Attachment_6-Charlestown_Building_124_Specifications-Option_1.pdf

SheetMark REVISION Date Initial QUALITY DESIGN CERTIFICATION

Prepared in Accordance with Design Development (Title I)

OR

Variance from Design Development (Title I) Approved by Superintendent on

OR

Construction Drawing Not Preceded By Design Development (Title I)

Date

Date

Project Manager Date

BOSTON NATIONAL HISTORIC PARK

SUFFOLK MASSACHUSETTSNORTH ATLANTIC

CHARLESTOWN NAVY YARD

STABILIZE BUILDING 124 BUILDING STRUCTURE

STATEREGION COUNTY

LOCATION WITHIN PARK

NAME OF PARK

TITLE OF PROJECT DRAWING NO.

PMIS/PKG NO.

SHEET

UNITED STATES

DEPARTMENT OF THE INTERIOR

NATIONAL PARK SERVICE

DENVER SERVICE CENTER

OF

BOST 256875

A/E FIRM

BBIX,LLC.

102 SOUTH STREET, UNIT 3

BOSTON, MA 02111

MASSACHUSETTS

BOSTON NATIONAL HISTORICAL PARK

179757

PROPERTY OF THE UNITED STATES GOVERNMENT.

COPYING, DISSEMINATION, OR DISTRIBUTION OF THESE

DRAWINGS AND/OR DOCUMENTS WITHOUT THE

EXPLICIT PERMISSION OF THE U.S. GENERAL SERVICES

ADMINISTRATION IS PROHIBITED. DISTRIBUTION TO THOSE WITH

OTHER THAN A NEED TO KNOW IS STRICTLY FORBIDDEN.

PROJECT

LOCATION

SHEET INDEX

SHEET

NUMBER

SHEET NAME

S000 COVER SHEET

100% SUBMISSION

5/16/2022

S001 STRUCTURAL GENERAL NOTES

S002 STRUCTURAL LOADS AND ABBREVIATIONS

S003 STRUCTURAL TESTS AND INSPECTIONS

S004

S005

S006 EXISTING CONDITIONS AND REMOVAL

S100 BUILDING 124 FLOOR AND ROOF PLANS

S200 TYPICAL CONCRETE DETAILS

S201 REPAIR DETAILS

STRUCTURAL TESTS AND INSPECTIONS

STRUCTURAL TESTS AND INSPECTIONS

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P R O J E C T I N T E N T

1. This project will temporarily stabilize (preserve) the Building 124’s brick masonry walls at its southeast corner to arrest further deterioration while the National Park Service (NPS) decides whether to rehabilitate or restore the building. Although the roof framing and roofing materials are in poor condition, NPS has limited this project's scope to temporarily stabilizing the masonry. The project does not include repairs of the roof framing, roofing, windows, doors, or foundations. Similarly, the project's scope does not include permanent masonry repairs such as replacing deteriorated brick or mortar. The stabilization design is intended to be miminally invasive and easily removed in the future. In addition, the stabilization structure is designed to temporarily support the gravity loads of the roof structure while the exterior masonry walls are rebuilt. Tie-rods near the eave line reduce the outward thrust of the roof framing on the walls.

2. As described in SGH’s draft report dated 21 January 2022, the foundation settlement at the southeast corner is the most likely cause of the distress in the masonry. Permanent repairs will require a new foundation system at the southeast corner.

3. The building is on the National Register of Historic Places and contributes to the Charlestown Navy Yard National Historic District.

G E N E R A L

1. The authority of Architect / Engineer / SER will be delegated from NPS Contracting Officer (CO). All field communications from Contractor must be submitted to the CO. All field approvals must be issued to the Contractor through the CO or Contracting Officer's Rep

(COR).

2. The intent of the structural drawings is to show the main structural features and design for the completed project. Architectural details and other components that may be necessary to construct the project are shown incidentally only and not completely; therefore all contract drawings and specifications must be used in conjunction with the structural drawings during all phases of construction. Discrepancies between structural drawings and other disciplines' drawings, if not clarified in addenda at the request of the Contractor, shall be brought to the attention of the National Park Service Contracting Officer (CO) and Architect/Engineer during construction for clarifications. The Contractor shall take this into consideration in its bid.

3. There are no structural specifications (e.g. 051200 Structural Steel) in addition to these drawings. Refer to the project manual for specifications for related work, Division 1, and the Owner's project requirements.

4. Unless otherwise noted, details, sections and notes contained in the structural contract documents shall be considered typical for all similar conditions even if not explicitly referenced.

5. Contractor shall not scale drawings to obtain any missing information or to obtain any missing information or to interpret any information not specifically dimensioned for exact detailing or construction purposes.

6. Deficient work and/or work not in conformance with the contract documents shall be repaired at the contractor's expense. The Contractor shall compensate the client for services arising from deficient work, review of modifications/contractor substitution, or expediting of submittals.

7. Cost of investigation and/or redesign incurred by the Structural Engineer of Record (SER) due to Contractor errors will be at the Contractor's expense.

8. The Contractor shall submit a single dimensioned and coordinated drawing for each area of work incorporating work of a multiple subcontractors as required for review by the SER. If work is not coordinated on the shop drawings, this will be a reason for the CO to reject the submittal.

9. Loads imposed on the base building structure and temporary conditions intended to accommodate construction means and methods are not explicitly considered in this design.

The Contractor shall advise the CO and SER regarding construction loads and temporary conditions imposed on the building structure and shall compensate the SER for reviewing these conditions.

10. All work shall be inspected by an independent testing agency, retained by the Owner.

Submit all inspection reports to CO, Architect, and SER for review. Refer to Program of Structural Tests and Inspections.

11. Contractor shall carefully check stability of all elements of the building before doing any work on existing structures. Brace or strengthen all portions of structure which may be weakened by removal of existing construction until new construction is in place. Contractor shall be responsible for the design of temporary bracing, shoring, and strengthening. Submit design and supporting calculations sealed by a Massachusetts Professional Engineer for review.

12. Structural scope comprises the new structural components and details in the specific area of the existing building as designated in the structural drawings. The existing structure outside of the scope of work shown is not part of this project.

13. The Contractor is completely responsible for the safety of adjacent structures, property, his workmen, and the public, as affected by the construction of this project.

