XHZG142601_Addendum__2.pdf

ADDENDUM NO. 2

TO THE BIDDING DOCUMENTS FOR

TULSA AIR NATIONAL GUARD

REPAIR BUILDING 230 BERM SYSTEM

PROJECT No. XHZG142601

AIP PROJECT No. 1617C

December 07, 2017

CONTRACTOR SHALL INCORPORATE ALL CHANGES, REVISIONS, CORRECTIONS

AND MODIFICATIONS INCLUDED IN THIS ADDENDUM INTO THE BID FOR THIS

PROJECT. CONTRACTOR SHALL ACKNOWLEDGE RECEIPT OF THIS ADDENDUM

ON BID FORM.

DRAWING ITEMS:

ITEM NO. 1:

Revision: Refer to Drawing Sheet AD-301 Demolition Sections.

Revise AD-301 Demolition Sections per AD-301 Demolition Sections attached.

ITEM NO. 2:

Revision: Refer to Drawing Sheet AN-001 New Site Plan.

Revise AN-001 New Site Plan per AN-001 New Site Plan attached.

ITEM NO. 3:

Revision: Refer to Drawing Sheet AN-301 New Section Details.

Revise AN-301 New Section Details per AN-301 New Section Details attached.

ITEM NO. 4:

Revision: Refer to Drawing Sheet AN-201 New Exterior Elevations.

At all occurrences delete, “New thin brick on thick mortar setting bed over metal lathe on,” and replace with, “New face brick, 2” air gap, and.”

12/07/2017

SPECIFICATION ITEMS:

ITEM NO. 1:

Revision: Refer to Project Manual Project Table of Contents.

Insert, “03 45 00 Precast Architectural Concrete,” and, “04 20 00 Unit Masonry.”

ITEM NO. 2:

Revision: Refer to the Project Manual.

Insert Section 03 45 00 Precast Architectural Concrete attached in entirety.

ITEM NO. 3:

Revision: Refer to the Project Manual.

Insert Section 04 20 00 Unit Masonry attached in entirety.

------------------------------------------END OF ADDENDUM---------------------------------------------

EXISTING 4" DIA.

FOUNDATION DRAIN

TO REMAIN

REMOVE EXISTING

SOIL BERM

CLEAN WALL AND

PREP FOR NEW

FLUID APPLIED

WATERPROOFING

REMOVE EXISTING

SPINKLER SYSTEM

REMOVE EXISTING

METAL DRAINAGE BOOT

REMOVE EXISTING

METAL DOWNSPOUT

REMOVE EXISTING

SOIL

REMOVE EXISTING

SOIL BERM

CLEAN WALL AND

PREP FOR NEW

FLUID APPLIED

WATERPROOFING

REMOVE EXISTING

SPINKLER SYSTEM

REMOVE EXISTING

METAL DRAINAGE BOOT

REMOVE EXISTING

METAL DOWNSPOUT

REMOVE EXISTING

SOIL

EXISTING 4" DIA.

FOUNDATION DRAIN

TO REMAIN

AD-301

DEMOLITION

SECTIONS

SCALE: 3/4"=1'-0"

DEMO WALL SECTION

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03/16/2017

1617C

SHEET NO.:

SHEET TITLE:

PROJECT NO.:

DATE:

CHECKED BY:

PROJ. MANAGER:

DRAWN BY:

DATEREV. DESCRIPTION

REVISIONS

SEAL:

ARCHITECTS

IN

3220 MARSHALL AVENUE

NORMAN, OK 73072

TEL: 405.360.1300

FAX: 405.360.1431

CSM

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03/16/2017

SCALE: 3/4"=1'-0"

DEMO WALL SECTION

GENERAL SOIL REMOVAL NOTE:

REFER TO CIVIL FOR INSTRUCTIONS ON SOIL

REMOVAL, STOCKPILES AND REUSE.

12/07/17

ADD. # 2

1 1

32'-6"48'-11"

8'-8"

57'-7"

8'-8" 51'-2"

59'-10"

NEW SOD TYP.

WHERE HATCHED

NEW SOD TYP.

WHERE HATCHED

AN-201

AN-201

AN-201

AN-201

BUILDING 230

FF = 609.90

NO WORK IN SHADED AREA

AN-001

NEW SITE PLAN

NORTH

NEW SITE PLAN

SCALE: 1" = 10'-0"

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03/16/2017

1617C

SHEET NO.:

SHEET TITLE:

PROJECT NO.:

DATE:

CHECKED BY:

PROJ. MANAGER:

DRAWN BY:

DATEREV. DESCRIPTION

REVISIONS

SEAL:

ARCHITECTS

IN

3220 MARSHALL AVENUE

NORMAN, OK 73072

TEL: 405.360.1300

FAX: 405.360.1431

CSM

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03/16/2017

SITE PLAN LEGEND:

NEW SOD

SCALE: NO SCALE

NOT USED

04/24/17

ADD. # 1

1 1

12/07/17

ADD. # 2

EXISTING CONCRETE

WALL PANEL

NEW 2" RIGID

INSULATION BOARD

NEW PRE-CAST STONE

COPING

AN-301

AN-301

SIM

NEW CONCRETE FOOTING

NEW METAL DOWNSPOUT.

CONNECT TO EXISTING

UNDERGROUND DRAINAGE

SYSTEM. PAINT TO MATCH

EXISTING.

NEW 2" AIR GAP

NEW MASONRY

ANCHORS AT 16" O.C.

VERT., AND 36" O.C.

HORIZ.

GRADE - REF: CIVIL

1'-0"

EXISTING CONCRETE PIER

TO REMAIN

EXISTING 4" DIA.

FOUNDATION DRAIN TO

REMAIN

AN-301

NEW FACE BRICK

VENEER

NEW PRE-CAST STONE

COPING

NEW CONCRETE FOOTING

NEW METAL DOWNSPOUT.

CONNECT TO EXISTING

UNDERGROUND DRAINAGE

SYSTEM. PAINT TO MATCH

EXISTING.

