lines

In 20 feet 1/4 inch

SECTION 04 20 00.00 25 Page 12

TOLERANCES

In 40 feet or more 1/2 inch

Variation from level for bed joints and top surfaces of bearing walls

In 10 feet 1/4 inch In 40 feet or more 1/2 inch

Variations from horizontal lines

In 10 feet 1/4 inch In 20 feet 3/8 inch In 40 feet or more 1/2 inch

Variations in cross sectional dimensions of columns and in thickness of walls

Minus 1/4 inch Plus 1/2 inch

3.2.5 Cutting and Fitting

Full units of the proper size must be used wherever possible, in lieu of cut units. Cutting and fitting, including that required to accommodate the work of others, must be done by masonry mechanics using power masonry saws. Concrete masonry units may be wet or dry cut. Wet cut units, before being placed in the work, must be dried to the same surface-dry appearance as uncut units being laid in the wall. Cut edges must be clean, true and sharp.

3.2.6 Jointing

Joints must be tooled when the mortar is thumbprint hard. Horizontal joints must be tooled last. Joints must be brushed to remove all loose and excess mortar. Mortar joints must be finished as follows:

3.2.6.1 Flush Joints

Joints in concealed masonry surfaces and joints at electrical outlet boxes in wet areas must be flush cut. Flush cut joints must be made by cutting off the mortar flush with the face of the wall. Joints in unparged masonry walls below grade must be pointed tight. Flush joints for architectural units, such as fluted units, must completely fill both the head and bed joints.

3.2.7 Joint Widths

Joint widths must be as follows:

Concrete masonry units must have 3/8-inch joints.

3.2.8 Embedded Items

Spaces around built-in items must be filled with mortar. Anchors, ties and

SECTION 04 20 00.00 25 Page 13 joint reinforcement must be fully embedded in the mortar. Cells receiving anchor bolts and cells of the first course below bearing plates must be filled with grout.

3.2.9 Unfinished Work

Unfinished work must be stepped back for joining with new work. Toothing may be resorted to only when specifically approved. Loose mortar must be removed and the exposed joints must be thoroughly cleaned before laying new work.

3.2.10 Masonry Wall Intersections

Each course must be masonry bonded at corners and elsewhere as shown.

Masonry walls must be anchored or tied together at corners and intersections with bond beam reinforcement and prefabricated corner or tee pieces of joint reinforcement as shown.

3.3 MORTAR

Mortar must be mixed in a mechanically operated mortar mixer for at least three minutes, but not more than five minutes. Measurement of ingredients for mortar must be by volume. Ingredients not in containers, such as sand, must be accurately measured by the use of measuring boxes. Water must be mixed with the dry ingredients in sufficient amount to provide a workable mixture which will adhere to the vertical surfaces of masonry units.

Mortar that has stiffened because of loss of water through evaporation must be retempered by adding water to restore the proper consistency and workability. Mortar that has reached its initial set or that has not been used within 2.5 hours after mixing must be discarded.

3.4 REINFORCING STEEL

Reinforcement must be cleaned of loose, flaky rust, scale, grease, mortar, grout, or other coating which might destroy or reduce its bond prior to placing grout. Bars with kinks or bends not shown on the drawings must not be used. Reinforcement must be placed prior to grouting. Unless otherwise indicated, vertical wall reinforcement must extend to within 2 inches of tops of walls.

3.4.1 Positioning Bars

Vertical bars must be accurately placed within the cells at the positions indicated on the drawings. A minimum clearance of 1/2-inch must be maintained between the bars and masonry units. Minimum clearance between parallel bars must be one diameter of the reinforcement. Vertical reinforcing may be held in place using bar positioners located near the ends of each bar and at intermediate intervals of not more than 192 diameters of the reinforcement.

3.4.2 Splices

Bars must be lapped a minimum of 48 diameters of the reinforcement. Welded or mechanical connections must develop at least 125 percent of the specified yield strength of the reinforcement.

