NIST NCSTAR1-1C

Federal Building and Fire Safety Investigation of

the World Trade Center Disaster

Maintenance and Modifications to

Structural Systems

(Appendices A-G)

David A. Fanella

Amaldo T. Derecho

S.K. Ghosh

National Institute of Standards and Technology • Technology Adminisirotion • U.S. Department of Commerce

Appendix A

Tenant Construction Review Manual - 1971

TENAKT CONSTRUCTION REVIEW

THE PORT OF NEW YORK AUTEORITY

KEW YOBK, N.Y.

Reproduced with permission of The Port Authority of New York and New Jersey.

NISTNCSTAR 1-1 C. WTC Investigation 123
Appendix A

PREFACE

THE FOLLOWING IS A PRESENTATION OF THE TECHNICAL

FUl-JCTIONS OF THE TENANT CONSTRUCTION REVIEW. IT

H/vS BEEN PREP/JIED IN AN EFFORT TO CLARIFY UNDERSTANDING OF THE CONCERNS OF THE PERSONNEL IN TEE

TENANT CONSTRUCTION REVIEW UNIT.

124 NISTNCSTAR 1-1C, WTC Investigation
Tenant Construction Review Manual - 1971

TABLE or CONTENTS

SECTION

PREFACE I

TABLE OF CONTENTS II

INTRODUCTION III

CITIES AND THEIR CODES 1

GEKERAL REQL' IREKEKTS 2

FUNCTIONAL REV'IEW 3

ARCHITECTURAL REQUIRMENTS . 4

STRUCTLTIAL REQUIREMENTS 5

CIVIL REQUIREMENTS 6

PROTECTION FROM POTENTIAL FUEL SPILLAGE POINTS 7

ELECTRICAL REQUIREMENTS 8

MECHANICAL REQUIREMENTS 9

PLUMBING REQUIREMENTS 10

FIRE PROTECTION 11

APPeroiX:

FOPvMS, MEMOR^^NDA

NIST NCSTAR 1-1C, WTC Investigation 125
INTRODUCTION

This pamphlet has been prepared to facilitate the proper

and expeditious execution of review vork in the Tenant Construction

Review Unit. It tries to achieve this by subdividing a job into

trades and thus clarifying the possible scope of a project from

functional and technical points of view. Detailed checklists based

on Building Codes, prepared for each trade, cover the main areas of

design and detailing that are expected to receive special attention.

PLnally, design, safety and field coordination criteria additional

to Building Code requirements are listed under each trade.

It is hoped that this pamphlet will create a degree of

consistancy in review work, and, will establish the basic nslniTnuro requirements which must be incorporated in the submitted plans and

specifications.

-J Although New York City laws are predominantly used as basis,

the check lists may be used for any facility in conjunction with the

local code.

NIST NCSTAR 1-1C, WTC Investigation
Tenant Construction Review Manual - 1971

CITIES AND THEIR COSES

NEW YOEK CITY

(1) N.Y.C. Building Code

(a) New Code, Effective December 5, 196S

(b) Old Code, Effective 1938

(c) Ni'.C- Electrical Code

(2) Rules of "The Board of Standards & Appeals" of N.Y.C,

(3) N.Y. State Labor Law

NEWAKK (N.J.)

Buildinv; Code of City of Newark 196A, Title 7, incl. Appendix

N.J. State Plumbing Code

ELIZABETH (N.J.)

Standard Building Code of New Jersey including Suppleinents 1 and 2 with

supplement parts A, B, C, D & F. Pluinbing Code of The City of Elizabeth

JERSEY CITY (N.J.)

Basic Building Code, 1965 Edition as published by Building Officials Conference

of America , Inc., (BOCA)

TETERBORO AIRPORT

Boro of Teterboro: Standard Buildine Code N.J.

Eoro of Moonachie ^ational Building Code, 1957, Abbreviated

Boro of Little ferry: National Building Code, 1967

Boro of Hasbrook Heights: Basic Building Code, 1965, (BOCA)

Plumbing Code of Boro of Hasbrook Heights

ADDITIONAL CODES

Where applicable the following shall be referred to: National Electrical Code; NFPA Standards; N.J. State Labor Law; and

additional laws, rules and regulations adopted by the federal, state

and local municipal agencies.

1.1

NISTNCSTAR 1-1C. WTC Investigation ni
Appendix A

GEKERi\L REQUIREMENTS

1. Applicant shall submit a conpleted application foriri, supplied to him by

PONTA, along with his design criteria and plans,

2. For ar.y work done on a roof structure with a valid bond, an aedldavit shall

be obtained by the tenant from the insurer, to the effect that the terms of the bond have not been violated.

3. In order for the P.O.N.Y.A. to obtain the N.Y.C. Fire Department approval of

the proposed fire alarm installation, three sets of the following information

are required to be sent to the P.O.N.Y.A., via the tenant's Alteration Application

a. A plot plan of the building showing the exact location of the fire

alarm boxes and their relationship to site conditions, i.e. roads,

sidewalk, fences, island, building exits, etc.

b. Details of fire alarm pedestal, foundation, cable and duct installation,

etc.

c. Specifications for fire alara equipement, cable, installation procedures, etc.

d. The above may be submitted in the form of Contract Drawings, sketches

and fonnal specifications, for proper transmittal by PONYA to the

NYC Fire Department.

Before starting the sprinkler work, tenant shall file with POKYA resident

Engineer, sprinkler drawings bearing the acceptance stamp is) of:

TXt-J-^. Zefv^^L^yrl^:.^ /y./, 6^ 1^1^ h^-e^ ^-^^

The -FiTe-'Insuraifice RatTng-Orgaip.zation of N.Yi,, -e*^, ^h-e-Eiu^jluyey''' £joapjpf - Itva ui

c

iniLK Cuuipauit»C j.- or , the tp.suranyce carrier.