AN-301

EXISTING CONCRETE

WALL PANEL

NEW 2" RIGID

INSULATION BOARD

NEW MASONRY

ANCHORS AT 16" O.C.

VERT., AND 36" O.C.

HORIZ.

AN-301

1'-0"

EXISTING CONCRETE PIER

TO REMAIN

EXISTING 4" DIA.

FOUNDATION DRAIN TO

REMAIN

NEW 2" AIR GAP

GRADE - REF: CIVIL

NEW FACE BRICK

VENEER

AN-301

NEW FLUID APPLIED

WATER BARRIER

NEW 2" RIGID

INSULATION BOARD

NEW MASONRY ANCHORS

AT 16" O.C. VERT., AND 36"

O.C. HORIZ.

NEW 2" AIR GAP

NEW FACE BRICK VENEER

EXISTING WALL

SHOWN SHADED

NEW MASONRY ANCHORS

AT 16" O.C. VERT., AND 36"

O.C. HORIZ.

NEW 2" RIGID

INSULATION BOARD

NEW FLUID APPLIED

WATER BARRIER

NEW 2" AIR GAP

NEW FACE

BRICK VENEER

EXISTING WALL

SHOWN SHADED

NEW FLUID APPLIED WATER

BARRIER

NEW 2" RIGID

INSULATION BOARD

NEW FACE BRICK VENEER

NEW 2" AIR GAP

NEW MASONRY ANCHORS AT

16" O.C. VERT., AND 36" O.C.

HORIZ.

EXISTING WALL

SHOWN SHADED

BACKER ROD AND SEALANT

CONTINUOUS AT NEW BRICK

VENEER

NEW PRE-CAST STONE

COPING

1/2"

8 1/4" 1/4"

GALVANIZED METAL BRACKET,

HOLDING CAPACITY 5 LBS/LF

DRIP EDGE

NEW 2" RIGID

INSULATION BOARD

NEW CONCRETE

FOOTING

NEW GROUT FILL

NEW FLUID APPLIED

WATER BARRIER

NEW FLUID APPLIED

WATER BARRIER

NEW WEEP AT 32" O.C., TYP.

NEW THROUGH WALL FLASHING

NEW MASONRY ANCHORS AT 16"

O.C. VERT., AND 36" O.C. HORIZ.

NEW FACE BRICK VENEER

GRADE - REF: CIVIL

EXISTING 4" DIA.

FOUNDATION DRAIN

TO REMAIN

T Y

P

EXISTING CONCRETE

PIER TO REMAIN

2 x #5 TOP AND

BOTTOM

T Y

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1 1/2"

TYP.

AN-301

NEW

SECTION

DETAILS

SCALE: 3/4"=1'-0"

NEW WALL SECTION

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03/16/2017

1617C

SHEET NO.:

SHEET TITLE:

PROJECT NO.:

DATE:

CHECKED BY:

PROJ. MANAGER:

DRAWN BY:

DATEREV. DESCRIPTION

REVISIONS

SEAL:

ARCHITECTS

IN

3220 MARSHALL AVENUE

NORMAN, OK 73072

TEL: 405.360.1300

FAX: 405.360.1431

CSM

GL

R E

P A

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D I N

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BKW

03/16/2017

SCALE: 3/4"=1'-0"

NEW WALL SECTION

NORTH

PLAN DETAIL

SCALE: 3"=1'-0"

SCALE: 3"=1'-0"

NEW WALL SECTION DETAIL

SCALE: 3"=1'-0"

NEW WALL SECTION DETAIL

SCALE: 3"=1'-0"

NEW WALL SECTION DETAIL

8"

8"

8"

8"

04/24/17

ADD. # 1

12/07/17

ADD. # 2

N

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1'-0"

REPAIR BLDG 230 BERM SYSTEM XHZG142601

Section 03 45 00 Page 1

SECTION 03 45 00

PRECAST ARCHITECTURAL CONCRETE

05/16

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 211.1 (1991; R 2009) Standard Practice for

Selecting Proportions for Normal, Heavyweight and Mass Concrete

ACI 318 (2014; Errata 1-2 2014; Errata 3-5 2015;

Errata 6 2016; Errata 7 2017) Building Code Requirements for Structural Concrete and Commentary

ASTM INTERNATIONAL (ASTM)

ASTM C150/C150M (2017) Standard Specification for Portland

Cement

ASTM C260/C260M (2010a; R 2016) Standard Specification for

Air-Entraining Admixtures for Concrete

ASTM C33/C33M (2016) Standard Specification for Concrete

Aggregates

PRECAST/PRESTRESSED CONCRETE INSTITUTE (PCI)

PCI MNL-117 (2013) Manual for Quality Control for Plants and Production of Architectural Precast Concrete Products, 3rd Edition

PCI MNL-122 (2007) Architectural Precast Concrete, 3rd

Edition

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-04 Samples

4 inch x 4 inchColor ChipsSD-05 Design Data

Section 03 45 00 Page 2

Contractor-Furnished Mix Design; G

SD-07 Certificates

Manufacturer's Qualifications; G

Fabricator Quality Certifications

SD-08 Manufacturer's Instructions

Installation; G

Cleaning; G

1.3 MODIFICATION OF REFERENCES

In the referenced ACI and PCI publications, consider the advisory provisions to be mandatory. Interpret reference to the "Building Official," the "Structural Engineer," and the "Architect/Engineer" to mean the Contracting Officer.

1.4 GENERAL REQUIREMENTS

Precast concrete units must be designed and fabricated by an experienced and certified precast concrete manufacturer. The manufacturer needs to have been regularly and continuously engaged in the manufacture of precast concrete work similar to that indicated on the drawings for at least 3 years. The Contractor must submit a statement detailing the Manufacturer's Qualifications. Coordinate precast work with the work of other trades.

1.5 DELIVERY, STORAGE, AND HANDLING

Deliver packaged materials, except for wall panels, to the project site in the original, unbroken packages or containers, each bearing a label clearly identifying manufacturer's name, brand name, weight or volume, and other pertinent information. Store packaged materials, and materials in containers, in a weathertight and dry place until ready for use.

