ocean city 29 th street fire house …...2017/07/11 · addendum #1 july 11, 2016 1 czar...

29Th STREET FIRE HOUSE REBID

ADDENDUM #1

1 July 11, 2016

CZARCZARCZARCZAR Engineering, L.L.C.Engineering, L.L.C.Engineering, L.L.C.Engineering, L.L.C.

OCEAN CITY 29TH STREET FIRE HOUSE

ADDENDUM #1

PROJECT 16-33

JULY 11, 2016

GENERAL

1. Bid Due Date Remains Unchanged:

a. 2:00 PM, Thursday, July 28, 2016.

2. BID RECEIPT LOCATION:

a. City Hall Room 101

b. See the Project Manual for additional information.

3. Plans, specifications and instructions may be obtained, Monday through Friday from

Purchasing Department, City Hall, 9th Street

4. Mandatory Documents:

a. All bidders were advised to review the mandatory document check list for all

required mandatory documents, in addition, bidders were advised to review the

FEDERAL mandatory documents in addition to Ocean City’s mandatory

documents.

5. Correspondence: All requests for information and/or clarifications are to be sent in

writing to Lamont H. Czar, P.E. at [email protected] or Fax (609) 653-2015.

Requests for information are not to be directed to the Owner.

a. ALL RFI’S ARE TO BE SUBMITTED NO LATER THAN:

b. 12:00 NOON WEDS, JULY 13, 2016.

6. Alternate Systems:

a. Product substitutions must be received no later than:

12:00 NOON WEDS, JULY 13, 2016.

b. As a prospective bidder, you are to be advised that throughout the specifications,

reference has been made to a particular brand or manufacturer’s product. The

purpose of naming a particular brand or manufacturer’s product does not mean

of 17


ADDENDUM #1

2 July 11, 2016

that you must provide that particular brand or manufacturer’s product. The brand

or manufacturers product has been utilized in these specifications simply for the

purpose of establishing the quality product we are seeking. Feel free to submit

your substitution at least five days before the bid opening using another product

provided it meets or exceeds the quality of the name brand product. The final

arbitrator as to whether or not your substituted products meets or exceeds the

mentioned brand name product rests entirely with the Engineer of Record.

7. Tentative Schedule:

Award Contract: Early August, 2016

Project Start: Mid-August, 2016

Submittals, etc.

Project Site Start Early September, 2016

Project Substantially Complete Mid May 2017

See project manual for additional

information

Project Closeout Within 30 Calendar Days From

Substantial Completion

Liquidated damages will be assessed if project is not substantially complete with the

specified project completion requirements.

8. Owner's Responsibility:

a. NONE.

b. Contractor will be responsible for all temporary utility connections.

9. Permits: Bidders were advised that all permits are the responsibility of

the Contractor, including all work licenses. Permit fees are waived.

10. Security/Temporary Protection:

a. Bidders were advised that work associated with this

project will take place on an occupied neighborhood. Contractor will be

responsible for protection of all Owner property during the course of the project

and that all precautions necessary to insure the safety of the public will be the

responsibility of the Contractor. All work areas must be cleaned prior to the end of

each day and no materials, equipment, etc. will be allowed to be stored in the

public areas of the project. Contract shall be responsible for the safeing off of

work areas from the public and restoration to pre-construction condition.

11. Site Access: Pre Bid access to site must be coordinated with the Owner.

12. CLARIFICATIONS/RFI’S:

of 17


ADDENDUM #1

3 July 11, 2016

o PROJECT MANUAL/DRAWINGS

� Where a conflict exists anywhere within any of the project documents,

specifications, contract, etc., the more stringent requirement shall be

required.

o SITE UTILIZATION:

� Bidders were advised that the entire project site is have a temporary

protection installed during the project.

� Pedestrian access along West Avenue is to be maintained at all times with

a permanent walkway.

� No additional location for contractor storage, laydown areas, etc. will be

provided by the City.

o DEMOLITION:

� Demolition shall conform to the City of Ocean City’s Demolition

Ordinance.

� Bidders are to assume the building is free of hazardous materials.

� After demolition, all bidders shall be required to provide controlled fill to

achieve the under slab and wall foundation elevations, including stone bed

as noted on A/S-2, including a 6 mill vapor barrier.

o ELECTRICAL SERVICE TRENCH:

� Up to a 3-foot-wide saw cut opening in the concrete driveway will be

permitted for the installation of the underground electrical service.