14. Contractor is responsible to visit site prior to bid to observe existing, incidental conditions that may not be depicted on these drawings and affect the performance of the work.

E L E V A T I O N S AND D I M E N S I O N S

1. All dimensions, elevations, and existing conditions shall be verified in the field by the contractors and any discrepancies shall be brought to the attention of the CO and SER for clarification before proceeding with the affected part of the work. Dimensions and elevations noted in the contract documents as (±) and all field conditions shall be verified in the field (VIF) by the contractor prior to the submissions of shop drawings. Upon receipt of shop drawings, the SER has the right to assume that all field dimensions, elevations, and existing conditions have been verified by the contractors and that the shop drawings accurately reflect such verifications unless stated otherwise on the shop drawings.

2. Existing Dimensions: Existing dimensions are from the 17 November 2021 site visit by SGH. All existing dimensions are to be verified in the field by the Contractor as appropriate prior to fabrication of members.

B U I L D I N G C O D E

1. General Services Administration, Public Building Service PBS-P100, October 2021.

2. International Building Code 2018 (IBC).

3. International Existing Building Code 2018 (IEBC).

4. American Society of Civil Engineers, ASCE 7-16, Minimum Design Loads for Buildings and Other Structures.

P R O C E D U R E

1. The Owner shall provide Special Inspections for all structural work as required by the International State Building Code and in accordance with the Statement of Special Inspections. The Contractor shall provide full and ample means and assistance for testing materials and workmanship and proper facilities for inspection of the work in the shop and in the field.

2. Structural field conditions may occur where the existing condition differs from the reference plans or where existing conditions or obstructions require modification of the work as shown on these drawings. The Contractor shall document structural field conditions with applicable sketches and photos and shall provide this documentation to the CO, Architect, and SER immediately if existing conditions vary from those shown on the drawings in a manner that precludes execution of the work as shown.

3. All elevations and dimensions shown for the new construction are based on the original architectural and structural drawings of the existing building, on field notes by SGH, and on basis of design product specifications. Verification and documentation of existing conditions and actual product specifications shall be completed prior to shop fabrication. Contractor is responsible for dimensions and fit.

4. Submit shop drawings for review by the CO, Architect, and SER. Do not fabricate until shop drawings are approved. Submit shop drawings at least 10 business days before the date when reviewed submittals will be needed. Shop drawings will bear the Contractor's stamp of approval which shall constitute certification that the Contractor has verified all field measurements, construction criteria, materials, and similar data, and has checked each drawing for completeness, coordination, and compliance with the Contract Documents. All submittals shall be made in accordance with Division 1 specifications and shall be submitted and returned in electronic (PDF) format.

5. For the work shown on these documents, submittals shall include:

A. Contractor's qualifications B. Weld electrode certificates C. Structural steel erection drawings D. Structural steel detail (piece) drawings. Include: details and dimensions of all pieces;

steel material designations; surface preparation and finish; all welds; details of cuts, connections, fasteners, fittings, holes, and piece marks cross-referenced to the erection drawings

E. Mill certificates for structural steel and structural bolts F. Galvanizer's certificates G. Rebar mill certificates H. Post-installed anchor and dowel materials I. Documentation demonstrating that personnel installing post-installed anchors in concrete have been trained in proper installation procedures by the anchor manufacturer

J. Concrete mix designs including test records substantiating mix design strength, all admixtures and dosage rates, aggregate gradation, and demonstration that aggregates are not susceptible to alkali silica reaction per ASTM C1260 or C1293

K. Mill certificates for cement for concrete L. Concrete curing materials M. Repair sequence including schedules.

6. Approval of submittals is for general conformance with the Contract Documents and does not relieve the Contractor responsibility for dimensions, fabrications, and correct fit of structural members. The Contractor is wholly responsible for the conformity of dimensions and details of the shop drawings with the Contract Documents.

7. Unauthorized reproduction of any portion of the structural contact drawings for re-submittal as shop drawings is prohibited. Shop drawings produced in such a manner will be rejected and returned.

8. The Contractor is responsible for all construction means and methods, including maintaining temporary stability of the structure during erection. Protect the building and interior areas during the work from all risks associated with the work. All equipment used on the project shall comply with the applicable municipal and safety regulations, including OSHA guidelines. The Contractor shall provide for the safety of the general public in the vicinity of all work areas. Take adequate protection against fire during field welding, including, but not limited to, adequate fire watches. Developing and implementing job site safety and construction procedures are the sole responsibility of the Contractor.

9. Schedule a pre-construction conference not less than two weeks prior to the start of the work to discuss the Contractor's proposed means and methods, sequence of work, equipment, working hours, quality control procedures. Attendees will include a the Contractor's field superintendent, the Contractor's foreman, the CO, the Architect, and the

SER.

10. The Contractor is responsible for implementing a quality control program that includes, but is not limited to, the following:

A. Inspection of all materials to ensure that they conform to Contract requirements and that all materials are new and undamaged.

B. Establishment of procedures for executing the work.

11. In case of conflict between the General Notes and the details, the more stringent shall govern.

S U G G E S T E D S E Q U E N C E O F I N S T A L L A T I O N

We suggest the following general sequence of installation to minimize the impact on the existing structure. This sequence does not describe every required construction activity in detail. The Contractor should review the suggested sequence of installation and provide modifications to it as part of its price and schedule proposal. The installation sequence and required equipment are the sole responsibility of the Contractor.

1. Install temporary footings

2. Drill holes for the through bolts working from the exterior toward the interior using a small diameter pilot hole and three successively larger drill bits to minimize spalling the interior face of the brick.

3. Install vertical channels

4. Install diagonal L4x4 braces.

5. Install through-bolts, strap plates, and vertical L8x8 on the exterior of the building.

6. Install W10 shoring beam with wood blocking.

7. Install horizontal tie rods near eave line.

S T R U C T U R A L S T E E L & M I S C . M E T A L S

1. STRUCTURAL SHAPES:

A. Wide Flange: ASTM A992 B. Angles: ASTM A36, UON C. Channels: ASTM A36, UON D. Plates: ASTM A36, UON E. Threaded Rods: ASTM A36 Class 2A/2B UON

2. BOLTED CONNECTIONS:

A. Connections to Structural Steel (Steel-to-Steel):

a. ASTM F3125 Grade A325 Bolts, 3/4" min. diameter with ASTM A563 heavy hex steel nuts and ASTM F436 hardened steel washers UON. Provide lock washers where indicated Finish to match finish of connected steel.

b. All bolts snug-tight UON. Do not pretension threaded rods.

c. All bolts shall be in standard holes UON. Where slotted holes are shown, slot is parallel to member axis UON.