Store products in manufacturer's unopened packaging in dry storage area, with ambient temperature between 30 degrees F and 120 degrees F, until installation.

1.6 STORAGE AND INSPECTION AT MANUFACTURER'S PLANT

Protect precast units temporarily stored at the manufacturer's plant from damage in accordance with PCI MNL-117 and PCI MNL-122. Immediately prior to shipment to the jobsite, all precast concrete units must be inspected for quality to insure all precast units conform to the requirements specified.

Inspection for quality will include, but will not be limited to, the following elements: color, texture, dimensional tolerances, chipping, cracking, staining, warping and honeycombing. Replace or repair all defective precast concrete units as approved.

1.7 PLANT INSPECTION

At the option of the Contracting Officer, precast units may be inspected.

The Contractor is to give notice 14 days prior to the time the units will be

Section 03 45 00 Page 3 available for plant inspection. Neither the exercise nor waiver of inspection at the plant will affect the Government's right to enforce contractual provisions after units are transported or erected.

1.7.1 Fabricator Quality Certifications

Plants must be certified by the PCI Plant Certification Program for Group A, Category A1, or Architectural Precast Association (APA) certification or National Precast Concrete Association (NPCA). When plants are not currently enrolled in one of the three certification programs listed above then they must provide a product quality control system in accordance with PCI MNL-117 and perform concrete and aggregate quality control testing using an approved, independent commercial testing laboratory.

]1.8 CONCRETE SAMPLING AND TESTING

1.8.1 Test for Concrete Materials

Sample and test concrete materials proposed for use in the work in accordance with PCI MNL-117.

Submit reports for each material sampled and tested prior to the start of work. Reports must contain the project name and number, date, name of Contractor, name of precast unit manufacturer, name of concrete testing service, source of concrete aggregates, generic name of aggregate, and values specified.

1.8.2 Quality Control Testing DuringFabrication

Sample and test concrete for quality control during fabrication as follows:

REQUIREMENT TEST METHOD NUMBER OF TESTS

Sampling fresh concrete ASTM C172/C172M except modified for slump per

ASTM C94/C94M

As required for each test

Slump test ASTM C143/C143M One for each concrete load at point of discharge and one for each set of compressive strength tests

Air Content by pressure method

ASTM C231/C231M One for each set of compressive strength tests

Section 03 45 00 Page 4

Compressive test specimens

ASTM C31/C31M One set of six specimens for each Compressive Strength test, one set per day or for every 20 cubic yards of concrete placed, whichever is greater.

Compression test specimens may be either standard 6 by 12 inch cylinders or 4-inch cubes. Cubes may be molded individually or cut from slabs.

Preparation and testing of cube specimens must be as nearly consistent with the test methods specified as possible, with the exception that the concrete will be placed in a single layer.

Curing of compression test specimens must be the same as the curing method used for the precast concrete wall panels until panels are stripped of forms and then standard moist cure will continue.

Concrete temperature

Each time a set of compression test specimens is made

Compressive strength tests

ASTM C39/C39M One set of facing strength tests mix and one set of backing mix for every ten panels or fraction thereof cast in any one day; two specimens in each set tested at 7 calendar days; three specimens in each set tested at 28 calendar days, and one specimen in each set retained in reserve for testing if required

Evaluate compression test results at 28 days in accordance with ACI 214R using a coefficient of variation of 20 percent. Evaluate the strength of concrete by averaging the test results (two specimens) of standard cylinders tested at 28 days. Not more than 20 percent of the individual tests can have an average compressive strength less than the specified ultimate compressive strength. Submit test reports on the same day that tests are made.

Reports for Compressive Strength tests need to contain the project name and number, date of concrete placement, name of Contractor, name of precast

Section 03 45 00 Page 5 concrete wall panel manufacturer, name of concrete testing service, panel identification letter and number, use of concrete mixture (facing or backing), design compressive strength at 28 calendar days, concrete-mix proportions and materials, and compressive breaking strength and type of break.

If 4-inch cubes are used for compressive strength specimens, average strength of the cubes at any test age must be multiplied by the factor of

0.8 to arrive at an estimate of the corresponding 6 by 12 inch cylinder strength. Report both of these values .

1.9 QUALITY ASSURANCE

1.9.1 Precast Drawings

Submit precast drawings with the following information:

a. Precast dimensions, cross-section, and edge details; location, size, and type of reinforcement, including reinforcement necessary for safe handling and erection of precast units and other embedded items. Comply with ACI SP-66.

b. Layout, dimensions, and identification of each precast unit, corresponding to installation sequence.

c. Setting drawings, instructions, and directions for installation of concrete inserts.

1.9.2 Mock-Up

Provide mock-up to establish that proposed materials and construction techniques provide acceptable visual effect. Materials used for mock-up should be those proposed for actual construction. Include all anchors, connections, flashing and joint fillers. Apply specified products to determine acceptability of appearance and optimum coverage rate required for application

2. Apply water repellent in accordance with manufacturer's instructions.

3. After materials have cured, water test surface to determine that sufficient water repellent has been applied.

4. Do not proceed with remaining work until workmanship, color, and detail are approved by Contracting Officer.

5. Modify mock-up area as required to produce acceptable work.

Job Mock Up Panel: Minimum 4 feet by 4 feet including Brick Masonry Mockup

1. Incorporate edge, reveal, and brick coursing detail as shown on drawings.

5. Maintain Mock Up for comparison with finished work.

1.9.3 Pre-Installation Meeting

Hold a meeting at the job site with representative of the manufacturer and the applicator prior to application of water repellents and all other trades

Section 03 45 00 Page 6 that may be effected by work of this section. Notify the Contracting Officer at least 3 days in advance of the time of the meeting.