Excavation and restoration shall occur in accordance with section 202 of

the specifications. Surface restoration shall be six (6”) inches of ¾” trap

rock.

o PRE MANUFACTURED METAL BUILDING:

• Pre-engineered metal building wall panels:

• The pre-engineered metal building wall panels shall be min. 22

gage fluted wall panels, vertically-oriented with concealed

fasteners similar to E-Stylwall II Fluted panels, AND must comply

with all design load requirements as noted on sheet S6.

� Interior liner panels shall be 22 gage flat liner panels, similar to E-Stylwall

II as manufactured by Butler Manufacturing or approved equal. Interior

liner panels shall be located on the interior face of wall girts in the

apparatus bay areas and shall not be required where finished gypsum wall

board & furring is provided.

of 17


ADDENDUM #1

4 July 11, 2016

� Pre-engineered metal building roof panels:

• The pre-engineered metal building roof panels shall be 16" wide

standing seam units AND must comply with all design load

requirements as noted on sheet S6.

o BOLLARDS:

� Bidders shall include a total of 20 bollards as specified on sheet S5.

Locations will be identified during construction. Bollards shall be shop

primed and painted.

o SPECIFICATIONS:

� See attached section 05120 which is to be included with the project

requirements

o RESTROOM 205:

� See attached SK1, 07-11-16 which provides details for the urinal wall

elevation in Room 205.

o CONTRACTOR RFI’S:

� Existing piles are they wood? and pile caps do we know locations and or

Depth?

• Piles are believed to be wood.

• Location of pile caps/grade beams are unknown

� On the Temporary trailer side of the existing building we have temporary

Electric? Sewer? In a wood box being feed from the building that is being

demo

• Contractor shall be required to remove after the City relocates the

existing trailer.

ATTENDEES: SEE ATTACHED SIGN IN SHEET

of 17

FIRE STATION No. 2CITY OF OCEAN CITY

29TH STREET & WEST AVENUEOCEAN CITY, NEW JERSEY

Section 05120 STRUCTURAL STEEL

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and SupplementaryConditions and Division 1 Specification Sections, apply to this Section.

1.2 SUMMARY

A. This Section includes structural steel.

B. Related Sections: The following Sections contain requirements that relate to this Section:

1. Division 1 Section "Quality Control" for independent testing agency proceduresand administrative requirements.

1.3 PERFORMANCE REQUIREMENTS

A. Structural Performance: Engineer structural steel connections required by the ContractDocuments to be selected or completed by the fabricator to withstand design loadingsindicated.

B. Engineering Responsibility: Engage a fabricator who utilizes a qualified professionalengineer to prepare calculations, Shop Drawings, and other structural data for structuralsteel connections.

C. Shop drawings and calculations must be signed and sealed by a professional engineer,registered in the State of New Jersey.

1.4 SUBMITTALS

A. General: Submit each item in this Article according to the Conditions of the Contract andDivision 1 Specification Sections.

B Product Data for each type of product specified.

C Shop Drawings detailing fabrication of structural steel components.

1. Include details of cuts, connections, splices, camber, holes, and other pertinentdata.

2. Indicate welds by standard AWS symbols, distinguishing between shop and fieldwelds, and show size, length, and type of each weld.

3. Indicate type, size, and length of bolts, distinguishing between shop and fieldbolts. Identify high-strength bolted slip-critical, direct-tension, or tensionedshear/bearing connections.

STRUCTURAL STEEL 05120 - 1ADDENDUM #1 07-11-16 of 17



4.Include Shop Drawings signed and sealed by a qualified professional engineerresponsible for their preparation.

D Qualification data for firms and persons specified in the "Quality Assurance" Article todemonstrate their capabilities and experience. Include lists of completed projects withproject names and addresses, names and addresses of architects and owners, and otherinformation specified.

F Mill test reports signed by manufacturers certifying that their products, including thefollowing, comply with requirements.

1 Structural steel, including chemical and physical properties.2 Bolts, nuts, and washers, including mechanical properties and chemical analysis.3 Direct-tension indicators.4 Shop primers.5 Nonshrink grout.

1.5 QUALITY ASSURANCE

A. Installer Qualifications: Engage an experienced Installer who has completed structuralsteel work similar in material, design, and extent to that indicated for this Project andwith a record of successful in-service performance.

B. Fabricator Qualifications: Engage a firm experienced in fabricating structural steelsimilar to that indicated for this Project and with a record of successful in-serviceperformance, as well as sufficient production capacity to fabricate structural steel withoutdelaying the Work.