When an application is a/proved, two (2). sets of confplete plans and speclfications shall be subm.itted to PONYA,:., For new buildings and major applications

one set 6hall^be filed with^the Buildinj; Department.

At "the termination of constrjictinn. a-.CO»iiplete_ set _of_ as built drawings, in , cloth, shall be' submitted to PONYA.

Each plan shall contain the registration number, seal, signature and address

of Architect or Engineer who prepared t1je plans. Where the enforcement of • this requirement with the Federal Agency could present difficulties, it is

submitted that the following form of the comment should satisfy this requirement t

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128 NISTNCSTAR 1-1 C, WTC Investigation
Tenant Construction Review Manual - 1971

"Drawings shall bear the seal and signature of a Registered

Architect or licensed Professional Engineer or the approved

application should bear certification, by the Responsible

Governir;ental Af.ency making this subinission, that the plans were prepared in a manner consistent with the standards of

professional practice established in the State of New York."

8. Contractors shall obtain PONYA permits for any welding and hot work,

in addition to being licensed by the state or the municipality, where

applicable

.

9. In order to effectuate the policy of The Port of New York Authority,

the owner of the premises to be altered, the Contractor shall comply

with all provisions of federal, state, municipal, local and departmental

laws, ordinances, rules, regulations, and orders which might affect the

Contract and the performance thereof and those engaged therein, except

where stricter requirements are contained in the Specifications or indicated on the Drav;ings, in which case the Contractor shall comply

with the latter recjuirenents . However, the Contractor shall not apply

for any variance, license, waiver or permit of any kind in the name of

or on behalf of the Port Authority.

NISTNCSTAR 1-1C, WTC Investigation

2,2

129
Fin^JCTIONAL REVIEW

A functicr.al, review Is a service to an Architect supplementing his

feasibility study, reviewing his design criteria, acquainting him with

PONYA interpretations of Building Codes and supplemental POI\YA criteria

where necessary. A functional review is a voluntary request on the part

of an Architect. There will be no review of plans for extensive code

compliance, but of items that may prohibit construction or substantially

affect the design.

Submitted plans shall be accompanied by an application form and design

criteria.

The following is a checklist of items to be reviewed for, but not limited to:

Building Code

1. Occupancy group ^

2. Construction classification

, 3. Fire integrity of spaces on the building as it applies to shafts,

rating of interior separations, rating of exterior walls and sprink

requirements

.

^. Egress. Architect shall establish density of occupants and show

adequacy of means of egress. Shall coordinate new tenant basic

egress layout with existing conditions in existing buildings,

in particular lAB, where existing conditions conform to Old Code;

stairs are provided from each floor on ^asis of 75% of tenant space

used as assembly (1 person per 10 SF) and 25% office (1 person per 100

SF); also an "exterior passageway" with minimum predetermined width

is layed out on 3rd floor, to which egress can be made.

5. Unusual structural conditions, including foundations shall be referred

to the structural reviewer.

6. Special mechanical problems, e.g., covered driveways or other deviations

from code provisions, shall be referred to the mechanical reviewer.

7. Existing structures are to be reviewed for existing code violations

and listed.

POKYA Criteria

1. Sprinklers in conveyor or baggage handling spaces.

2. Adaptation of code and NFPA standards to loading bridges, hangar

buildings and terminal buildings

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NISTNCSTAR 1-1 C. WTC Investigation
Tenant Construction Review Manual - 1971

3. Protection of buildir.g areas exposed to fuel spillage and

drainage

.

4. PA requireiTients for carpets, furniture, etc.

Coordination with Airport ITtilities

1. Electrical: Anticipated new power requireaients shall be referred

to the electrical reviewer.

2. Water supply: Coordination of any demand for chilled water, high

temperature water, domestic water and high pressure sprinkler supply water with PA facilities, and the fire protection loop, shall be

referred to the Civil, Mechanical, and Plumbing reviewers.

3. Any work affecting the fuel lines shall be referred to the hydraulic

engineer.

NISTNCSTAR 1-1 C, WTC Investigation

3.2

131
STRUCTURAL

tes:

Vfnere structural review is required, structural calculations shall be

subtnitted

.

The Structural Reviewer is responsible for the structural integrity of

all walls and partitions.

Upon cotnpletion of the soils, and foundation reviev?, the structural reviewer

shall take all soils and foundation documents to the Engineer of Soils for

his review and conuaents.

Upon completion of the superstructure review, the structural reviewer shall

take all superstructure documents to the Chief Structural Engineer for his

review and comments.

Building frames shall be checked for stability and inhibition of side sway

and the effect of same on the slenderness ratio of the columns.

For Materials, Operations and Equipment subject to controlled Inspection see pages 5.5 to 5.8 inclusive.

5.1

NISTNCSTAR 1-1C, WTC Investigation
Tenant Construction Review Manual - 1971

iT;e follcwing check list j.s based on the new New York City Building Code, but

may be used for any facility in conjunction with the local code

Materials, AsseT.blies, Forms & Methods of Construction

General Recuirements

Acceptance Requirements

Inspection Requirements

Plans Required

Structural Plans

Sub-Article C26-1C6.0

C26- 106.1

C26-106.2

C26-106.3

C26-110.2

C26-110.2 (b)

LOADS

Dead Loads

Floor Live Loads . Live Loads For Sidewalks, Driveways & Railings

Roof Loads

Moving Loads

Partial Loading Conditions

Floor Live Load Reduction

Contributory Floor Areas Wind Loads

Thermal Forces

Shrinkage

Distribution of Loads

Sub-Article 901.0

C26-902.2 & RS 9-2

C26-902.3

C26-902.6

C26-902,7

026-902.