3. WELDING ELECTRODES:

A. Conform to AWS Specifications for electrodes based on welding process and the type and grade of steel. E70XX electrodes (70 ksi min.) for fillet welds.

4. FABRICATION:

A. Shop fabricate to greatest extent possible by welding including beam stiffeners, column caps and bases, holes and connections.

B. Submit complete shop drawings from field dimensions for the Architect's approval of all structural steel prior to fabrication.

C. Cut, drill, or punch holes. Do not thermally cut holes or enlarge holes by burning.

D. Load and store galvanized articles in accordance with accepted industry standards.

5. ERECTION:

A. Provide expansion anchors, steel shims, steel wedges as required to erect steel. Use templates for drilling for anchors. Do not field cut or field modify any structural steel without prior written approval by architect for each specific case.

6. FINISHES:

A. Shop prime all Structural Steel not galvanized with two coats of Zinc-Rich Primer B. All surfaces of slip critical connections shall be Class A

7. 7. HOT-DIP GALVANIZING:

A. All steel, including but not limited to structural members, connection materials, and misc. metals, that is exposed to the exterior elements (weather) shall be hot-dip galvanized. All field welds, or areas where hot-dip galvanizing is damaged, shall be touched-up with a zinc-rich paint ("cold galvanizing") after steel is completely installed.

B. Prepare steel to be galvanized using galvanizer's standard process for degreasing, pickling, and fluxing. Apply zinc coating by the hot-dip process to structural steel according to ASTM A123. Provide passivating chromate dip or similar treatment to prevent wet storage stains.

C. Grind galvanizing from areas to be field welded and touch-up with cold galvanizing compound after welding.

D. Seal weld all seams not otherwise welded.

E. Load and store galvanized articles in accordance with accepted industry standards.

F. All holes in steel members to facilitate galvanizing, including all vent holes and drain holes, shall be shown on the shop drawings. Holes shall not be cut prior to approval of shop drawings.

8. STANDARD SPECIFICATIONS AND REFERENCE STANDARDS

A. AISC 360-16 Specification for Structural Steel Buildings B. AISC 303-16 Code of Standard Practice for Steel Buildings and Bridges C. AWS D1.1:2020 - Structural Welding Code - Steel D. Research Council on Structural Connections - Specification for Structural Joints Using

High-Strength Bolts (2020).

C O N C R E T E

1. All concrete shall be ready-mix in accordance with ASTM C94.

2. Cement: ASTM C150 Type II.

3. Aggregate: ASTM C33.

4. Mixes are to be reviewed by Owner's testing lab and submitted to the Architect/SER for approval. Do not place concrete without approval by Architect/SER. Refer to table on this sheet for mix design properties

5. Pipes and electrical conduits shall not be embedded in structural concrete, except where specifically approved by the SER.

6. Do not cut any (E) reinforcing steel without consulting SER. Coring in concrete is not permitted except as shown. Notify the CO, Architect, and SER in advance of conditions that are not shown on the drawings.

7. Reinforcing Steel and Accessories:

A. ASTM A615 Grade 60 deformed bars in accordance with ASTM A775

8. All reinforcement shall be continuous. Stagger splices where possible. Laps shall be per typical details, unless otherwise noted.

9. Minimum clear concrete cover for reinforcement, unless otherwise noted:

A. Interior concrete pads: 2 inch all sides

Clearance is to closest reinforcement.

10. Steel Reinforcement Accessories:

A. Provide standees and other accessories where not specified on the drawings in accordance with Manual of Standard Practice or Detailing Reinforcing Concrete Structures ACI 315 or CRSI-WRSI Manual of Standard Practice. Use plastic tips on all chairs placed on the sides of concrete formwork. Do not tack or spot-weld crossing bars.

11. Concrete Curing:

A. Cure all concrete for a minimum of seven days.

12. Standard Specifications and Reference Standards:

A. CRSI Manual of Standard Practice B. ACI 318-19 Building Code Requirements for Structural Concrete C. Follow the latest recommendations and specifications of the American Concrete

Institute:

a. ACI 301 Specifications for Structural Concrete

b. ACI 302 Concrete Floor and Slab Construction

c. ACI 304 Guide for Measuring, Mixing, Transporting and Placing Concrete

d. ACI 305 Hot Weather Concreting

e. ACI 306 Cold Weather Concreting

Element Density Strength

(psi / days) Max w/cm

Entrained Air Content

Interior:

ACI 318

Exposure

Class

Max Type F Flyash As

Percentage of CM

Max Slag Cement as Percentage of

CM

Max Silica Fume as Percentage of CM

Max. Nominal Aggregate

Size

CONCRETE MIX PROPERTIES

Concrete Pads 145 pcf ± 3% 0.45 5% ±1.5%4,500 / 28 F1 / C1 25% 3/4 in.25% 25%

W O O D C O N S T R U C T I O N

1. SAWN LUMBER:

A. All lumber to be Spruce-Pine-Fir (NLGA) #2 or better, kiln dried

2. FASTENERS:

A. Bolts: ASTM A307 for all wood-to-wood and steel-to-wood connections.

3. STANDARD SPECIFICATIONS

A. American Wood Council NDS-18 National Design Specification for Wood Construction with 2018 Supplement.

A/E FIRM

BBIX,LLC.

102 SOUTH STREET, UNIT 3

BOSTON, MA 02111 OF

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO. DRAWING NO.