3.5 JOINT REINFORCEMENT INSTALLATION

Joint reinforcement must be installed at 16 inches on center or as

SECTION 04 20 00.00 25 Page 14 indicated. Reinforcement must be lapped not less than 6 inches.

Prefabricated sections must be installed at corners and wall intersections. The longitudinal wires of joint reinforcement must be placed to provide not less than 5/8-inch cover to either face of the unit.

3.6 PLACING GROUT

Cells containing reinforcing bars must be filled with grout. Walls below grade, lintels, and bond beams must be filled solid with grout. Units other than open end units may require grouting each course to preclude voids in the units. Grout not in place within 1-1/2 hours after water is first added to the batch must be discarded. Sufficient time must be allowed between grout lifts to preclude displacement or cracking of face shells of masonry units. If blowouts, flowouts, misalignment, or cracking of face shells should occur during construction, the wall must be torn down and rebuilt.

3.6.1 Vertical Grout Barriers for Fully Grouted Walls

Grout barriers must be provided not more than 30 feet apart, or as required, to limit the horizontal flow of grout for each pour.

3.6.2 Horizontal Grout Barriers

Grout barriers must be embedded in mortar below cells of hollow units receiving grout.

3.6.3 Grout Holes and Cleanouts

3.6.3.1 Grout Holes

Grouting holes must be provided in slabs, spandrel beams, and other in-place overhead construction. Holes must be located over vertical reinforcing bars or as required to facilitate grout fill in bond beams.

Upon completion of grouting operations, grouting holes must be plugged and finished to match surrounding surfaces.

3.6.4 Grouting Equipment

3.6.4.1 Grout Pumps

Pumping through aluminum tubes will not be permitted. Pumps must be operated to produce a continuous stream of grout without air pockets, segregation, or contamination. Upon completion of each day's pumping, waste materials and debris must be removed from the equipment, and disposed of outside the masonry.

3.6.4.2 Vibrators

Internal vibrators must maintain a speed of not less than 5,000 impulses per minute when submerged in the grout. At least one spare vibrator must be maintained at the site at all times. Vibrators must be applied at uniformly spaced points not further apart than the visible effectiveness of the machine. Duration of vibration must be limited to time necessary to produce satisfactory consolidation without causing segregation.

3.6.5 Grout Placement

Masonry must be laid to the top of a pour before placing grout. Grout must

SECTION 04 20 00.00 25 Page 15 not be placed in two-wythe solid unit masonry cavity until mortar joints have set for at least three days during hot weather and five days during cold damp weather. Grout must not be placed in hollow unit masonry until mortar joints have set for at least 24 hours. Grout must be placed using a hand bucket, concrete hopper, or grout pump to completely fill the grout spaces without segregation of the aggregates. Vibrators must not be inserted into lower pours that are in a semi-solidified state. The height of grout pours and type of grout used shall be limited by the dimensions of grout spaces as indicated in Table II. Low-lift grout methods may be used on pours up to and including 5 feet in height. High-lift grout methods mustbe used on pours exceeding 5 feet in height.

3.6.5.1 Low-Lift Method

Grout must be placed at a rate that will not cause displacement of the masonry due to hydrostatic pressure of the grout. Mortar protruding more than 1/2-inch into the grout space must be removed before beginning the grouting operation. Grout pours 12 inches or less in height must be consolidated by mechanical vibration or by puddling. Grout pours over 12 inches in height must be consolidated by mechanical vibration and reconsolidated by mechanical vibration after initial water loss and settlement has occurred. Vibrators must not be inserted into lower pours that are in a semi-solidified state. Low-lift grout must be used subject to the limitations of Table II.