1. Fabricator must participate in the AISC Quality Certification Program and bedesignated an AISC-Certified Plant.

C. Comply with applicable provisions of the following specifications and documents:

1. AISC's "Specification for Structural Steel Buildings--Allowable Stress Designand Plastic Design."

2. AISC's "Load and Resistance Factor Design (LFRD) Specification for StructuralSteel Buildings."

3. AISC's "Specification for Allowable Stress Design of Single-Angle Members."4. AISC's "Specification for Load and Resistance Factor Design of Single-Angle

Members."5. AISC's "Seismic Provisions for Structural Steel Buildings."6. ASTM A 6 (ASTM A 6M) "Specification for General Requirements for Rolled

Steel Plates, Shapes, Sheet Piling, and Bars for Structural Use."7. Research Council on Structural Connections' (RCSC) "Specification for

Structural Joints Using ASTM A 325 or A 490 Bolts."8. Research Council on Structural Connections' (RCSC) "Load and Resistance

Factor Design Specification for Structural Joints Using ASTM A 325 or A 490Bolts."




D. Professional Engineer Qualifications: A professional engineer who is legally authorizedto practice in the State of New Jersey and who is experienced in providing engineeringservices of the kind indicated. Engineering services are defined as those performed forprojects with structural steel framing that are similar to that indicated for this Project inmaterial, design, and extent.

E. Welding Standards: Comply with applicable provisions of AWS D1.1 "StructuralWelding Code--Steel."

1. Present evidence that each welder has satisfactorily passed AWS qualificationtests for welding processes involved and, if pertinent, has undergonerecertification.

F. Preinstallation Conference: Conduct conference at Project site to comply withrequirements of Division 1 Section "Project Meetings."

1.6 DELIVERY, STORAGE, AND HANDLING

A. Deliver structural steel to Project site in such quantities and at such times to ensurecontinuity of installation.

B. Store materials to permit easy access for inspection and identification. Keep steelmembers off ground by using pallets, platforms, or other supports. Protect steel membersand packaged materials from erosion and deterioration.

1. Store fasteners in a protected place. Clean and relubricate bolts and nuts thatbecome dry or rusty before use.

2. Do not store materials on structure in a manner that might cause distortion ordamage to members or supporting structures. Repair or replace damagedmaterials or structures as directed.

1.7 SEQUENCING

A. Supply anchorage items to be embedded in or attached to other construction withoutdelaying the Work. Provide setting diagrams, templates, instructions, and directions, asrequired, for installation.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Structural Steel Shapes, Plates, and Bars: As follows:

1. High-Strength, Low-Alloy Columbium-Vanadium Steel: ASTM A 572(ASTM A 572M), Grade 50.

2.High-Strength, Low-Alloy Structural Steel: ASTM A 588 (ASTM A 588M),Grade 50, corrosion resistant.




B. Structural Steel Tubing: ASTM A 500, Grade B.

C. Steel Pipe: ASTM A 53, Type E or S, Grade B.

1. Weight Class: Standard.

D. Nonhigh-Strength Bolts, Nuts, and Washers: ASTM A 307, Grade A (ASTM F 568,Property Class 4.6); carbon-steel, hex-head bolts; carbon-steel nuts; and flat, unhardenedsteel washers.

1. Finish: Hot-dip zinc-coating, ASTM A 153, Class C.

E. High-Strength Bolts, Nuts, and Washers: ASTM A 325 (ASTM A 325M), Type 1, heavyhex steel structural bolts, heavy hex carbon-steel nuts, and hardened carbon-steelwashers.

1. Finish: Hot-dip zinc-coating, ASTM A 153, Class C.

F. Welding Electrodes: Comply with AWS requirements.

G. Shear Connectors: ASTM A 108, Grade 1015 through 1020, headed-stud type, cold-finished carbon steel, AWS D1.1, Type B

2.2 PRIMER

A. Primer: Fast-curing, lead- and chromate-free, universal modified-alkyd primer with goodresistance to normal atmospheric corrosion, complying with performance requirements ofFS TT-P-664.

B. Galvanizing Repair Paint: High-zinc-dust-content paint for regalvanizing welds andrepair painting galvanized steel, with dry film containing not less than 93 percent zincdust by weight, and complying with DOD-P-21035A or SSPC-Paint 20.