8

C26-903.2

C26-903.3

Sub-Article 90A.0 & RS 9-5

C26-905.7

C26-905.8

Sub-Article 906.

0

STRUCTURAL WORK

General Requirements

Material & Methods of Construction

Inspection of Materials & Assemblies

Inspection of Mehtods of Construction

Use of Used & Unidentified Materials

Equivalent Ssytems of Design

Deferred Detailing

Con-.bination of Loads

Load Tests Masonry

UNREINFORCED MASOXTIY

C26-1000.6

C26-1000.7

Table 10-1

Table 10-2

C26-1000.9

C26-1000.10

C26-1000.1

€26-1001.

A

C26-1002.A

Sub-Article 1003.0

RS 10-1

General

Definitions

Materials

Design

Lateral Support

Tnickness & Height of Masonry

Empirical Provisions

Bonding

Section 1234

5

Section 7

5.2

NISTNCSTAR 1-1 C. WTC Investigation 133
Appendix A

Grouted & Filled Cell Masonry Section 8 Anchorage " '

• "9

T-liscellaneous Requirements " 10 Veneer "II

Miscellaneous Structures & Systems Section 12

REINFORCED MASONRY RS 10-2

Concrete Sub-Article 1004.0

Concrete Mixes C26-100A.3

Short Span Concrete Floor and Roof

Construction Supported on Steel Beams 026-1004.8

REINFORCED CONCRETE - ACI 318-1963, Building Code

Requirement, modified as specified in RS 10-3

STRUCTURAL STEFX - AISC 1969 Specifications for the

Design, Fabrication and Erection of Structural

Steel for Building, modified as specified in RS 10-5

LIGHT GAGE COLD FORKED STEEL - AISI 1968 Specification

for Che Design cf Light Gage Cold Formed Steel

-.edified as specified in RS 10-6

OPEN W£B STEEL JOISTS - See RS 10-7 for governing specifications and modifications

WOOD - See Sub-Article 1004.0 Table RS 10-8 and RS 10-9

ALUMINUM - See Sub-Article 1007.0 Table' RS 10-10 and RS 10-11

GLASS - See Sub-Article 1011.0

SOIL & FOUNDATIONS

Depths of Foundations C26-1100.7

Foundations at Different Levels C26-li00.8

Borings C26-1101.2

Probings & Geophysical Explorations 026-1101.5

Foundation Loads Sub-Article 1102.0

Classification of Soil Materials C26-1103.1

Allowable Soil Bearing Pressures €26-1103.

4

Bearing Capacity of Nominally Unsatisfactory Bearing

Materials C26-1103.5

Soil Load Bearing Tests Sub-Article 1104.0

Footings 026-1105.

2

Foundation Piers C26-1105.3

Foundation Walls ' C26-1105.4

134 NISTNCSTAR 1-1 C, WTC Investigation
Tenant Construction Review Manual - 1971

PILE FOUNDATIONS

Administrative Requirements

Minimum Pile Penetrstions

Ninijtiun; Spacing of Files

Capning S. Bracing of Piles

General Requirements for Installation of Piles

Allowable Axial Loads on Piles

Allowable Lateral Load

C2 6- 1106.1

C26-1106.2

C26-1106.5

C26-1106.7

C26-1106.9

026-1107.1

C26-li07.2

PILE DRIVING OPERATIONS

Equipment

Procedures

C26-1108.1

C26-1108.2

PILE TYPES

Timber Piles Precast Concrete Piles

Cast-In-Place Concrete Piles

Compacted Concrete Piles

Steel "H" Sections

Concrete Filled Pipe Piles

Caisson Piles

Composite Piles

Underpinning

Stability

C26-1109.2

C26-1109.3

026-1109.

4

C26-li09.5

C26-1109.6

C26-li09.7

026-1109.8

C26-1109.9

Sub-Article 1110.0

Sub-Article 1111.0

INSPECTION

Boring Operations

Piling

Subgrade for Footings, Foundation Piers & Walls

Support of Adjacent Properties or Building

C26-1112.2

C26-1112.3

C26-1112.5

C26-1112.6

5. A

NISTNCSTAR 1-1C, WTC Investigation 135
Appendix A

MATERIALS, OPEJUTIOKS AND EQUIPMENT

SUBJECT TO CONTROLLED INSPECTION

BY BUILDING CODE

(SEE C26-I06.3 and C26-107.3)

I. CONCRETE

1. The inspection of laaterials for ail structural eiements proportioned

on the basis of calculated stresses 70 percent or greater, of basic allowable

values, Table 10-1, Article 10.

2. The making of preliminary tests of concrete, C26-1004.3 (a) (3).

3. Quality control and inspection at the batch plant C26-I004.3 (a)

(5) except as provided in C26-1004.3 (b) (6).

4. Actual preparation of cylinders for strength tests, C26-I00A.5 (a) (1).

5. The checking of all samples recovered for the purpose of strength

tests for slump, air content, unit weight, and temperature in accordance with

RS 10-3, C26-I0OA.5 (a) (2).

6. The measurement of fon-^s for size and dimensions of meiabers, C26-1004.5

(a) (3).

7. The checkiiTg of sizes and position of reinforcement, C26-100A.5 (a) (3).

8. Tlie inspection of placement of concrete and the recording of and

compliance with Building Code provisions atteated to/of ,

(a) Temperatures

(b) Protections against excessive temperatures

(c) Curing

(d) Erection and connection of precast members

(e) Amount of water added in field

(f) Tensioning of all pres tressed elements, C26-100A.5 (a) (3)

(g) Preplaced aggregate C26-1104.ll (c)

9. Inspection for the proper use of admixtures. Batch plant inspection

required for all admixtures, other than air-entraining and water-reducing agents,

C26-1004.6.