PART 2 PRODUCTS

2.1 CONCRETE

2.1.1 Contractor-Furnished Mix Design

ACI 211.1 and ACI 301. The Contractor must submit the mix design report giving the maximum nominal coarse aggregate size, the proportions of all ingredients and the type and amount of any admixtures that will be used in the manufacture of each strength and type of concrete, a minimum of sixty days prior to commencing operations. Provide mix proportion data using at least three different water-cementitious material ratios for each type of mixture, which produce a range of strength encompassing those required for each type of concrete required. Plot a curve for each concrete mixture, showing the relationships between water-cementitious material ratios and compressive strengths. Maximum permissible water-cementitious material ratio must be that value not exceeding the maximum water-cementitious material ratio specified, indicated by the curve to produce a design minimum laboratory compressive strength at 28 calendar days not less than that specified. The mix design report is to contain the project name and number, date, name of Contractor, name of precast concrete wall panel manufacturer, name of concrete testing service, use of concrete mixture (facing or backing), source of concrete aggregates for each mixture. Submit certified copies of laboratory test reports, including mill tests and all other test data, for portland cement, blended cement, pozzolan, ground granulated blast furnace slag, silica fume, and aggregates. The statement must be accompanied by test results from an approved testing laboratory, certifying that the proportions selected will produce concrete of the properties required. Make no substitutions without additional tests to verify that the concrete properties are satisfactory. Concrete must have a 28-day compressive strength of _2100____ psi.

If, the compressive strength falls below that specified, adjust the mix proportions and water content and make necessary changes in the temperature, moisture, and curing procedures to secure the specified strength. Notify the Contracting Officer of all changes.

2.2 MATERIALS

2.2.1 Fine Aggregates

ASTM C33/C33M. The optional method of reducing the No. 50 and No. 100 sieve aggregates does not apply. The restriction to use only fine aggregates that do not contain any materials that are deleteriously reactive with alkalis in cement does apply.

2.2.2 Coarse Aggregate

ASTM C33/C33M, Granite, quartz, or limestone; gradation and colors as needed to produce required cast stone textures and colors.

2.2.3 Cementitious Materials

Section 03 45 00 Page 7

For exposed concrete, use one manufacturer and one source for each type of cement, ground slag, fly ash, and pozzolan.

2.2.3.1 Fly Ash

ASTM C618, Class F, except that the maximum allowable loss on ignition must not exceed 3 percent. Class F fly ash for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 8 percent and a total equivalent alkali content less than 1.5 percent.

Add with cement. Fly ash content must be a minimum of 20percent by weight of cementitious material, provided the fly ash does not reduce the amount of cement in the concrete mix below the minimum requirements of local building codes. Where the use of fly ash cannot meet the minimum level, provide the maximum amount of fly ash permittable that meets the code requirements for cement content. Report the chemical analysis of the fly ash in accordance with ASTM C311/C311M. Evaluate and classify fly ash in accordance with ASTM D5759.

2.2.3.2 Raw or Calcined Natural Pozzolan

Natural pozzolan must be raw or calcined and conform to ASTM C618, Class N, including the optional requirements for uniformity and effectiveness in controlling Alkali-Silica reaction and must have an ignition loss not exceeding 3 percent. Class N pozzolan for use in mitigating Alkali-Silica Reactivity must have a Calcium Oxide (CaO) content of less than 13 percent and total equivalent alkali content less than 3 percent.

2.2.3.3 Portland Cement

Provide cement that conforms to ASTM C150/C150M, Type I, low alkali with tri-calcium aluminates (C3A) content less than 10 percent and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium oxide) equivalent. Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.

2.2.4 Admixtures

ASTM C260/C260M for air-entraining admixtures. Other admixtures: ASTM C494/C494M. Certify that admixtures are free of chlorides. Coloring Admixture: ASTM C979/C979M, synthetic or natural mineral oxide or colored water reducing admixtures, temperature stable, and non-fading. Certify that coloring admixtures are free of chlorides.

2.2.5 Water

Water must comply with the requirements of ASTM C1602/C1602M. Minimize the amount of water in the mix. Improve workability by adjusting the grading rather than by adding water. Water must be potable; free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete. Submit test report showing water complies with ASTM C1602/C1602M.

2.2.6 Form Release Agent

Release agent must be manufacturer's standard non-staining type.

Section 03 45 00 Page 8

2.2.7 Grout

Packaged, nonmetallic, noncorrosive, nonstaining grout containing selected silica sands, portland cement, shrinkage-compensating agents, plasticizing and water-reducing agents, complying with ASTM C1107/C1107M, Grade A for drypack and Grades B and C for flowable grout and of consistency suitable for application within a 30-minute working time. Water-soluble chloride ion content less than 0.06 percent by weight of cement when tested according to

ASTM C1218/C1218M.

2.3 PRECAST ELEMENT FABRICATION

2.3.1 Formwork and Fabrication Tolerances

Provide forms and form-facing materials of wood, metal, plastic, or other approved material to produce concrete having the specified finish.

Construct forms mortar-tight and of sufficient strength to withstand all pressures due to concrete placing operations and temperature changes. Brace and stiffen against deformation. Provide form liners where required to produce indicated finish. Provide dimensional tolerances per PCI MNL-117.

2.3.2 Preparation for Placing Concrete

Remove hardened concrete, excess form parting compound, standing water, ice, snow, or other deleterious substances from form interiors and reinforcement before concrete placement. Secure reinforcement and embedded items.

2.3.3 Concrete Mixing and Conveying

2.3.3.1 Batch Plant, Mixer, Mixing, and Measuring of Materials

ASTM C94/C94M.

2.3.3.2 Conveying

Prevent segregation and loss of materials.

2.3.4 Concrete Placing

ACI 304R. Deposit concrete in the forms continuously or in layers of such thickness that no concrete will be placed on concrete which has hardened sufficiently to cause formation of seams or planes of weakness within the precast concrete units. Place concrete at a constant temperature of between 50 and 90 degrees F throughout fabrication of each unit. Make temperature of forms or molds the same as or close to the concrete temperature. For hot or cold weather, use methods recommended by ACI 305R and ACI 306.1. Vibrate and consolidate concrete to prevent segregation and to produce a high-density concrete free of honeycomb and rock pockets. When specified, the exposed-to-view facing mixture is required to be a minimum thickness of 3/4 inches. Place backing mixture before facing mixture attains initial set.