SHEET

TITLE OF SHEET

STABILIZE BUILDING 124 BUILDING STRUCTURE

BOSTON NATIONAL HISTORIC PARK

DRAWN:

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ASZ

5/16/22

179757

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S001

STRUCTURAL GENERAL

NOTES

PROPERTY OF

THE UNITED STATES GOVERNMENT

FOR OFFICIAL USE ONLY

5/16/22

ABBREVIATION WORD OR PHRASE

& AND

@ AT

ACI AMERICAN CONCRETE INSTITUTE

ADD'L ADDITIONAL

AESS ARCHITECTURAL EXPOSED

STRUCTURAL STEEL

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ALT ALTERNATE

APA THE ENGINEERED WOOD

ASSOCIATION

APPROX APPROXIMATE

ARCH ARCHITECT

ASD ALLOWABLE STRENGTH DESIGN

ASTM AMERICAN SOCIETY FOR

TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

BLK'G BLOCKING

BM BEAM

BOT BOTTOM

BRG BEARING

BTW BETWEEN

C CAMBER

CC CENTER TO CENTER

CJ CONTROL JOINT

CIP CAST-IN-PLACE

CL CENTER LINE

CLT CROSS LAMINATED TIMBER

CLR CLEAR

CMU CONCRETE MASONRY UNIT

CO CONTRACTING OFFICER

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

COR CONTRACTING OFFICER'S

REPRESENTATIVE

CJP COMPLETE JOINT PENETRATION

CD COLUMN DOWN

CU COLUMN UP

DIA, Ø DIAMETER

DIAG DIAGONAL

DL DEAD LOAD

DN DOWN

DO DITTO

DWG(S) DRAWING(S)

(E) EXISTING

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

EMBED EMBEDMENT

EQ EQUAL

ES EACH SIDE

EW EACH WAY

FDN FOUNDATION

FF FINISH FLOOR

FG FINISH GRADE

FIN FINISH

FLR FLOOR

FRP FIBER REINFORCED POLYMER

FS FAR SIDE

FT OR ' FOOT, FEET

FTG FOOTING

GA GAUGE

GALV GALVANIZED

GL GRID LINE

GR GRADE

HDG HOT-DIP GALVANIZED

HGR HANGER

HORIZ HORIZONTAL

HP HIGH POINT

HSB HIGH STRENGTH BOLT

HSS HOLLOW STRUCTURAL SECTION

IBC INTERNATIONAL BUILDING CODE

ICC INTERNATIONAL CODE COUNCIL

IN OR " INCH, INCHES

ABBREVIATION WORD OR PHRASE

JST JOIST

K KIPS

KSI KIPS PER SQUARE INCH

LBS POUNDS

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LP LOW POINT

LW LIGHTWEIGHT

LVL LAMINATED VENEER LUMBER

MAX MAXIMUM

MECH MECHANICAL

MIN MINIMUM

MISC MISCELLANEOUS

MBC MASSACHUSETTS BUILDING CODE

MCR MASSACHUSETTS CODE OF

REGULATIONS

(N) NEW

NO, # NUMBER

NS NEAR SIDE

NTS NOT TO SCALE

NW NORMAL WEIGHT

OC ON CENTER

OD OUTSIDE DIAMETER

OH OPPOSITE HAND

OPNG OPENING

PART PARTIAL

PCF POUNDS PER CUBIC FOOT

PL PLATE

PLY PLYWOOD

PJP PARTIAL JOINT PENETRATION

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

RAD RADIUS

RD ROOF DRAIN

REINF REINFORCING

REQ'D REQUIRED

SCHED SCHEDULE

SER STRUCTURAL ENGINEER OF RECORD

SIM SIMILAR

SOG SLAB ON GRADE

SS STAINLESS STEEL

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL

T&B TOP AND BOTTOM

TOC TOP OF CONCRETE

TOS TOP OF STEEL

TOW TOP OF WALL

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

VERT VERTICAL

VIF, ± VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WP WORK POINT

WWR WELDED WIRE REINFORCING

2018 INTERNATIONAL BUILDING CODE / ASCE 7-16

MASSACHUSETTS STATE BUILDING CODE, NINTH EDITION

WIND

DESCRIPTION SYMBOL VALUE

BASIC STRENGTH DESIGN WIND SPEED

(3 SEC. GUST)

RISK CATEGORY

WIND LOAD EXPOSURE CATEGORY

INTERNAL PRESSURE COEFFICIENT

SEISMIC

LATERAL LOAD DESIGN

IE

DESCRIPTION SYMBOL VALUE

SEISMIC IMPORTANCE FACTOR

RISK CATEGORY

MAPPED SPECTRAL RESPONSE

SHORT PERIOD ACCELERATION

MAPPED SPECTRAL RESPONSE

1-SECOND ACCELERATION

LONG-PERIOD TRANSITION PERIOD

SITE CLASSIFICATION

DESIGN SPECTRAL RESPONSE

SHORT PERIOD ACCELERATION

DESIGN SPECTRAL RESPONSE

1-SECOND ACCELERATION

SEISMIC DESIGN CATEGORY

ANALYSIS PROCEDURE

Vult

GCpi

118 MPH (MA MIN.)

I

C

±0.18

SS

TL

S1

SDS

SD1

SDC

1.0

0.217g

0.069g

E

0.193g

0.347g

C

EQUIVALENT LATERAL FORCE

6s

I

DEAD LOAD (SEE NOTE 1)

DESCRIPTION VALUE (PSF)

ROOFS

GROUND SNOW LOAD

RISK CATEGORY

IMPORTANCE FACTOR

EXPOSURE FACTOR

THERMAL FACTOR (UNHEATED)

FLAT ROOF SNOW LOAD

SLOPE FACTOR

DESIGN LOADS

LIVE LOAD

DESCRIPTION VALUE (PSF)

SEE SNOW PROVISIONS

Pg

SNOW LOAD

DESCRIPTION VALUESYMBOL

I-

CT

CE

Is 0.8

40 PSF

1.0

1.2

Cs 1.0

30 PSF (MA MIN.)Pf

NOTES:

1. SELF-WEIGHT OF STRUCTURAL COMPONENTS IS INCLUDED SEPARATELY.

ROOF ASSEMBLY 10

COMPONENTS AND CLADDING SEE VALUES BELOW

5 4

5 5

3 3

ZONE PRESSURE SUCTION

1 28.3 PSF -30.8 PSF

2 -57.0 PSF

3 -57.0 PSF

4 -33.5 PSF

5 -41.3 PSF

COMPONENTS AND CLADDING

28.3 PSF

28.3 PSF

30.9 PSF

30.9 PSF

a a a a aa a = 3 FT UON

COMPONENTS AND CLADDING PRESSURE AND SUCTION NOTES:

1. WIND PRESSURES AND SUCTIONS SHOWN HERE ARE ULTIMATE VALUES.

2. FOR ALLOWABLE STRESS DESIGN, ULTIMATE PRESSURES AND SUCTIONS MAY BE SCALED BY 0.6.

A/E FIRM

BBIX,LLC.