II. STEEL

1. Inspection of welding operations where stresses in welds are 50% or more of basic allowable values, Table 10-2. . .

2. Check of welders' licenses or qualifications in accordance with

C26-100!;.3 (2), C26-1005.3 (4).

5.5

136 NISTNCSTAR 1-1C, WTC Investigation
Tenant Construction Review Manual - 1971

3. Inspection of the tensioning of high strength bolts where stresses

in bolts are 50% or more of basic allowable values, Table 10-2.

4. Inspection of the connection of fittings to wire cables, except

where proof-loacing to not less than 55% ultimate capacity, Table iO-2.

II. ALUMINUM

1. Inspection of welding operations where stresses in welds are 50%

or Eiore of basic allowable values. Table 10-2.

2. Check of welders' licenses or qualifications in accordance with

C26-1007.3 (b) (2), C26-iO07.3 (b) (-:.).

rv. VOQD

1. Inspection of the fabrication of glued-laminated assemblies and

of plywood components. Table 10-2.

2. Check of sizes of members, of fit, and of gluing operations for

glued-larainated assemblies, 026-1006.^.

V. REINTORCED MASONRY (Table 10-2, Article 10 of Building Code)

1. Inspection of fabrication of prefabricated units.

2. Inspection of placement and bedding of units.

3. Check of sizes of members, including thickness of walls and wythes.

A. Check of sizes of coluicns.

5. Check of sizes and position of reinforcement in place.

6. Inspection of means of protection against freezing.

7. Inspection of provisions for curing.

VI. UNllEiyFORCEP MASOKRY (based on structural analysis, RS 10-1, Section A, Table 10-2, Article 10 of Building Code).

1. Inspection of placement and bedding of units.

2. Check of sizes of members including thickness of wall and wythes.

3. Check sizes of columns

C.' Inspection of provisions for curing.

5. Inspection of means of protection against freezing.

VII. FOUKDATIOKS

1. Inspection of boring operations, C26-1112.2.

2. Inspection of pili.ig including load tests, C26-112.3

NISTNCSTAR 1-1 C, WTC Investigation 137
Appendix A

3. Inspection of stibgrace for footings, foundation piers, and

foundation walls (notification to PONYA Resident Engineer at least 2 days prior to installation required unless department inspection is waived

under C26-120.5), C26-1112.5,

4. Inspection of underpinning operations, construction cind excavation

of temporary or permanent cofferdams, caissons, braced excavated surfaces

and other constructions or excavations affecting support of adjacent properties or buildings. (Plans required), C26-1112.6.

5. Evaluation of laboratory field tests for the verification of the magnitude of stabilized overburden pressure, C26-1103.A (b), (c)

.

6. Supervision of the placing of controlled fills, C26-li03.5 (a) (1)

(Note that where foundation is to rest on, or be underlain by, nominally

unsatisfactory bearing materials, a report based on soil tests, foundation

analysis (including analysis of undisturbed samples), by architect of engineer

is required, C26-1103.5, C26-1103.5 (b) (2).)

VI I I. MATERIALS, ASSEMBLIES FORMS AKD METHODS OF COySTRUCTION

CODE TEST METHOD Whenever tl'ie Building Code prescribes a method of testing

such tests shall be made under the supervision of an architect

or an engineer; or by a testing service or laboratory acceptable

to the PONYA Resident Engineer 026-106. 2 (a) (i).

IX. IKSPECTIOKS DURING PROCESS OF WORK

The coTiimissioner may accept signed statements by architects and

engineers and supporting inspection and test reports without verifying inspection

or test by department inspectors, C26-120.5.

X. FINAL IKSPECTIOX ' -

The architect, engineer, or other person who supervised or superintended

the work is required to be present at final inspection by department, C26-120.6.

5.7

138 NISTNCSTAR 1-1C, WTC Investigation
Appendix B

Tenant Construction Review Manual - 1979

Reproduced with permission of The Port Authority of New York and New Jersey.

NISTNCSTAR 1-1 C, WTC Investigation 139
Appendix B

PREFACE

THE FOLLOWING IS A PRESENTATION OF TECHNICAL CRITERIA

USED IN THE REVIEW OF TENANT CONSTRUCTION. IT HAS

BEEN PREPARED IN AN EFFORT TO DEFINE THE CONCERNS OF

THE TENANT CONSTRUCTION REVIEW UNIT

140 NISTNCSTAR 1-1 C, WTC Investigation
Technical Construction Review Manual - 1979

TABLE OF CONTEKTS

SECTION

PREFACE 1

TABLE OF CONTENTS II

INTRODUCTION III

CODES, RULES & REGULATIONS I

GENERAL REQUIREMENTS 2

FUNCTIONAL REVIEW 3

ARCHITECTURAL REQUIRIMENTS 4

STRUCTURAL REQUIREMENTS 5

CIVIL REQUIREMENTS 6

PROTECTION FROM POTENTIAL FUEL SPILLAGE POINTS 7

ELECTRICAL REQUIREMENTS 8

MECHANICAL REQUIREMENTS 9

PLUMBING REQUIREMENTS 10

FIRE PROTECTION II

MATERIALS, OPERATIONS AND EQUIPMENT SUBJECT

TO INSPECTION REQUIRED BY BUILDING CODE 12

APPENDIX:

WORK SHEETS RECOMMENDED TO FACILITATE

TENANTS' PREPARATION OF APPLICATION

AND P.A.'s REVIEW PROCESS

NISTNCSTAR 1-1C. WTC Investigation 141
Appendix B

\

im-RODOCTIOS

This pamphlet has been prepared to facilitate the proper

and expeditious execution of review work in the Tenant Constiruction

Review Unit. It tries to achieve this subdividing a Job into

separate disciplines and thus clarifying the possible scope of a project from functional and technical points of view. Detailed

checklists based on Building Codes, prepared for each discipline, cover the main areas of design and detailing that are expected to receive special attention, finally, design, safety and field

coordination criteria additional to Building Code requirements are

listed under each discipline.