2.3.5 Finishing

2.3.5.1 Smooth, Exposed-to-View Surfaces

Provide a standard smooth finish to all exposed-to-view surfaces of panels, unless otherwise indicated. Provide a concrete surface having the texture

Section 03 45 00 Page 9 imparted by a steel form or other approved smooth surfaces form-facing material.

2.3.6 Curing

Provide moist or steam curing or curing compound. Do not remove precast units from forms; prevent moisture loss and maintain 50 degrees F minimum for at least 24 hours after finishing. Maintain precast units in a surface damp condition at 50 degrees F minimum until concrete has attained 75 percent minimum of the design compressive strength.[ Do not use steam curing with wood forms or in connection with chemically retarded exposed aggregate surfaces].

2.3.7 Repair of Surface Defects

Cut out defective areas to solid concrete, with edges of cuts perpendicular to the surface of the concrete, and clean thoroughly. Dampen area to be patched and brush-coat with nonshrink grout or bonding agent. Patch the surface in accordance with procedures previously submitted by the Contractor and approved by the Contracting Officer. Where exposed to view, the patches, when dry, needs to be indistinguishable from the surrounding surfaces.

2.3.7.1 Smooth, Concealed Surfaces

Acceptable defective area will be limited to holes left by rods and other temporary inserts, and to honeycomb or rock pockets of 1/4 inch diameter maximum. Remove fins and other projections on the surfaces.

2.3.8 Stripping

Do not remove precast concrete units from forms until units develop sufficient strength to safely strip the formwork and to remove the precast concrete units from the forms to prevent damage to the units from overstress or chipping.

2.3.9 Finishing for Formed Surfaces

Upon removal of forms, repair and patch defective areas. Where the finished surface will be exposed to view, the combined area of defective areas must not exceed 0.2 percent of the surface and will be limited to honeycomb or rock pockets not deep enough to expose the reinforcement. Where the finished surface will be concealed by other construction, defective areas are limited to holes left by the rods and other temporary inserts and honeycomb or rock pockets not deep enough to expose the reinforcement.

Defective areas must be cut out to solid concrete, cleaned, and patched with grout. Where concrete surface will be exposed to view, the patches, when dry, must be indistinguishable from the surrounding surfaces.

PART 3 EXECUTION

3.1 PREPARATION

Deliver anchorage devices to the site in time to be installed before the start of concrete placing or during steel erection. Contractor must provide setting drawings, instructions, and directions for the installation of anchorage devices.

Section 03 45 00 Page 10

3.2 EXAMINATION

Do not begin installation until supporting structures have been properly prepared.

Verify that all parts of the supporting structure are complete and ready to receive the precast units and that site conditions are conducive to proper installation.

If support structure is the responsibility of another installer, notify Contracting Officer of unsatisfactory preparation before proceeding.

3.3 INSTALLATION

Install precast concrete units and accessories in accordance with approve detail drawings and descriptive data, and as specified below.

3.3.1 Building Framing System

Provide supporting members, including anchorage items attached to or embedded in building structural elements, prior to placement of precast units.

3.3.2 Concrete Strength at Time of Precast Unit Installation

Do not install precast units until concrete has attained the minimum laboratory compressive strength at 28 calendar days specified.

Do not install precast units before 28 calendar days from the date of casting unless approval has been obtained to make one compressive strength test, ASTM C39/C39M, and one flexural strength test using simple beam with third-point loading, ASTM C78/C78M, on field cured concrete test specimens, ASTM C31/C31M, for each individual precast unit to determine the strength of the concrete.

3.4 DEFECTIVE WORK

Repair precast concrete units damaged during erection as soon after occurrence as possible or replaced, as directed, using approved procedures.

All repairs to precast concrete units must match the adjacent surfaces in color and texture, as approved. Unless otherwise approved, repair procedures will conform to PCI MNL-117.

3.5 JOINTS AND GASKETS

Joints between precast units must be the width indicated and within limits of installation tolerances.

3.6 INSPECTION AND ACCEPTANCE PROVISIONS

3.6.1 Dimensional Tolerances

Precast units having dimensions outside the limits for fabrication tolerances will be rejected.

Section 03 45 00 Page 11

3.6.2 Surface Finish Requirements

Precast units will be rejected for the following surface finish deficiencies:

Exposed-to-view surfaces that do not match the color, aggregate size and distribution, and texture of the approved sample

Exposed-to-view surfaces that contain defects that affect the appearance of the finish, such as cracks, spalls, honeycomb, rock pockets, or stains and discoloration of aggregate or matrix that cannot be removed by cleaning

Concealed surfaces that contain cracks in excess of 0.01 inch wide, cracks that penetrate to the reinforcement regardless of width, honeycomb, rock pockets, and spalls except minor breakage at corners and edges

3.6.3 Strength of Precast Units

Strength of precast concrete units will be considered potentially deficient if the units fail to comply with the requirements that control the strength of the units, including the following conditions:

Failure to meet compressive strength tests

Reinforcement not conforming to the requirements specified

Concrete curing and protection of precast units against extremes of temperature during curing not conforming to the requirements specified

Precast units damaged during handling and erection

3.6.4 Testing Precast Units for Strength

When there is evidence that the strength of precast concrete units does not meet specification requirements, cores drilled from hardened concrete for compressive strength determination must be made in accordance with ASTM C42/C42M and as follows:

Take at least three representative cores from the precast-concrete units that are considered potentially deficient.

Test cores with the saturated surface dry.

Strength of cores will be considered satisfactory if their average is equal to or greater than 90 percent of the 28-day design compressive strength of 6 by 12 inch cylinders.

Submit test reports on the same day that tests are made. Reports must contain the project name and number, date, name of contractor, name of precast concrete wall units manufacturer, name of concrete-testing service, identification letter and number of units represented by core tests, nominal maximum size of aggregate, design compressive strength of concrete at 28 calendar days, compressive breaking strength and type of break, length of core test specimen before capping, compressive strength after correcting for length diameter ratio, direction of application of the load on the core test

Section 03 45 00 Page 12 specimen with respect to the horizontal plane of the concrete as placed, and the moisture condition of the core test specimen at time of testing.