3.6.5.2 High-Lift Method

Mortar droppings must be cleaned from the bottom of the grout space and from reinforcing steel. Mortar protruding more than 1/4-inch into the grout space must be removed by dislodging the projections with a rod or stick as the work progresses. Reinforcing, bolts, and embedded connections must be rigidly held in position before grouting is started. CMU units mustnot be pre-wetted. Grout, from the mixer to the point of deposit in the grout space must be placed as rapidly as practical by pumping and placing methods which will prevent segregation of the mix and cause a minimum of grout splatter on reinforcing and masonry surfaces not being immediately encased in the grout lift. The individual lifts of grout must be limited to4 feet in height. The first lift of grout must be placed to a uniform height within the pour section and vibrated thoroughly to fill all voids. This first vibration must follow immediately behind the pouring of the grout using an approved mechanical vibrator. After a waiting period sufficient to permit the grout to become plastic, but before it has taken any set, the succeeding lift must be poured and vibrated 12 to 18 inches into the preceding lift. If the placing of the succeeding lift is going to be delayed beyond the period of workability of the preceding, each lift must be reconsolidated by reworking with a second vibrator as soon as the grout has taken its settlement shrinkage. The waiting, pouring, and reconsolidation steps must be repeated until the top of the pour is reached. The top lift must be reconsolidated after the required waiting period. The high-lift grouting of any section of wall between vertical grout barriers must be completed to the top of a pour in one working day unless a new series of cleanout holes is established and the resulting horizontal construction joint cleaned. High-lift grout must be used subject to the limitations in Table II.

SECTION 04 20 00.00 25 Page 16

TABLE II

POUR HEIGHT AND TYPE OF GROUT FOR VARIOUS GROUT SPACE DIMENSIONS

Minimum Dimensions of the Total Clear Areas Within Grout Maximum Spaces and Cells (in.) (1,2) Grout Pour Height Grout Grouting Multiwythe Hollow-unit (feet) (4) Type Procedure Masonry (3) Masonry 1 Fine Low Lift 3/4 1-1/2 x 2 5 Fine Low Lift 2 2 x 3 8 Fine High Lift 2 2 x 3 12 Fine High Lift 2-1/2 2-1/2 x 3 24 Fine High Lift 3 3 x 3 1 Coarse Low Lift 1-1/2 1-1/2 x 3 5 Coarse Low Lift 2 2-1/2 x 3 8 Coarse High Lift 2 3 x 3 12 Coarse High Lift 2-1/2 3 x 3 24 Coarse High Lift 3 3 x 4

Notes:

a. The actual grout space or cell dimension must be larger than the sum of the following items:

(1) The required minimum dimensions of total clear areas given in the table above;

(2) The width of any mortar projections within the space;

(3) The horizontal projections of the diameters of the horizontal reinforcing bars within a cross section of the grout space or cell.

b. The minimum dimensions of the total clear areas must be made up of one or more open areas, with at least one area being 3/4-inch or greater in width.

c. For grouting spaces between masonry wythes.

d. Where only cells of hollow masonry units containing reinforcement are grouted, the maximum height of the pour must not exceed the distance between horizontal bond beams.

3.7 POINTING AND CLEANING

After mortar joints have attained their initial set, but prior to hardening, completely remove mortar and grout daubs or splashings from masonry-unit surfaces that will be exposed or painted. Before completion of the work, defects in joints of masonry to be exposed or painted must be raked out as necessary, filled with mortar, and tooled to match existing joints. Immediately after grout work is completed, scum and stains which have percolated through the masonry work must be removed using a high pressure stream of water and a stiff bristled brush. Masonry surfaces must not be cleaned, other than removing excess surface mortar, until mortar in joints has hardened. Masonry surfaces must be left clean, free of mortar daubs, dirt, stain, and discoloration, including scum from cleaning

SECTION 04 20 00.00 25 Page 17 operations, and with tight mortar joints throughout. Metal tools and metal brushes must not be used for cleaning.

3.8 DRY-BRUSHING

a. Exposed concrete masonry unit.

b. Must be dry-brushed at the end of each day's work and after any required pointing, using stiff-fiber bristled brushes.