It Is hoped that this pamphlet will create a degree of consistancy in review work, and, will establish the basic miniiaiin! requlreaents which must be incorporated In the submitted plans and

specifications.

Ill

142 NISTNCSTAR 1-1C, WTC Investigation
Technical Construction Review Manual - 1979

CODES. RULES AND REGULATIONS

NEW YORK

(1) N.Y.C. Building Code

(a) New Code, Effective Deceober 6, 1968

(b) Old Code, Effective 1938

(c) N.Y.C. Electrical Code

(2) Rules of "The Board of Standards and Appeals" of N.Y.C.

(3) N.Y. State Labor Law

N.Y. State Ejiergy Conservation Construction Code

NEW JERSEY

Since January 1977 all communities in the State are required to conduct their construction activities In accordance with the STATE UNIFORM CONSTRUCTION CODE which was made part of the New Jersey

Administration Code (NJAC) as Chapter 23 of Title 5. Under the code the following subcodes have been adopted:

1. Building subcode - The BOCA Basic Building Code/1978

2. Plumbing Subcode - The National Standard Plumbing Code/1978

3. Electrical Subcode - The National Electrical Code/1978

A. Fire Protection Subcode - Portions of BOCA & NEC

applicable to fire protection

5. Energy Subcode - (a) BOCA Basic Energy Conservation Code

(b) Illuminating Engineers Society Standard

EMS-1: Lighting and Power Budget Determination

Procedure

All above Subcodes were adopted with a provision that they shall "Include all subsequent revisions and amendments thereto". Also

certain specific sections of the subcodes have been altered or deleted.

Also in New Jersey the following codes are in effect:

1. Barrier-Free Design - promulgated by the Dept. of Treasury - Division of Buildings & Construction

2. NJAC - Title 12 - The Labor Law

3. NJAC - Title 7 - Environmental Protection Laws

1.1

NISTNCSTAR 1-1C, WTC Investigation 143
STANDARDS APPLICABLE IN ALL P. A. FACILITIES

1. Occupational Safety (, Health Act (OSHA)

2. Federal Standard for Making Buildings Usable

by the Physically Handicapped <P .L.-90-A80)

(ANSI A1I7.1)

3. Federal Floodproof ing Regulations

A. F.A.A. - Standards (at Airports)

NISTNCSTAR 1-1C, WTC Investigation
Technical Construction Review Manual - 1979

GENERAL REQUIREMENTS

1. Each application subsiitted must be accompanied by properly completed

and executed application form, supplied to the tenant by the Port Authority.

2. For proper technical review besides the drawings, signed and

sealed by the Registered Architect or the Professional Engineer,

design criteria, specifications and calculations shall be submitted.

3. In order for the Port Authority to obtain the N.Y.C. Fire Department

approval of the proposed fire alarm Installation, three sets of the following Information are required to be sent to the P.A., via the tenant's Alteration Application.

a. A plot plan of the building showing the exact location of the fire alarm boxes and their

relationship to site conditions, i.e., roads,

sidewalk, fences, island, building exits, etc.

b. Details of fire alarm pedestal, foundation,

cable, installation procedures, etc.

c. Specifications for fire alarm equipment, cable,

installation procedures, etc.

d. The above may be submitted in the form of Contract

Drawings, sketches and formal specifications, for proper transmittal by P. A. to the NYC Fire

Department.

A. Before starting work on sprinkler systems, dry chemical, Halon, or other fixed pipe fire extinguishing systems, shop drawings shall

be submitted to the P. A. Risk Management Division, and then filed

with the P. A. Resident Engineer or Facility Manager.

5. When an application is approved, two (2) sets of complete plans

and specifications shall be submitted to P.A.; for new buildings

and major applications, one set will be filed with the Buildings

Department by the P. A.

6. At the termination of construction a complete set of as-built

drawings, on microfilm, or on cloth, shall be submitted to the

P. A. Specifications for microfilm mounted on aperture cards can

be obtained from the Business Administration office at the facility.

2.1

NISTNCSTAR 1-1 C, WTC Investigation 145
Appendix B

Contractors shall obtain P. A. permits for any velding and

hot work. In addition to being licensed by the state or the

municipality, where applicable.

In order to effectuate the policy of the Port Authority of New York and New Jersey, the Tenant shall comply with all provisions of federal, state, municipal, local and departmental

laws, ordinances, rules, regulations, and orders which might

affect the contract and the performance thereof and those engaged therein, except where stricter requirements are contained

in the specifications or indicated on the drawings, the latter

shall be followed. The Tenant or his agents shall not apply for any variance, license, waiver or permit of any kind in the name

of or on behalf of the Port Authority.

146 NISTNCSTAR 1-1C, WTC Investigation
Technical Construction Review Manual - 1979

FUNCTIONAL REVIEW

A Functional Review is a service to a tenant, when requested by him,

supplementing his consultants' feasibility study, reviewing their

design criteria, and acquainting them with specific pre-existing

conditions of compliance with a Building Code or PANY/NJ criteria

that would affect the proposed work. Functional Reviews shall be

confined to fundamental concepts, items that may prohibit construction

or substantially affect the design.

Submitted plans shall establish the applicable Codes and be accompanied

by design criteria.

The scope of the Functional Review shall Include, but not necessarily

be limited to, the following items.

BUILDIN'G CODE

1. Occupancy group and construction classification

of the altered and adjacent areas.