If the results of the core tests are unsatisfactory or if core tests are impractical to obtain, a static load tests of a precast unit will be evaluated in accordance with ACI 318.

Replace precast units used for core tests or static load tests with units that meet the requirements of this section.

3.7 SAMPLING AND TESTING

3.7.1 Rejection

Precast units in place may be rejected for any one of the following product defects or installation deficiencies remaining after repairs and cleaning have been accomplished. "Visible" means visible to a person with normal eyesight when viewed from a distance of 20 feet in broad daylight.

a. Nonconformance to specified tolerances.

b. Air voids (bugholes or blowholes) larger than 3/8 inch diameter.

c. Visible casting lines.

d. Visible from joints.

e. Visible irregularities.

f. Visible stains on precast unit surfaces.

g. Visible differences between precast unit and approved sample.

h. Visible non-uniformity of textures or color.

i. Visible areas of backup concrete bleeding through the facing concrete.

j. Visible foreign material embedded in the face.

k. Visible repairs.

l. Visible reinforcement shadow lines.

m. Visible cracks.

n. Precast units that are damaged during construction operations.

3.7.2 Field Quality Control

Perform field inspection of precast unit connections. Notify the Contracting Officer in writing of defective welds, bolts, nuts and washers within 7 working days of the date of inspection. All defective connections or welds are to be removed and re-welded or repaired as required by the Contracting Officer.

Section 03 45 00 Page 13

3.7.2.1 Welded Connection Visual Inspection

AWS D1.1/D1.1M, furnish the services of AWS-certified welding inspector for erection inspections. Welding inspector must visually inspect all welds and identify all defective welds.

3.8 CLEANING

Clean exposed-to-view surfaces of precast units thoroughly with detergent and water; use a brush to remove foreign matter. Remove stains that remain after washing in accordance with recommendations of the precast manufacturer. Surfaces must be clean and uniform in color. Include precast concrete wall panel manufacturer's written recommendations for installation and cleaning.

-- End of Section --

Section 04 20 00 Page 1

SECTION 04 20 00

UNIT MASONRY

11/15

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.

ASTM INTERNATIONAL (ASTM)

ASTM A1008/A1008M (2016) Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High- Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable

ASTM A1064/A1064M (2017) Standard Specification for Carbon-

Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM A153/A153M (2016) Standard Specification for Zinc

Coating (Hot-Dip) on Iron and Steel Hardware

ASTM A653/A653M (2015; E 2016) Standard Specification for

Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process

ASTM C1384 (2012a) Standard Specification for Admixtures for Masonry Mortars

ASTM C216 (2017) Standard Specification for Facing

Brick (Solid Masonry Units Made from Clay or Shale)

ASTM C270 (2014a) Standard Specification for Mortar for

Unit Masonry

1.2 SUBMITTALS

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

submittals not having a "G" designation are for Contractor Quality Control approval. Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-03 Product Data

Clay or Shale Brick; G Insulation; G

Section 04 20 00 Page 2

SD-04 Samples

Mock-Up Panel; G Clay or Shale Brick; G

Admixtures for Masonry Mortar; G Anchors, Ties, and Bar Positioners; G

Insulation; G

SD-06 Test Reports

Efflorescence Test Field Testing of Mortar

SD-07 Certificates

Clay or Shale Brick

Admixtures for Masonry Mortar

Anchors, Ties, and Bar Positioners

Insulation

SD-08 Manufacturer's Instructions

Admixtures for Masonry Mortar

SD-10 Operation and Maintenance Data

Take-Back Program

1.3 QUALITY ASSURANCE

1.3.1 Masonry Mock-Up Panels

1.3.1.1 Mock-Up Panel Location

After material samples are approved and prior to starting masonry work, construct a mock-up panel for each type and color of masonry required. At least 48 hours prior to constructing the panel or panels, submit written notification to the Contracting Officer. Do not build-in mock-up panels as part of the structure; locate mock-up panels where directed. Construct portable mock-up panels or locate in an area where they will not be disrupted during construction.

1.3.1.2 Mock-Up Panel Configuration

Construct mock-up panels L-shaped or otherwise configured to represent all of the wall elements. Construct panels of the size necessary to demonstrate the acceptable level of workmanship for each type of masonry represented on

Section 04 20 00 Page 3 the project. Provide a straight panel or a leg of an L-shaped panel of minimum size 4 feet long by 4 feet high.

1.3.1.3 Mock-Up Panel Composition

Show full color range, texture, and bond pattern of the masonry work.

Demonstrate mortar joint tooling; grouting of reinforced vertical cores, collar joints, bond beams, and lintels; positioning, securing, and lapping of reinforcing steel; positioning and lapping of joint reinforcement (including prefabricated corners); and cleaning of masonry work during the construction of the panels. Also include installation or application procedures for anchors, wall ties, brick expansion joints, insulation, flashing, brick soldier, row lock courses and weeps.

1.3.1.4 Mock-Up Panel Construction Method

Where anchored veneer walls or cavity walls are required, demonstrate and receive approval for the method of construction; i.e., either bring up the two wythes together or separately, with the insulation and appropriate ties placed within the specified tolerances across the cavity. Demonstrate provisions to preclude mortar or grout droppings in the cavity and to provide a clear open air space of the dimensions shown on the drawings.

Where masonry is to be grouted, demonstrate and receive approval on the method that will be used to bring up the masonry wythes; support the reinforcing bars; and grout cells, bond beams, lintels, and collar joints using the requirements specified herein. When water-repellent is specified to be applied to the masonry, apply the approved product to the mock-up panel. Construct panels on a properly designed concrete foundation.

1.3.1.5 Mock-Up Panel Purpose

The completed panels is used as the standard of workmanship for the type of masonry represented. Do not commence masonry work until the mock-up panel for that type of masonry construction has been completed and approved.

Protect panels from the weather and construction operations until the masonry work has been completed and approved. Perform cleaning procedures on the mockup and obtain approval of the Contracting Officer prior to cleaning the building. After completion of the work, completely remove the mock-up panels, including all foundation concrete, from the construction site.