3.9 WASTE MANAGEMENT

3.9.1 General

Manage waste according to the Waste Management Plan and as follows.

Minimize water used to wash mixing equipment. Use trigger operated spray nozzles for water hoses.

3.9.2 Separate and Recycle Waste

Place materials defined as hazardous or toxic waste in designated containers. Fold up metal banding, flatten, and place in designated area for recycling. Collect wood packing shims and pallets and place in designated area. Use leftover mixed mortar under approval of the GQAR.

Separate masonry waste and place in designated area for use as structural fill. Separate selected masonry waste and excess for landscape uses, either whole or crushed as ground cover.

-- End of Section --

SECTION 04 20 00.00 25 Page 18

General Decision Number: OR170057 07/21/2017 OR57

Superseded General Decision Number: OR20160057

State: Oregon

Construction Type: Heavy

County: Lane County in Oregon.

HEAVY CONSTRUCTION PROJECTS

Note: Under Executive Order (EO) 13658, an hourly minimum wage of $10.20 for calendar year 2017 applies to all contracts subject to the Davis-Bacon Act for which the contract is awarded (and any solicitation was issued) on or after January

1, 2015. If this contract is covered by the EO, the contractor must pay all workers in any classification listed on this wage determination at least $10.20 (or the applicable wage rate listed on this wage determination, if it is higher) for all hours spent performing on the contract in calendar year 2017.

The EO minimum wage rate will be adjusted annually. Additional information on contractor requirements and worker protections under the EO is available at www.dol.gov/whd/govcontracts.

Modification Number Publication Date

0 01/06/2017

1 01/13/2017

2 03/10/2017

3 06/30/2017

4 07/21/2017

BROR0001-012 06/01/2017

Rates Fringes

BRICKLAYER.......................$ 36.03 20.81

CARP0001-024 06/01/2012

Carpenters:

Excluding Form Work.........$ 32.61 14.44

ELEC0280-014 01/01/2017

LANE (EAST OF A LINE RUNNING NORTH AND SOUTH FROM THE NORTHEAST

CORNER OF COOS COUNTY TO THE SOUTHEAST CORNER OF LINCOLN COUNTY)

ELECTRICIAN......................$ 38.70 18.85

ELEC0932-010 01/01/2017

REPLACED IN ITS ENTIRETY

A5-1

LANE COUNTY (AREA LYING WEST OF A LINE NORTH AND SOUTH FROM THE

N.E. CORNER OF COOS COUNTY TO THE S.E. CORNER OF LINCOLN COUNTY)

ELECTRICIAN......................$ 36.80 16.90

ENGI0701-030 01/01/2017

POWER EQUIPMENT OPERATOR

GROUP 1.....................$ 39.90 14.10

GROUP 1A....................$ 41.90 14.10

GROUP 1B....................$ 43.89 14.10

GROUP 2.....................$ 37.99 14.10

GROUP 3.....................$ 36.84 14.10

GROUP 4.....................$ 35.76 14.10

GROUP 5.....................$ 34.52 14.10

GROUP 6.....................$ 31.30 14.10

POWER EQUIPMENT OPERATORS CLASSIFICATIONS

GROUP 1: CRANE: Helicopter Operator, when used in erecting work; Whirley Operator, 90 ton and over; LATTICE BOOM

CRANE: Operator 200 tons through 299 tons, and/or over 200 feet boom; HYDRAULIC CRANE: Hydraulic Crane Operator 90 tons through 199 tons with luffing or tower attachments;

GROUP 1A: HYDRAULIC CRANE: Hydraulic Operator, 200 tons and over (with luffing or tower attachment); LATTICE BOOM

CRANE: Operator, 200 tons through 299 tons, with over 200 feet boom;

GROUP 1B: LATTICE BOOM CRANE: Operator, 300 tons through 399 tons with over 200 feet boom; Operator 400 tons and over