2. Fire integrity of spaces in the building as it applies to shafts, rating of interior separations,

rating of exterior walls and sprinkler requirements.

3. Egress. Density of occupants and adequacy of egress

shall be established. Alternately, tenant's architect/

engineer may list the applicable sections of the Code

on which the design is based. New tenant egress scheme

shall be coordinated with existing conditions, e.g.,

a) in LAB, where basic egress conforms

to Old Code, stairs are provided from

each floor on basis of 75% of tenant

space used as assembly (1 person per

10 S.F.) and 252 office (1 person per

100 S.F.).

b) Also in LAB an "exterior passageway" with

a minimum predetermined width is laid out

on 3rd floor, to which egress can be made.

c) On the third (3rd) floor of the Terminal

Building at LGA a Safe Area exists in compliance with Article 8 of the 1968 Code as part of the overall means of egress from the floor.

NISTNCSTAR 1-1C. WTC Investigation 147
Appendix B

4. Unusual structural conditions, including foundations,

shall be referred to the structural reviewer.

5. Special mechanical or electrical problems affecting

unusual environmental , energy or power conmitments

,

or other deviations from Code provisions, shall be referred to the mechanical or electrical reviewer.

6. Existing structures shall be reviewed for existing Code

violations.

FANY/NJ CRITERIA

1. Sprinklers in conveyor spaces.

2. Adaptation of Code and NFPA standards to loading

bridges, hangars and terminal buildings.

3. Protection of building areas exposed to fuel spillage

and drainage (See Section 7 of this manual),

4. Requirements for carpets, furniture, etc.

OKJRDIKATIO.H WITH AIRPORT FACILITIES

1. Electrical: Anticipated new power requirements shall

be referred to the electrical reviewer.

2. Water supply: Coordination of any demand for chilled

water, high temperature water, domestic water, high pressure sprinkler supply water, and connections to the fire protection loop, shall be referred to the Civil, Mechanical, and Plujnbing Reviewers, and/or

the Fire Protection engineer.

3. Any work affecting the fuel lines shall be referred to the appropriate engineer.

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148 NISTNCSTAR 1-1C, WTC Investigation
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STRUCTURAL

A. PLANS. NOTES, SCHEDULES

Plans

Notes

Each plan shall contain the registration, seal,

signature and address of the Architect or Engineer

vho prepared the plans. C26-110.2.

Structural plans shall contain the information required

by the code. C26-110.2(b)

.

1. Where structural review is required, structural

calculations shall be submitted.

2. Upon completion of the soils and foundation review,

the structural reviewer shall take all soils and foundation documents to the Engineer of Soils for

his review and comnients.

3. Upon completion of the superstructure review, the structural reviewer shall take all superstructure

documents to the Chief Structural Engineer for his review and coimnents.

A. Building frames shall be checked for stability and Inhibition of side-sway and the effect of same on

the slenderness ratio of the columns.

5. All materials, assemblies, forms or methods of construction and equipment that are subject to controlled inspection shall be listed on drawing.

See Section 12 of this Manual.

6. Rules and Regulations listed on p. 5. A shall also be referred to as required.

Schedules

All required schedules for structural and foundation

elements are required to be on the plans, i.e. buttress

and pier schedule, grade beams, colxmrn schedule, etc.

5.1

NISTNCSTAR 1-1 C, WTC Investigation 149
Appendix B

B. CHECKLIST

The following is a checklist of the more significant code items with which the review will be concerned, but not limited to:

Loads

Dead Loads

Floor Live Loads

Live Loads for Sidewalks, Driveways & Railings

Roof Loads

Moving Loads ' , Partial Loading Conditions v Floor Live Load Reduction

Contributory Floor Areas

Wind Loads

Thermal Forces Shrinkage

Distribution of Loads

Structural Work

General Requirements

Material & Methods of Construction

Inspection of Materials & Assemblies

Inspection of Methods of Construction Dse of Used & Unidentified Materials

Equivalent Systems of Design

Deferred Detailing

Combination of Loads

Load Tests

Fire Protection Rfiquirements

Soils and Foundation

Depths of Foundations

Foundations at Different Levels

Slabs on Grades Construction

Borings

Frobings & Geophysical Explorations

Foundation Loads

Classification of Soils Materials

Allowable Soil Bearing Pressures

Bearing Capacity of Kominally Unsatisfactory Bearing

Materials

Soils Loading Bearing Tests Footings

Foundation Piers

Foundation Walls

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150 NISTNCSTAR 1-1C, WTC Investigation
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Pile FouTidatlons

Adn-.inistratlve Requirements

Minl3!uiii Pile Penetrations

Minimum Spacing of Piles

Capping & Bracing of Piles

General Requirements for Installation of Piles

Allowable Axial Loads on Piles

Allowable Lateral Load

Pile Driving Operations

Equipment

Procedures

Pile Types

Timber Piles Precast Concrete Piles

Cast-ln-Place Concrete Piles

Compacted Concrete Piles

Steel "H" Sections Concrete Filled Pipe Piles

Caisson Piles

Composite Piles

Underpinning

Stability

Inspection

Controlled Fills

Boring Operations

Piling; Installation and Testing

Subgrade for Footings, Foundation Piers fi Walls

Support of Adjacent Properties or Building

Reports Required

Verification - Stabilized Overburden

Bearing Capacity of Nominally Unsatisfactory

Bearing Material

Alternate or Similitude Method for Pile Load

Verification

Substantiation of Higher Allowable Pile Loads

C. ADDITIONAL PORT AUTHORITY CRITERIA

Buildings designed and/or constructed by PAKY/HJ that are being

altered should be coordinated with the particular facility design

group, especially for foundation requirements.