102 SOUTH STREET, UNIT 3

BOSTON, MA 02111 OF

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO. DRAWING NO.

SHEET

TITLE OF SHEET

STABILIZE BUILDING 124 BUILDING STRUCTURE

BOSTON NATIONAL HISTORIC PARK

DRAWN:

REE

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ASZ

5/16/22

179757

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S002

STRUCTURAL LOADS AND

ABBREVIATIONS

PROPERTY OF

THE UNITED STATES GOVERNMENT

FOR OFFICIAL USE ONLY 3

A/E FIRM

BBIX,LLC.

102 SOUTH STREET, UNIT 3

BOSTON, MA 02111 OF

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO. DRAWING NO.

SHEET

TITLE OF SHEET

STABILIZE BUILDING 124 BUILDING STRUCTURE

BOSTON NATIONAL HISTORIC PARK

DRAWN:

REE

REE

ASZ

5/16/22

179757

I:

\B

O S

\P ro je c ts

\2

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-C H

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S003

STRUCTURAL TESTS AND

INSPECTIONS

STATEMENT OF SPECIAL INSPECTIONS

DESIGN PROFESSIONAL IN CHARGE

This Statement of Special Inspections is submitted as a condition for permit issuance in accordance with the Special Inspection and Structural Testing requirements of the Massachusetts State Building Code, 9th Edition (MSBC). It includes a schedule of Special Inspection services applicable to this project as well as the name of the Special Inspection coordinator and the identity of other approved agencies to be retained for conducting these inspections and tests. This Statement of Special Inspections encompasses the following disciplines: STRUCTURAL. The Special Inspection Coordinator shall keep records of all inspections and shall furnish inspection reports to the Building Official and the Registered Design Professional in Responsible Charge (RDP). The Special Inspection Coordinator will compile and distribute all inspection reports directly to the RDP, the contractor, the CO, the building official, and any other parties designated by the owner. Discovered discrepancies shall be brought to the immediate attention of the contractor for correction. If such discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the RDP. The Special Inspection program does not relieve the contractor of his or her responsibilities for quality control (QC).

Interim reports shall be submitted to the Building Official and the RDP. Interim reports shall be submitted monthly.

A Final Report of Special Inspections documenting completion of all required Special Inspections, testing, and correction of any discrepancies noted in the inspections shall be submitted by the Special Inspection Coordinator prior to issuance of a Certificate of Use and Occupancy. The intention of the following tables is to identify the quality assurance (QA) inspection tasks as required by the 2018 International Building Code (IBC). In accordance with IBC Section 1704.2, the owner or the owner’s authorized agent shall employ one or more approved testing agencies to provide special inspections. The Special Inspection Coordinator and approved agencies shall not be retained by the contractor or subcontractor whose work is to be inspected or tested. Any conflicts of interest shall be disclosed to the Authority Having Jurisdiction (AHJ) prior to commencing the work.

Job site safety and means and methods of construction are solely the responsibility of the contractor.

OWNER

LOCATION

SCHEDULE OF INSPECTION AND TESTING AGENCIES

SPECIAL INSPECTION AGENCIES FIRM ADDRESS TELEPHONE #

Special Inspection Coordinator TBD TBD TBD

Inspector TBD TBD TBD

Geotechnical Engineer TBD TBD TBD

STATEMENT OF CONTRACTOR'S RESPONSIBILITY

In accordance with IBC 2018 Section 1704.4, as referenced in MSBC, each contractor responsible for the construction or fabrication of a main wind-force resisting system or a seismic-force-resisting system or a wind- or seismic-resisting component listed in the statement of special inspections above must submit a Statement of Responsibility to the Structural Engineer of Record, the building official and the owner prior to commencement of work on the system. The contractor's statement of responsibility shall contain acknowledgement of awareness of the special requirements contained in the statement of special inspections.

QUALIFICATIONS OF INSPECTORS AND TESTING TECHNICIANS

The qualifications of all personnel performing Special Inspection and testing activities are subject to the approval of the Building Official. The credentials of all Inspectors and testing technicians shall be provided.

Key for Minimum Qualifications of Inspection Agents:

When the Registered Design Professional in Responsible Charge deems it appropriate that the individual performing a stipulated test or inspection have a specific certification or license as indicated below, such designation shall appear below the Agency Number on the Schedule.

PE/SE Structural Engineer – a licensed PE specializing in the design of building structures

PE/GE Geotechnical Engineer – a licensed PE specializing in soil mechanics and foundations

EIT Engineer-In-Training – a graduate engineer who has passed the Fundamentals of Engineering examination

AMERICAN CONCRETE INSTITUTE (ACI) CERTIFICATION

ACI-CFTT Concrete Field Testing Technician – Grade 1

ACI-CCSI Concrete Construction Special Inspector

ACI-LTT Laboratory Testing Technician – Grade 1&2

ACI-CSTT Concrete Strength Testing Technician

AMERICAN WELDING SOCIETY (AWS) CERTIFICATION

AWS-CWI Certified Welding Inspector

INTERNATIONAL CODE COUNCIL (ICC) CERTIFICATION

ICC-SMSI Structural Masonry Special Inspector

ICC-SWSI Structural Steel and Welding Special Inspector

ICC-SFSI Spray-Applied Fireproofing Special Inspector

ICC-PCSI Prestressed Concrete Special Inspector

ICC-RCSI Reinforced Concrete Special Inspector

NATIONAL INSTITUTE FOR CERTIFICATION IN ENGINEERING TECHNOLOGIES (NICET)

NICET-CT Concrete Technician – Levels I, II, III & IV

NICET-ST Soils Technician - Levels I, II, III & IV

NICET-GET Geotechnical Engineering Technician - Levels I, II, III & IV

Charlestown Naval Shipyard Park, Building 124, 36 1st Ave, Boston, MA 02129

United States Department of the Interior, National Park Service

Alec S. Zimmer, P.E.