2.3 GROUT

A. Nonmetallic, Shrinkage-Resistant Grout: Premixed, nonmetallic, noncorrosive,nonstaining grout containing selected silica sands, portland cement, shrinkagecompensating agents, plasticizing and water-reducing agents, complying withASTM C 1107, of consistency suitable for application, and a 30-minute working time.

2.4 FABRICATION

A. Fabricate and assemble structural steel in shop to greatest extent possible. Fabricatestructural steel according to AISC specifications referenced in this Section and in ShopDrawings.

1. Camber structural steel members where indicated.2. Identify high-strength structural steel according to ASTM A 6 (ASTM A 6M)

and maintain markings until steel has been erected.




3. Mark and match-mark materials for field assembly.4. Fabricate for delivery a sequence that will expedite erection and minimize field

handling of structural steel.5.Complete structural steel assemblies, including welding of units, before starting

shop-priming operations.6. Comply with fabrication tolerance limits of AISC's "Code of Standard Practice

for Steel Buildings and Bridges" for structural steel.

B. Fabricate architecturally exposed structural steel with exposed surfaces smooth, square,and free of surface blemishes, including pitting, rust and scale seam marks, roller marks,rolled trade names, and roughness.

1. Remove blemishes by filling, grinding, or by welding and grinding, prior tocleaning, treating, and shop priming.

2.Comply with fabrication requirements, including tolerance limits, of AISC's"Code of Standard Practice for Steel Buildings and Bridges" for architecturallyexposed structural steel.

C. Thermal Cutting: Perform thermal cutting by machine to greatest extent possible.

1. Plane thermally cut edges to be welded.

D. Finishing: Accurately mill ends of columns and other members transmitting loads inbearing.

E. Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shearconnectors. Use automatic end welding of headed-stud shear connectors according toAWS D1.1 and manufacturer's printed instructions.

F. Holes: Provide holes required for securing other work to structural steel framing and forpassage of other work through steel framing members, as shown on Shop Drawings.

1. Cut, drill, or punch holes perpendicular to metal surfaces. Do not flame-cut holesor enlarge holes by burning. Drill holes in bearing plates.

2. Weld threaded nuts to framing and other specialty items as indicated to receiveother work.

2.5 SHOP CONNECTIONS

A. Shop install and tighten nonhigh-strength bolts, except where high-strength bolts areindicated.

B. Shop install and tighten high-strength bolts according to RCSC's "Load and ResistanceFactor Design Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

1. Bolts: ASTM A 325 (ASTM A 325M) high-strength bolts, unless otherwiseindicated.

2. Connection Type: Snug tightened, unless indicated as slip-critical, direct-tension, or tensioned shear/bearing connections.




C. Weld Connections: Comply with AWS D1.1 for procedures, appearance and quality ofwelds, and methods used in correcting welding work.

1. Assemble and weld built-up sections by methods that will maintain truealignment of axes without warp.

2.Verify that weld sizes, fabrication sequence, and equipment used forarchitecturally exposed structural steel will limit distortions to allowabletolerances. Prevent surface bleeding of back-side welding on exposed steelsurfaces. Grind smooth exposed fillet welds ½ inch (13 mm) and larger. Grindflush butt welds. Dress exposed welds.

2.6 SHOP PRIMING

A. Shop prime steel surfaces, except the following:

1. Surfaces to be field welded.2. Surfaces to be high-strength bolted with slip-critical connections.3. Surfaces to receive sprayed-on fireproofing.4. Galvanized surfaces.

B. Surface Preparation: Clean surfaces to be painted. Remove loose rust, loose mill scale,and spatter, slag, or flux deposits. Prepare surfaces according to SSPC specifications.

C. Priming: Immediately after surface preparation, apply primer according tomanufacturer's instructions and at rate recommended by SSPC to provide a dry filmthickness of not less than 1.5 mils (0.038 mm). Use priming methods that result in fullcoverage of joints, corners, edges, and exposed surfaces.

1. Stripe paint corners, crevices, bolts, welds, and sharp edges.2. Apply 2 coats of shop paint to inaccessible surfaces after assembly or erection.

Change color of second coat to distinguish it from first.

D. Painting: Apply a 1-coat, nonasphaltic primer complying with SSPC's "Painting SystemGuide No. 7.00" to provide a dry film thickness of not less than 1.5 mils (0.038 mm).