GROUP 2: CRANE: Cableway Operator, 25 tons and over;

HYDRAULIC CRANE: Hydraulic crane operator 90 tons through

199 tons (without luffing or tower attachment);

TOWER/WHIRLEY OPERATOR: Tower Crane Operator; Whirley

Operator, under 90 tons; LATTICE BOOM CRANE: 90 through 199 tons and/or 150 to 200 feet boom; HYDRAULIC CRANE:

Hydraulic crane operator, 50 tons through 89 tons (with luffing or tower attachment); Rubber tired scraper with tandom scrapers, multi-engineTrenching Machine-Wheel

Operator; Loader 120,000 lbs and above; BLADE: Auto Grader;

Blade Operator-Robotic; Bulldozer over 120,000 lbs and above; CRANE: Derrick Barge Operator 30 ton but less than

150 ton;

GROUP 3: HYDRAULIC CRANE: Hydraulic crane operator, 50 tons through 89 tons (without luffing or tower attachment);

LATTICE BOOM CRANES: Lattice Boom Crane-50 through 89 tons

(and less than 150 feet boom); Rubber Tired Scraper: with

A5-2 tandom scrapers; self loading, paddle wheel, auger type, finish and/or 2 or more units; Loader 60,000 lbs and less than 120,000 lbs; Bulldozer over 70,000 lbs up to and including 120,000 lbs;

GROUP 4: CRANE: Hydraulic Crane Operator, under 50 tons;

LATTICE BOOM CRANE OPERATOR: Lattice Boom Crane Operator, under 50 tons; TRACKHOE/BACKHOE-ROBOTIC: track and wheel type, up to and including 20,0000 lbs. with any or all attachments; BLADE: Blade Operator; Tractor operator with boom attachment; DRILLING: Churm Drill and Earth Boring

Machine Operator; Directional Drill Operator over 20,000 lbs pullback; CRANE: Chicago boom and similar types; Boom type lifting device, 5 ton capacity or less; Asphalt Paver;

Rubber-Tired Scraper, single engine, single scraper;

Compactor-Self Propelled; Loaders 25,000 lbs and less than

60,000 lbs; Bulldozer over 20,000 lbs and more than 100 horse up to 70,000 lbs; Mechanic;CRANE: Derrick Barge

Operator less than 30 ton; Piledriver; Screed; Compactor with blade

GROUP 5: TRACKHOE/BACKHOE HYDRAULIC: Track type up to and including 20,000 lbs, Wheel type (Ford, John Deer, Case

Type); Boom truck operator; DRILLING: Churm Drill and Earth

Boring Machine Operator; Directional Drill Operator less than 20,000 lbs pullback; Concrete Pumper; Concrete Paver:

Compactor; Loaders, rubber tired type , less than 25,00 lbs; Forklift over 5 ton, Bulldozer 20,000 lbs or 100 horses or less; Mixer operator; Roller; Compactor without blade

GROUP 6: LOADERS: (less than 1 cu yd.); Oiler; Bobcat/Skid

Loader; Grade Checker; Crane oiler; Asphalt Spreader; Broom

Operator; Forklift; Roller (non-asphalt)

Zone Differential (add to Zone 1 rates):

Zone 2 - $3.00

Zone 3 - $6.00

For the following metropolitan counties: MULTNOMAH;

CLACKAMAS; MARION; WASHINGTON; YAMHILL; AND COLUMBIA;

CLARK; AND COWLITZ COUNTY, WASHINGTON WITH MODIFICATIONS AS

INDICATED:

All jobs or projects located in Multnomah, Clackamas and

Marion Counties, West of the western boundary of Mt. Hood

National Forest and West of Mile Post 30 on Interstate 84 and West of Mile Post 30 on State Highway 26 and West of

Mile Post 30 on Highway 22 and all jobs or projects located in Yamhill County, Washington County and Columbia County and all jobs or porjects…