1.4 DELIVERY, STORAGE, AND HANDLING

Deliver, store, handle, and protect material 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.

1.4.1 Masonry Units

Cover and protect masonry units from precipitation. Conform to handling and storage requirements of TMS MSJC.

1.4.2 Reinforcement, Anchors, and Ties

Section 04 20 00 Page 4

Store steel reinforcing bars, coated anchors, ties, and joint reinforcement above the ground. Maintain steel reinforcing bars and uncoated ties free of loose mill scale and loose rust.

1.4.3 Cementitious Materials, Sand and Aggregates

Deliver cementitious and other packaged materials in unopened containers, plainly marked and labeled with manufacturers' names and brands. Store cementitious material in dry, weathertight enclosures or completely cover.

Handle cementitious materials 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 and segregation.

1.5 PROJECT/SITE CONDITIONS

Conform to TMS MSJC for hot and cold weather masonry erection.

1.5.1 Hot Weather Procedures

When ambient air temperature exceeds 100 degrees F, or exceeds 90 degrees F and the wind velocity is greater than 8 mph, comply with TMS MSJC Article

1.8 D for: preparation prior to conducting masonry work; construction while masonry work is in progress; and protection for newly completed masonry.

1.5.2 Cold Weather Procedures

When ambient temperature is below 40 degrees F, comply with TMS MSJC Article

1.8 C for: preparation prior to conducting masonry work; construction while masonry work is in progress; and protection for newly completed masonry.

PART 2 PRODUCTS

2.1 MANUFACTURED UNITS

2.1.1 General Requirements

Do not change the source of materials, which will affect the appearance of the finished work, after the work has started except with Contracting Officer's approval. Submit test reports from an approved independent laboratory. Certify test reports on a previously tested material as the same materials as that proposed for use in this project. Submit certificates of compliance stating that the materials meet the specified requirements.

2.1.2 Clay or Shale Brick

2.1.2.1 General

2.1.2.1.1 Sample Submittal

Submit brick samples as specified, showing the color range and texture of clay or shale brick. Limit units used on the project to those that conform to the approved sample. Submit sample of colored mortar with applicable masonry unit and color samples of three stretcher units and one unit for each type of special shape.

Section 04 20 00 Page 5

2.1.2.1.2 Uniformity

Deliver clay or shale brick units factory-blended to provide a uniform appearance and color range in the completed wall.

2.1.2.1.3 Efflorescence Test

Test clay brick that will be exposed to weathering for efflorescence in accordance with ASTM C67. Schedule tests far enough in advance of starting masonry work to permit retesting if necessary. Units meeting the definition of "effloresced" are subject to rejection.

2.1.2.2 Solid Clay or Shale Brick

Provide solid clay or shale brick that conforms to ASTM C216, Type FBX.

Where brick cores, recesses, or deformation would be exposed to view, provide 100 percent solid units. Provide brick with texture and color tange to match the brick.

Provide brick with specified sizes.

a. Match size, color of existing brick.

2.1.2.3 Hollow Clay or Shale Brick

Provide hollow clay or shale brick that conforms to ASTM C652, Type HBX.

a. Provide brick size of matching existing brick.

2.2 MATERIALS

2.2.1 Mortar Materials

2.2.1.1 Cementitious Materials

Provide cementitious materials that conform to those permitted by ASTM C270.

2.2.1.2 Hydrated Lime and Alternates

Provide lime that conforms to one of the materials permitted by ASTM C207 for use in combination with portland cement, hydraulic cement, and blended hydraulic cement. Do not use lime in combination with masonry cement or mortar cement.

2.2.1.3 Colored Mortar

Use mortar pigment that conforms to ASTM C979/C979M. Add pigment to mortar to produce a uniform color matching existing. Furnish pigments in accurately pre-measured and packaged units that can be added to a measured amount of cementitious materials or supply pigments via preblended cementitious materials or dry mortar mix.

a. In masonry cement or mortar cement, do not exceed 5 percent of cement weight for mineral oxide pigment; do not exceed 1 percent of cement weight for carbon black pigment.

Section 04 20 00 Page 6

b. In cement-lime mortar mix, do not exceed 10 percent of cementitious materials' weight for mineral oxide pigment; do not exceed 2 percent of cementitious materials' weight for carbon black pigment.

2.2.1.4 Admixtures for Masonry Mortar

In cold weather, use a non-chloride based accelerating admixture that conforms to ASTM C1384, unless Type III portland cement is used in the mortar.

2.2.1.5 Aggregate and Water

Provide aggregate (sand) and water that conform to materials permitted by

ASTM C270.

2.3 MORTAR AND GROUT MIXES

2.3.1 Mortar Mix

a. Provide mortar Type [N] [S] [M] unless specified otherwise herein. [Do not use masonry cement in the mortar.] [Do not use air-entrainment in the mortar.]

b. Use ASTM C270 Type [S] [M] cement-lime mortar or mortar cement mortar for seismic-force-resisting elements indicated.[

c. Provide mortar that conforms to ASTM C270. Use Type [M] [S] [N] mortar [for foundation walls] [, basement walls,] [and in piers].][

d. Provide Type N or S mortar for non-load-bearing, non-shear-wall interior masonry.][

e. Provide approved commercial fire clay mortar or refractory cement (calcium-aluminate) mortar for fire brick and flue liners.]

[c][d][e][f]. For field-batched mortar, measure component materials by volume. Use measuring boxes for materials that do not come in packages, such as sand, for consistent batching. Mix cementitious materials and aggregates between 3 and 5 minutes in a mechanical batch mixer with a sufficient amount of water to produce a workable consistency. Do not hand mix mortar unless approved by the Contracting Officer. Maintain workability of mortar by remixing or retempering.

Discard mortar that has begun to stiffen or is not used within 2-1/2 hours after initial mixing.

[d][e][f][g]. For preblended mortar, follow manufacturer's mixing instructions.