2.6 ADJUSTABLE ANCHORS

A. Adjustable Anchors for Connecting to Structural Frame: Provide 2-piece assemblies asdescribed below, wire diameter at 48" o/c maximum as indicated:

1. For Anchorage to Concrete: Dovetail sheet metal anchor section and triangular-shaped wire tie section sized to extend within 1 inch of masonry face.

2. For Anchorage to Steel Framing: Crimped 1/4-inch- diameter wire anchorsection for welding to steel and triangular-shaped wire tie section sized to extendwithin 1 inch of masonry face.

2.7 GALVANIZING




A. Hot-Dip Galvanized Finish: Apply zinc coating by the hot-dip process to structural steelindicated for galvanizing according to ASTM A 123.

2.8 SOURCE QUALITY CONTROL

A. Owner will engage an independent testing and inspecting agency to perform shopinspections and tests and to prepare test reports.

1. Testing agency will conduct and interpret tests and state in each report whethertest specimens comply with or deviate from requirements.

2. Provide testing agency with access to places where structural steel Work is beingfabricated or produced so required inspection and testing can be accomplished.

B. Correct deficiencies in or remove and replace structural steel that inspections and testreports indicate do not comply with specified requirements.

C. Additional testing, at Contractor's expense, will be performed to determine compliance ofcorrected Work with specified requirements.

D. Shop-bolted connections will be tested and inspected according to RCSC's "Load andResistance Factor Design Specification for Structural Joints Using ASTM A 325 orA 490 Bolts."

1. Direct-tension indicator gaps will be verified to comply with ASTM F 959,Table 2.

E. In addition to visual inspection, shop-welded connections will be inspected and testedaccording to AWS D1.1 and the inspection procedures listed below, at testing agency'soption.

1. Liquid Penetrant Inspection: ASTM E 165.2. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on

finished weld. Cracks or zones of incomplete fusion or penetration will not beaccepted.

3. Radiographic Inspection: ASTM E 94 and ASTM E 142; minimum quality level"2-2T."

4. Ultrasonic Inspection: ASTM E 164.

F. In addition to visual inspection, shop-welded shear connectors will be inspected andtested according to requirements of AWS D1.1 for stud welding and as follows:

1 Bend tests will be performed when visual inspections reveal either less than acontinuous 360-degree flash or welding repairs to any shear connector.

2Tests will be conducted on additional shear connectors when weld fractureoccurs on shear connectors already tested, according to requirements ofAWS D1.1.

PART 3 - EXECUTION




3.1 EXAMINATION

A. Before erection proceeds, and with the steel erector present, verify elevations of concreteand masonry bearing surfaces and locations of anchorages for compliance withrequirements.

B. Do not proceed with erection until unsatisfactory conditions have been corrected.

3.2 PREPARATION

A. Provide temporary shores, guys, braces, and other supports during erection to keepstructural steel secure, plumb, and in alignment against temporary construction loads andloads equal in intensity to design loads. Remove temporary supports when permanentstructural steel, connections, and bracing are in place, unless otherwise indicated.

1. Do not remove temporary shoring supporting composite deck construction untilcast-in-place concrete has attained its design compressive strength.

3.3 ERECTION

A. Set structural steel accurately in locations and to elevations indicated and according toAISC specifications referenced in this Section.

B. Base and Bearing Plates: Clean concrete and masonry bearing surfaces of bond-reducingmaterials and roughen surfaces prior to setting base and bearing plates. Clean bottomsurface of base and bearing plates.

1. Set base and bearing plates for structural members on wedges, shims, or settingnuts as required.

2. Tighten anchor bolts after supported members have been positioned andplumbed. Do not remove wedges or shims but, if protruding, cut off flush withedge of base or bearing plate prior to packing with grout.

3. Pack grout solidly between bearing surfaces and plates so no voids remain. Finish exposed surfaces, protect installed materials, and allow to cure.

a. Comply with manufacturer's instructions for proprietary grout materials.

C. Maintain erection tolerances of structural steel within AISC's "Code of Standard Practicefor Steel Buildings and Bridges."

1. Maintain erection tolerances of architecturally exposed structural steel withinAISC's "Code of Standard Practice for Steel Buildings and Bridges."

D. Align and adjust various members forming part of complete frame or structure beforepermanently fastening. Before assembly, clean bearing surfaces and other surfaces thatwill be in permanent contact. Perform necessary adjustments to compensate fordiscrepancies in elevations and alignment.