.5.3

NISTNCSTAR 1-1C, WTC Investigation 151
Appendix B

RULES At?D REGULATIONS REIJ^TING TO STRUCTURAL ITEMS (Applicable in N.Y.C.)

1. Rules and Regulations Relating to Resistance to Progressive Collapse Under Extreme Local Loads {Bldg. Dept.).

2. Rules and Regulations for the Design of Composite

Construction with Metal Decks or Lightweight Concrete

(Bldg. Dept.).

3. Rules Relating to Structural Designs Based on Electronic

Computer Computations (Bldg. Dept.).

4. Rules and Regulations Relating to the Design and Installation of Curtain Wall Systems (Bldg. Dept.).

5. Rules for Application and Protection of Sprayed-OnFireproofing (BSA Gal. #118-68-GR).

6. Rules and Regulations for Masonry Parapet Walls.

(Bldg. Dept.)

7. Rules for Arc and Gas Welding and Oxygen Cutting of Stee] Covering the Specifications for Design,

Fabrication and Inspection of Arc and Gas Welded

Steel Structures and the Qualification of Welders and Supervisors (BSA Cal. #l-38-SR).

8. Rules for Governing the Harking of Transparent Glass

Doors and Fixed Adjacent Glass Sidelights (BSA Cal.

l?50l-68-SR) .

9. Rules for the Manufacture, Testing and Use of Concrete

Masonry Units (BSA Cal. #639-40-SR)

.

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MATERIALS, OPERATIONS AND EQUIPMENT

SUBJECT TO INSPECTION REQUIRED BIT BUILDING CODE

The purpose of this section is to list some of the materials, operations

and equipment which normally require the services of a licensed professional

engineer in order to assure code compliance in conjunction with normal Inspection procedures contained in Subarticles 106.0 and 107,0 of the N.Y.C. Building Code and Subchapter 2, sec. 5:22-2.6 of the New Jersey

Uniform Construction Code.

MATERIALS

Concrete

Materials for all structural elements proportioned on the basis of calculated stresses 70 percent or greater, of the basic tllowable values. Inspection includes making of preliminary tests for concrete and quality control and inspection at the batch plant.

Notes:

a. For general provisions relating to Inspection

see building code section and reference standards.

b. All structural materials subject to controlled

inspection shall be tested and/or inspected at the place of manufacture and evidence of compliance shall be provided

.

c. Mill, manufacturer's, suppliers' inspection and test reports will be accepted as evidence of compliance

with the provisions of the code for all structural

materials and assemblies not subject to controlled

inspection.

OPERATIONS AND METHODS OF CONSTRUCTION

Steel

1. Welding operations and the tensioning of high

strength bolts in connections where the calculated

stresses in the welds or bolts are 50 percent or more of basic allowable values.

2. Inspection of the connection of fittings to wire

cables, except where proof-loading to not less than

55 percent of ultimate capacity.

12.1

NISTNCSTAR 1-1C, WTC Investigation 153
Appendix B

Concrete

1. Actual preparation of cylinders for strength

tests.

2. The checking of all samples recovered for the purpose of strength tests for slump, admixtures,

air content, unit weight, and temperature.

3. The checking of sizes and position of reinforcement.

A. The inspection of placanent of concrete and Eaintenance

of records and verification for:

a. Temperatures

b. Protections against excessive temperatures

c . Curing

d. Erection and connection of precast members

e. Amount of water added in the field

f. Tensioning of all prestressed elements

g. Preplaced aggregate

5. Inspection for proper use of admixtures. Batch

plant Inspection required for all admixtures, other

than air-entraining and water-reducing agents.

Aluminum

Inspection of welding operations where stresses in welds

are 50% or more of basic allowable values.

Wood

Inspection of the fahrication of glued-lamlnated assemblies

and of plywood components

.

Reinforced Masonry

1. Fabrication of prefabricated units.

2. Placement and bedding of units; sizes of wembcrs,

including thickness of walls and wythes; sizes of columns; the size and position of reinforcement, in place, and provisions for curing and protection against

freezing for all reinforced masonry construction.

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154 NISTNCSTAR 1-1 C, WTC Investigation
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Unrelnforced Masonry

Placement and bedding of units and sizes of members

Including thickness of walls and w>'thes; sizes of columns; and provisions for curing and protection

against iieezing for all masonry construction

proportioned on the basis of structural analysis

as described in the reference standard.

Soils and Foundations

1. Controlled Fills

2. Boring Operations

3. Piling; Installation and Testing

4. Subgrade for Footings, Foundation Piers and Walls

5. Support of Adjacent Properties or Building

Flrestopping

Installation of all flrestopping where required.

Fireproof ing

All fireproof Ing other than the concrete encasement.

Notes:

a. For general provisions relating to inspection see appropriate building code sections and reference

standard

.

b. All construction operations designated for controlled

inspection shall be Inspected by the architect or engineer designated for controlled inspection during

the performance of such operation.

c. Certification by the fabricator or erector, as applicable, will be accepted as evidence of compliance

with the provisions of this code for all construction

operations not subject to controlled inspection.

gQUIPMEtrr

Required ventilating systems including functioning of any required

smoke detection and fire protection devices.

Refrigerating Systenis

Boilers

Fuel Burning Equipment

Chimney Smoke Test (where applicable)

* Fire Standpipe System

* Fire Pumps

* Fire Alarm i Signaling System Electrical Test

12.3

NISTNCSTAR 1-1C. WTC Investigation 155
* Sprinkler System

* Voluntary Ventilating System with required Smoke Detection and Fire Protection Devices

* Soil Percolation Test

* Plumbing and Gas Piping System

(* The test of this item shall be witnessed by a facility

representative).