Note: The inspectors and testing agencies shall be engaged by the Owner or the Owner’s Agent in accordance with Section 1704.1 the 2015 International Building Code (IBC 2018), as referenced in MSBC and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Official prior to commencing work.

REFERENCES

CODE/STANDARD TITLE

Standard Specifications for Structural ConcreteACI 301-16

Building Code Requirements for Structural ConcreteACI 318-14

Specifications for Masonry StructuresACI 530.1/ASCE 6/TMS 602-13

Specification for Structural Steel BuildingsAISC 360-10

Seismic Provisions for Structural Steel BuildingsAISC 341-10

Specification for General Requirements for Rolled Steel Plates, Shapes, Sheet Piling, and Bars for Structural UseASTM A6-11

Standard Practice for Making and Curing Concrete Test Specimens in the FieldASTM C31-12

Specification for Ready-Mixed ConcreteASTM C94-13

Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2 in. or 50 mm Cube Specimens)ASTM C109-16a

Standard Test Method for Unit Weight, Yield and Air Content (Gravimetric) of ConcreteASTM C138-17

Standard Test Method for Slump of Hydraulic Cement Concrete.ASTM C143-15

Standard Practice for Sampling Freshly Mixed ConcreteASTM C172-10

Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method.ASTM C 173-16

Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure MethodASTM C231-17

Standard Test Method for Determining Density of Structural Lightweight ConcreteASTM C567-14

Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement ConcreteASTM C1064-17

Standard Test Method for Measuring Changes in Height of Cylindrical Specimens from Hydraulic Cement GroutASTM C1090-15

Standard Test Method for Constructing and Testing Masonry PrismsASTM C1314-16

Structural Welding Code – SteelAWS D1.1-2015

Standard for Quality Control and Quality Assurance for Installation of Steel DeckSDI QA/QC-2011

International Building Code 2018 with Massachusetts Amendments, Ninth EditionAPPLICABLE BUILDING CODE

Specification for Structural Joints Using High-Strength BoltsRCSC-2009

DEFINITIONS

Authority Having Jurisdiction is the organization, political subdivision, office, or individual charged with the responsibility of administering and enforcing provisions of the applicable building code. Also referred to as the building official.

AHJ

Where "inspection frequency" is noted as continuous, the special inspector must be present when and where the work to be inspected is being performed. Work on the items to be inspected may not proceed unless the inspector is on the site.

Continuous

Document means that the QC or QA inspector shall prepare reports or other appropriate written documentation indicating that the work has or has not been performed in accordance with the construction documents.

Document

O (observe) indicates structural steel items to be observed on a random basis. The work need not be delayed pending these observations.O

P (perform) indicates structural steel inspection task to be performed for each welded joint, bolted connection, or member.P

Where "inspection frequency" is noted as periodic, the special inspector may be intermittently present where the work to be inspected has been or is being performed. Work may proceed and need not be delayed while the inspector is not on the site.

Periodic

Quality Assurance procedures and inspections are established by this Statement of Special Inspections and are implemented by the Special Inspection Coordinator and approved testing agencies to provide the owner, the registered design professional, and the Authority Having Jurisdiction with independent, objective confirmation that the work is performed in accordance with the construction documents.

Quality Assurance (QA)

Quality Control (QC) Quality Control procedures and inspections are established by the contractor to ensure that their work is performed in accordance with the construction documents.

PROPERTY OF

THE UNITED STATES GOVERNMENT

FOR OFFICIAL USE ONLY 4

102 SOUTH STREET, UNIT 3

BOSTON, MA 02111 OF

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO. DRAWING NO.

SHEET

TITLE OF SHEET

STABILIZE BUILDING 124 BUILDING STRUCTURE

BOSTON NATIONAL HISTORIC PARK

DRAWN:

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ASZ

5/16/22

179757

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STRUCTURAL TESTS AND

INSPECTIONS

CAST-IN-PLACE CONCRETE-IBC 2015 SECTION 1705.2

ITEM SCOPE

FORMWORK GEOMETRY

Inspect formwork for shape, location, dimensions, and finishes of the concrete member being formed and for conformance to the Contract Documents and ACI 301 Section 2 and ACI 318 Section 26.11.

AGENCY

ACI-CCSI/ICC-RCSI

INSPECTION FREQUENCY

PERIODIC

MIX DESIGN

Review concrete batch tickets and verify compliance with approved mix design.

Verify that water added at the site does not exceed that allowed by the mix design.

ACI-CCSI/ICC-RCSI CONTINUOUS

MATERIAL CERTIFICATION

Review in-plant all materials, manufacturer’s certifications, and mill reports for conformance to Contract Documents.

ACI-CCSI

PERIODIC

PERIODIC

Maintain records of all material certificates and mill reports of all concrete mix constituent materials and steel reinforcement

Inspect placement of all reinforcement for compliance with ACI 318 Ch. 20, Sections 25.2, 25.3 and 26.6 and ACI 301 Section 3.3. Inspect size, spacing, cover, positioning, and grade of reinforcing steel for compliance with the Contract Documents. Verify that bars are adequately tied and supported on chairs or bolsters. Inspect bar laps and mechanical splices. Verify that reinforcing bars are free of form oil or other deleterious materials. Inspection frequency as noted:

For slabs-on-grade, foundations, and wallsPERIODIC

PERIODIC Inspect inserts and accessories.

REINFORCEMENT

INSTALLATION

ACI-CCSI/ICC-RCSI

ANCHOR RODS ACI-CCSI/ICC-RCSI

CONTINUOUS

Inspect size, grade, positioning, and embedment of anchor rods for conformance to Contract Documents prior to concrete placement.

PERIODIC Inspect concrete placement and consolidation around anchors.

CONCRETE PLACEMENT ACI-CCSI/ICC-RCSI

Prior to allowing ready-mix trucks to deposit concrete, review batch-plant ticket to verify concrete mix compliance with project specifications, temperature, batching time, and number of mixing drum revolutions. Reject concrete that has been mixed for more than 90 min. or 300 drum revolutions.

Inspect placement of concrete. Verify that concrete conveyance and depositing avoids segregation or contamination. Verify that concrete is properly consolidated.

CONTINUOUS

CONTINUOUS

Maintain records correlating concrete batching information with location of placement in the finished work. Inspect all concrete placements for compliance with ACI 318 Section 26.5.2, and ACI 301 Sections 5 and 7.3.