1. Level and plumb individual members of structure.2.Establish required leveling and plumbing measurements on mean operating

temperature of structure. Make allowances for difference between temperature attime of erection and mean temperature at which structure will be when completedand in service.

E. Splice members only where indicated.

F. Remove erection bolts on welded, architecturally exposed structural steel; fill holes withplug welds; and grind smooth at exposed surfaces.

G. Do not use thermal cutting during erection.

H. Finish sections thermally cut during erection equal to a sheared appearance.

I. Do not enlarge unfair holes in members by burning or by using drift pins. Ream holesthat must be enlarged to admit bolts.

3.4 FIELD CONNECTIONS

A. Install and tighten nonhigh-strength bolts, except where high-strength bolts are indicated.

B. Install and tighten high-strength bolts according to RCSC's "Specification for StructuralJoints Using ASTM A 325 or A 490 Bolts."

C. Install and tighten high-strength bolts according to RCSC's "Load and Resistance FactorDesign Specification for Structural Joints Using ASTM A 325 or A 490 Bolts."

1. Bolts: ASTM A 325 (ASTM A 325M) high-strength bolts, unless otherwiseindicated.

2. Connection Type: Snug tightened, unless indicated as slip-critical, direct-tension, or tensioned shear/bearing connections.

D. Weld Connections: Comply with AWS D1.1 for procedures, appearance and quality ofwelds, and methods used in correcting welding work.

1. Comply with AISC specifications referenced in this Section for bearing,adequacy of temporary connections, alignment, and removal of paint on surfacesadjacent to field welds.

2.Assemble and weld built-up sections by methods that will maintain truealignment of axes without warp.

3.Verify that weld sizes, fabrication sequence, and equipment used forarchitecturally exposed structural steel will limit distortions to allowabletolerances. Prevent surface bleeding of back-side welding on exposed steelsurfaces. Grind smooth exposed fillet welds ½ inch (13 mm) and larger. Grindflush butt welds. Dress exposed welds.

3.5 FIELD QUALITY CONTROL




A. Owner will engage an independent testing and inspecting agency to perform fieldinspections and tests and to prepare test reports.

1. Testing agency will conduct and interpret tests and state in each report whethertested Work complies with or deviates from requirements.

B. Correct deficiencies in or remove and replace structural steel that inspections and testreports indicate do not comply with specified requirements.

C. Additional testing, at Contractor's expense, will be performed to determine compliance ofcorrected Work with specified requirements.

D. Field-bolted connections will be tested and inspected according to RCSC's "Specificationfor Structural Joints Using ASTM A 325 or A 490 Bolts."

E. Field-bolted connections will be tested and inspected according to RCSC's "Load andResistance Factor Design Specification for Structural Joints Using ASTM A 325 orA 490 Bolts."

1. Direct-tension indicator gaps will be verified to comply with ASTM F 959,Table 2.

F. In addition to visual inspection, field-welded connections will be inspected and testedaccording to AWS D1.1 and the inspection procedures listed below, at testing agency'soption.

1. Liquid Penetrant Inspection: ASTM E 165.2. Magnetic Particle Inspection: ASTM E 709; performed on root pass and on

finished weld. Cracks or zones of incomplete fusion or penetration will not beaccepted.

3. Radiographic Inspection: ASTM E 94 and ASTM E 142; minimum quality level"2-2T."

4. Ultrasonic Inspection: ASTM E 164.

3.6 CLEANING

A. Touchup Painting: Immediately after erection, clean field welds, bolted connections, andabraded areas of shop paint. Apply paint to exposed areas using same material as usedfor shop painting.

1. Apply by brush or spray to provide a minimum dry film thickness of 1.5 mils(0.038 mm).

B. Touchup Painting: Cleaning and touchup painting of field welds, bolted connections, andabraded areas of shop paint on structural steel are included in Division 9 Section"Painting."

C. Galvanized Surfaces: Clean field welds, bolted connections, and abraded areas and applygalvanizing repair paint according to ASTM A 780.




END OF SECTION 05120


PT30

PT30

CT0

3

CT0

2

5 Macarthur Boulevard | Somers Point,NJ 08244

t:609.927.0888 | f: 609.927.0889www.wmarch.net

william mcleesFIRESTATION No. 229TH STREET & WEST AVENUE

7/11/16

S1

1IN

TERI

OR

ELEV

ATIO

N O

F UR

INA

L W

ALL

3/8"

=1'-0

"

ADDENDUM #1 07-11-16 of 17

ADDENDUM #1 07-11-16 of 17