2.4 ACCESSORIES

2.4.1 Anchors, Ties, and Bar Positioners

2.4.1.1 General

a. Fabricate anchors and ties without drips or crimps. Size anchors and ties to provide a minimum of 5/8 inch mortar cover from each face of masonry.

Section 04 20 00 Page 7

b. Fabricate steel wire anchors and ties shall from wire conforming to

ASTM A1064/A1064M and hot-dip galvanize in accordance with ASTM A153/A153M.

d. Fabricate sheet metal anchors and ties in conformance with ASTM A1008/A1008M. Hot dip galvanize sheet metal anchors and ties in exterior walls and in interior walls exposed to moist environment in compliance with ASTM A153/A153M Class B. Galvanize sheet metal anchors and ties in other interior walls in compliance with ASTM A653/A653M, Coating Designation G60.

e. Submit two anchors, ties and bar positioners of each type used, as samples.

2.4.1.2 Adjustable Anchors

2.4.1.2.1 Anchorage of Veneer to Light Gauge Steel or Concrete Backing

Use one of the following types of adjustable anchors to connect veneer to light gauge steel or concrete backing:

a. sheet metal at least 7/8 inch wide, 0.06 inch thick, and with corrugations having a wavelength of 0.3 to 0.5 inch and an amplitude of

0.06 to 0.10 inch or bent, notched or punched to provide equivalent performance;

b. wire anchors of minimum size W1.7 with ends bent to form a minimum 2 inches extension and without drips;

c. or wire pintle anchors used in conjunction with joint reinforcement.

Do not exceed 1/16 inch clearance between connecting parts of the tie.

Assemble adjustable anchors to prevent disengagement. Provide pintle anchors with one or more pintle legs of wire size W2.8 and an offset not exceeding 1-1/4 inch.

2.4.2 Through Wall Flashing and Weeps

2.4.2.1 General

Provide reinforced membrane sheet flashing except that flashing indicated to terminate in reglets shall be metal or coated-metal flashing

2.4.2.2 Reinforced Membrane Flashing

Provide polyester film core with a reinforcing fiberglass scrim bonded to one side. Provide membrane that is impervious to moisture, flexible, is not affected by caustic alkalis, and after being exposed for not less than 1/2 hour to a temperature of 32 degrees F, shows no cracking when, at that temperature, it is bent 180 degrees over a 1/16 inch diameter mandrel and then bent at the same point over the same size mandrel in the opposite direction 360 degrees.

2.4.2.3 Weep Ventilators

Section 04 20 00 Page 8

Provide weep ventilators that are prefabricated from stainless steel or plastic. Provide inserts with grill or louver-type openings designed to allow the passage of moisture from cavities and to prevent the entrance of insects, and with a rectangular closure strip to prevent mortar droppings from clogging the opening. Provide ventilators with compressible flanges to fit in a standard 3/8 inch wide mortar joint and with height equal to the nominal height of the unit..

2.4.2.4 Metal Drip Edge

Provide stainless steel drip edge, 15-mil thick, hemmed edges, with down-turned drip at the outside edge and upturned dam at the inside edge for use with membrane flashings.

2.4.3 RIGID BOARD-TYPE INSULATION

Provide rigid board-type insulation as specified in Section 07 21 13 BOARD

AND BLOCK INSULATION.

PART 3 EXECUTION

3.1 EXAMINATION

Prior to start of work, verify the applicable conditions as set forth in TMS MSJC, inspection.

3.2 PREPARATION

3.2.1 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.

3.2.2 Loads

Do not apply uniform loads for at least 12 hours or concentrated loads for at least 72 hours after masonry is constructed. Provide temporary bracing as required.

3.2.3 Shelf Angles

Adjust shelf angles as required to keep the masonry level and at the proper elevation.

3.2.4 Bracing

Provide bracing and scaffolding necessary for masonry work. Design bracing to resist wind pressure as required by OSHA and local codes and submit bracing calculations, sealed by a registered professional engineer. Do not remove bracing in less than 10 days.

3.3 ERECTION

3.3.1 General

Section 04 20 00 Page 9

a. Coordinate masonry work with the work of other trades to accommodate built-in items and to avoid cutting and patching. Lay masonry units in the indicated bond pattern. Lay facing courses level with back-up courses, unless the use of adjustable ties has been approved in which case the tolerances is plus or minus 1/2 inch. Adjust each unit to its final position while mortar is still soft and has plastic consistency.

b. Remove and clean units that have been disturbed after the mortar has stiffened, and relay with fresh mortar. Keep air spaces, cavities, chases, expansion joints, and spaces to be grouted free from mortar and other debris. Select units to be used in exposed masonry surfaces from those having the least amount of chipped edges or other imperfections detracting from the appearance of the finished work.

c. When necessary to temporarily discontinue the work, step (rack) back the masonry for joining when work resumes. Toothing may be used only when specifically approved by the Contracting Officer. Before resuming work, remove loose mortar and thoroughly clean the exposed joint.

Cover the top of walls subjected to rain or snow with nonstaining waterproof covering or membrane when work is not in process. Extend the covering a minimum of 610 mm 2 feet down on each side of the wall and hold securely in place.

d. Ensure that units being laid and surfaces to receive units are free of water film and frost. Lay solid units in a nonfurrowed full bed of mortar. Bevel mortar for veneer wythes and slope down toward the cavity side. Shove units into place so that the vertical joints are tight. Completely fill vertical joints between solid units with mortar, except where indicated at control, expansion, and isolation joints. Place hollow units so that mortar extends to the depth of the face shell at heads and beds, unless otherwise indicated. Mortar will be permitted to protrude up to 1/2 inch into the space or cells to be grouted. Provide means to prevent mortar from dropping into the space below or clean grout spaces prior to grouting.

3.3.1.1 Jointing

Tool mortar joints when the mortar is thumbprint hard. Tool horizontal joints after tooling vertical joints. Brush mortar joints to remove loose and excess mortar.

3.3.1.1.1 Tooled Joints

Tool mortar joints in exposed exterior and interior masonry surfaces concave, using a jointer that is slightly larger than the joint width so that…