CONTINUOUS

Inspect for conformance to all approved hot- and cold-weather concrete placement procedures.

CONTINUOUS

Collect and test concrete samples per ACI 318 Section 26.12.2 (minimum of four cylinders for each 150 cu yd of concrete or 5,000 sq ft of slab or wall area placed), but not fewer than four cylinders for each day’s pour.

CONTINUOUS

Measure slump (ASTM C143), temperature (ASTM C1064), weight, (ASTM C138), and air content (ASTM C173) for all concrete sampled for strength. For pumped concrete, measure at point of deposit into the work, not at the truck tail gate.

CONTINUOUS

SAMPLING AND TESTING OF

CONCRETE

ACI-CFTT/ACI-STT

Inspect all placements for conformance to Contract Documents, ACI 318 Sections 26.5.3, 26.5.4 and, 26.5.5 and to curing and protection procedures approved by SER..

PERIODICACI-CCSI/ICC-RCSICURING AND PROTECTION

Test for conformance to specifications in accordance with ACI 318 Section

26.12.3. As a minimum, perform compression tests on one cylinder at seven days and two cylinders at twenty-eight days.

CONTINUOUSACI-LTTLABORATORY EVALUATION

OF CONCRETE STRENGTH

Verify that existing reinforcing steel is not cut when drilling holes for dowels or anchors.

CONTINUOUS

Inspect holes prior to installation of adhesive to verify that holes are free of dust and prepared in accordance with the manufacturer’s instructions and have the embedment depth indicated on the Contract Documents.

CONTINUOUS

Verify that adhesive material is in accordance with the Contract Documents.

Verify that the material is stored, mixed, and injected in accordance with the manufacturer’s instructions.

CONTINUOUS

Verify that the dowel or anchor materials, lengths, diameters, embedments, and finishes are in accordance with the Contract Documents.CONTINUOUS

ACI-CCSI/ICC-RCSIADHESIVE DOWELS

PERIODIC Verify that existing reinforcing steel is not cut when drilling holes for anchors

Inspect installation. Verify manufacturer, type, diameter, material, markings, seating of washer, embedment and torque of anchors are in accordance with the Contract Documents and manufacturer's written installation instructions.

PERIODIC

ICC-SMSIEXPANSION ANCHORS

POST-INSTALLED ADHESIVE ANCHORS-ACI 318 CHAPTER 17

ITEM SCOPE

INSTALLER

QUALIFICATIONS

Review installers qualifications. Installation of adhesive anchors installed horizontally or upwardly inclined to support sustained tension loads shall be performed by personnel certified by an applicable certification program.

Certification shall include written and performance test in accordance with ACI/CRSI Adhesive Anchor Installer Certification Program or equivalent.

AGENCY

ACI/CRSI

INSPECTION FREQUENCY

PERIODIC

ANCHOR INSTALLATION

Verify that existing reinforcing steel is not cut when drilling holes for anchors.

ACI-CCSI/ICC-RCSI

CONTINUOUS

Verify drilled holes are the proper diameter and depth in accordance with manufacturer's printed installation instructions (MPII)

CONTINUOUS FOR

ANCHORS INSTALLED

HORIZONTALLY OR

UPWARDLY INCLINED TO

SUPPORT (BY CERTIFIED

INSPECTOR)

PERIODIC

Verify drilled holes are cleaned in accordance with MPII and that the holes are protected from contamination until adhesive is installed. A drilled anchor hole shall be re-cleaned assuming the hole was just drilled, if in the opinion of the RDP, Special Inspector, or Owner's Representative the hole has become contaminated after initial cleaning.

CONTINUOUS FOR

ANCHORS INSTALLED

HORIZONTALLY OR

UPWARDLY INCLINED TO

SUPPORT (BY CERTIFIED

INSPECTOR)

PERIODIC

Verify that adhesive material is in accordance with the Contract Documents.

Verify that the material is stored, mixed, and injected in accordance with the manufacturer’s instructions.

Verify anchors to be installed are clean, oil-free, and free of loose rust, paint, or other coatings.

Verify that installed adhesive anchors are securely fixed in place to prevent displacement while the adhesive cures. Unless otherwise shown on the contract drawings, anchors should be installed perpendicular to the concrete surface.

Anchors displaced before full adhesive cure shall be considered damaged and replaced at the Contractor's expense. Installed reinforcing bars/threaded bars shall not be bent after being adhesively embedded in hardened, sound concrete, unless permitted by the RDP.

Verify that the anchor materials, lengths, diameters, embedments, and finishes are in accordance with the Contract Documents.

CONTINUOUS

CONTINUOUS FOR

ANCHORS INSTALLED

HORIZONTALLY OR

UPWARDLY INCLINED TO

SUPPORT (BY CERTIFIED

INSPECTOR)

PERIODIC

CONTINUOUS FOR

ANCHORS INSTALLED

HORIZONTALLY OR

UPWARDLY INCLINED TO

SUPPORT (BY CERTIFIED

INSPECTOR)

PERIODIC

CONTINUOUS FOR

ANCHORS INSTALLED

HORIZONTALLY OR

UPWARDLY INCLINED TO

SUPPORT (BY CERTIFIED

INSPECTOR)

PERIODIC

DEFINITIONS

Authority Having Jurisdiction is the organization, political subdivision, office, or individual charged with the responsibility of administering and enforcing provisions of the applicable building code. Also referred to as the building official.

AHJ

Where "inspection frequency" is noted as continuous, the special inspector must be present when and where the work to be inspected is being performed. Work on the items to be inspected may not proceed unless the inspector is on the site.

Continuous

Document means that the QC or QA inspector shall prepare reports or other appropriate written documentation indicating that the work has or has not been performed in accordance with the construction documents.

Document

O (observe) indicates structural steel items to be observed on a random basis. The work need not be delayed pending these observations.O

P (perform) indicates structural steel inspection task to be performed for each welded joint, bolted connection, or member.P

Where "inspection frequency" is noted as periodic, the special inspector may be intermittently present where the work to be inspected has been or is being performed. Work may proceed and need not be delayed while the inspector is not on the site.

Periodic

Quality Assurance procedures and inspections are established by this Statement of Special Inspections and are implemented by the Special Inspection Coordinator and approved testing agencies to provide the owner, the registered design professional, and the Authority Having Jurisdiction with independent, objective confirmation that the work is performed in accordance with the construction documents.

Quality Assurance (QA)

Quality Control (QC) Quality Control procedures and inspections are established by the contractor to ensure that their work is performed in accordance with the construction documents.

PROPERTY OF

THE UNITED STATES GOVERNMENT

FOR OFFICIAL USE ONLY 5

102 SOUTH STREET, UNIT 3

BOSTON, MA 02111 OF

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO. DRAWING NO.

SHEET

TITLE OF SHEET

STABILIZE BUILDING 124 BUILDING STRUCTURE

BOSTON NATIONAL HISTORIC PARK

DRAWN:

REE

REE

ASZ

5/16/22

179757

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S005

STRUCTURAL TESTS AND

INSPECTIONS

DEFINITIONS

Authority Having Jurisdiction is the organization, political subdivision, office, or individual charged with the responsibility of administering and enforcing provisions of the applicable building code. Also referred to as the building official.

AHJ

Where "inspection frequency" is noted as continuous, the special inspector must be present when and where the work to be inspected is being performed. Work on the items to be inspected may not proceed unless the inspector is on the site.

Continuous

Document means that the QC or QA inspector shall prepare reports or other appropriate written documentation indicating that the work has or has not been performed in accordance with the construction documents.

Document

O (observe) indicates structural steel items to be observed on a random basis. The work need not be delayed pending these observations.O

P (perform) indicates structural steel inspection task to be performed for each welded joint, bolted connection, or member.P

Where "inspection frequency" is noted as periodic, the special inspector may be intermittently present where the work to be inspected has been or is being performed. Work may proceed and need not be delayed while the inspector is not on the site.

Periodic

Quality Assurance procedures and inspections are established by this Statement of Special Inspections and are implemented by the Special Inspection Coordinator and approved testing agencies to provide the owner, the registered design professional, and the Authority Having Jurisdiction with independent, objective confirmation that the work is performed in accordance with the construction documents.

Quality Assurance (QA)

Quality Control (QC) Quality Control procedures and inspections are established by the contractor to ensure that their work is performed in accordance with the construction documents.

STRUCTURAL STEEL-IBC 2018 SECTION 1705.2.1

PLACEMENT OF

ANCHOR RODS AND

OTHER EMBEDMENTS

SUPPORTING

STRUCTURAL STEEL

VERIFICATION AND INSPECTION QC QA

AISC 360

REFERENCE

P P Tables N5.4.3, N5.6-3, N6.1

Section N5.7P

P

P

Section N5.7

STRUCTURAL

FRAMING, DETAILS

AND ASSEMBLIES

Review mill test reports, certifications, and identification markings of all structural steel for compliance with the ASTM specifications required by the contract documents and by AISC 360-10 Section A3

Inspect member sizes, milled surfaces, and installation and connection details for compliance with approved shop drawings and with Construction Documents.

Verify columns are plumb within AISC tolerances.

Verify columns and beams have correct piece marks and located and oriented per appropriate drawings.

Application of joint details at each connection

P

P

Section N5.7

Section N5.7

PRIOR TO WELDING

Verify that welding procedure specifications (WPSs) are available. Inspect pre-heat, post-heat, and surface preparation.

Verify that manufacturer certifications for welding consumables are available and verify compliance with construction documents

Verify material Identification (Type/Grade)

Confirm use of qualified welders

Table N5.4-1

Table N5.4-1

Table N5.4-1

Table N5.4-1

Table N5.4-1

Table N5.4-1

Check welding equipment

P P

P P

O O

O O

O O

O O

O

DURING WELDING

Confirm no welding over cracked tack welds

Observe control and handling of welding of welding consumables

• Observe packaging

• Exposure control

Confirm that WPS is followed:

• Settings on welding equipment

• Travel speed

• Selected welding materials

• Shielding gas type/flow rate

• Preheat applied

• Interpass temperature maintained

• (Min./Max.) proper position (F, V, H, OH)

Document environmental condition

• Wind speed within limits

• Precipitation and temperature

Table N5.4-1

Table N5.4-2O O

Table N5.4-2O O

Table N5.4-2O O

Table N5.4-2O O

Table N5.4-2O O

Table N5.4-2O O

Structural Steel inspections listed below are based on the requirements of AISC 360-10 Chapter N “Quality Control and Quality Assurance.” Quality Assurance inspections of structural steel fabricators are not required if the fabricator is registered and approved in accordance with IBC Section 1704.2.5.1 to perform such work without Special Inspections, provides evidence of approval (such as an appropriate AISC Certification), and certifies compliance with the approved construction documents.

Section N5.7

Section N5.7

P

P

WELDING

INSPECTION -

GENERAL

Perform all weld inspections and tests per Chapter 6 of AWS D1.1 O Section 4O

O Section 4O

Obtain a copy of the welders’ certifications prior to the start of work O Section 5.4-1O

Section N5.7

Section N5.7

P

Section N5.7

P

P

P

O

O

O

O

O

O

O

INSPECTOR

QUALIFICATIONS

Welding Inspectors shall have the AWS-CWI credential

Bolting and Framing inspectors shall have the ICC-SWSI credential or shall provide documented training and experience in structural steel inspection.

STRUCTURAL

FRAMING, DETAILS

AND ASSEMBLIES

O Section N5.7P

O Section N5.7P

O Section N5.7P

O Section N5.7P

P Section N5.7O

Verify extent or depth of embedment into concrete prior to concrete placement.

Verify that washer plates on anchor rods are welded to column base plates.

Inspect member sizes, milled surfaces, and installation and connection details for compliance with approved shop drawings and with Construction Documents.

Verify columns are plumb within AISC tolerances.

Verify columns and beams have correct piece marks and located and oriented per appropriate drawings.

Verify diameter grade, type and length of the anchor rod or embedded item

Document acceptance or rejection of inspected items

Observe details such as bracing & stiffening

Member locations

Observe configuration and finish of access holes

Observe fit-up of groove welds (including joint geometry)

• Observe joint preparation

• Dimensions (alignment, root opening, root face, bevel)

• Cleanliness (condition of steel surfaces)

• Tacking (tack weld quality and location)

• Backing type and fit (if applicable)

Observe fit-up of fillet…