Notes:

a. For general provisions relating to Inspection see appropriate building code sections and reference

standard.

b. All equipment testing designated for controlled

inspection shall be inspected by the architect or engineer designated for controlled inspection

during the performance of such operation.

c. Certification by the manufacturer of equipment, as applicable,

will be accepted as evidence of compliance with the provisions

of this code for all equipment not subject to controlled

inspection.

CHECKLIST OF ITEMS SUBJECT TO COKTROU.ED TNSPF.rTTnN

Only major construction items are listed here and therefore the controlled Inspection shall not be limited to these items only.

1. Borings or Test Pits

2. Plies

3. Soil

i>. Controlled Fill

5. Underpinning

6. Welding

7. Aiuminuni

8. Laminated Wood

9. High Strength Bolts

10. Fire Stops

11. Heating System

12. Ventilation System

13. Refrigeration System

14. High Pressure System

15. Prestressed Concrete

16. Precast Concrete

17. Chimney Smoke Vent

18. Cable Fittings

19, Spray-on Fireproofing.

12.4

NISTNCSTAR 1-1C, WTC Investigation
Appendix C

Tenant Construction Review Manual - 1990

Engineering Quality

Assurance Division

TENANT

CONSTRUCTION

REVIEW MANUAL

March 1984

Revised March 1990

Reproduced with permission of The Port Authority of New York and New Jersey.

NISTNCSTAR 1-1 C, WTC Investigation 157
Appendix C

TABLE OF COjrrKNTS

TABLE OF CONTENTS SECTION 1

INTRODUCTION SECTION 2

GENERAL REQUIREHElfrS SECTION 3

CONCEPTUAL REVIEV SECTION 4

ARCHITECTURAL SECTION 5

STRUCTURAL SECTION 6

GEOTECHNICAL SECTION 7

CIVIL SECTION 8

ELECTRICAL , , SECTIW 9

MECHANICAL SECTION 10

PLUMBING SECTION 11

FIRE PROTECTION SECTION 12

PROTECTION FROM AIRPORT RAMPSIDE FUEL SPILL FIRE SECTION 13

MATERIALS, OPERATIONS, AND EQUIPMENT

APPROVAL AND INSPECTION SECTION 14

ENVIRONMENTAL SECTION 15

ATTACHMENTS

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158 NISTNCSTAR 1-1 C, WTC Investigation
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LIST OF ATTACHMENTS

Al Specifications Governing The Flaonability of Carpets.

A2 Specifications Governing The Flamiaability of Drapery And

Curtain Materials.

A3 Specifications Governing The Flaanability of Upholstery Haterial

And Plastic Furniture.

A4 Specifications Governing The Flammability of Plastic Laminate And

Vood Veneer Furniture.

51 Cement Plaster Ceilings.

52 Lightvelght Ceilings in Nev Jersey.

53 Lightvelght Ceilings in The World Trade Center.

CI Taxivay Paving.

C2 Protection of Underground Pipes.

Ml Port Authority Bus Terminal South Wing - HVAC Criteria.

M2 Port Authority Bus Terminal North Wing - HVAC Criteria.

M3 Port Authority Bus Terminal - Electrical Criteria.

Fl Nev Tork City Municipal Fire Alarm.

RFS-1 Airport Rampside Clearances.

1-2

NISTNCSTAR 1-1 C. WTC Investigation 159
Appendix C

sEcnwJ 2 JKmmcnm

This Manual is published to present the technical criteria to be

considered by Tenants at Port Authority facilities in, connection vlth

construction work undertaken by a Tenant, which is in addition to other

requirements under the agreement between the Port Authority and the Tenant. This Manual also covers the Port Authority Engineering Department

scope-of-rcviev of the design docunents (plans, specifications,

calculations and other documentation) submitted by Tenants in connection

with proposed construction or alterations. It shall not be deemed to imply

that there will not be additional reviews by other Port Authority

Departments.

Reviews will not address the proposed aesthetic or fimctional

aspects of the design.

Construction documents for Tenant alterations will be reviewed by

the Engineering Department for compliance with applicable Codes and Port Authority Engineering Standards. In the absence of a specific code

provision, this Manual sets forth the applicable standards to be followed

by Tenants except as may otherwise be required of the Tenant. All design

documents shall reflect the existing construction as veil as the proposed

work in order to determine compatibility with existing conditions at facilities.

In this regard a list of all documents and guidelines which the Facility has provided to the Tenant, and which affects the design, should

become an integral part of the Tenant's contract document submission. If

the subsequent review process will be aided by the inclusion of the construction documents itemized on this list, such documents should also be

included in the submission.

The Tenant Construction Review Unit of the Engineering Department

will review the Tenant Construction or Alteration Application submitted by

the Tenant in accordance with the criteria included in this Manual. The

responsibility for engineering design shall remain with the Tenant's

Engineer or Architect preparing the design. The Tenant Construction Pvcviev Unit will not impose solutions to engineering problems but will comment on

the design presented.

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160 NISTNCSTAR 1-1C, WTC Investigation
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SECTION 3 GENERAL RKOUIREKESTS

1. All proposed construction shall be submitted for review, in coBpleted fora, accompanied fay a "Tenant Construction or Alteration Application," Fom PA531, vhich shall be provided to the Tenant by the appropriate Port Authority line department.

The line department shall specify to the Engineering Department,

the technical disciplines to be reviewed for the submitted

projects.

2. The design documents, such as drawings, reports, computations and

specifications, required in connection with the proposed

construction, shall be attached to and form a part of the Tenant Construction or Alteration Application, and shall reflect the existing construction as well as the proposed work, and be scaled

and signed by the architect or engineer of record licensed to practice in the State in which the proposed construction is to be performed. The architect/engineer indicated on the Application

shall be considered the A/E of record.

Where the A/E of record submits documents prepared by other

consultants, he is responsible for assuring that the documents

from all the consultants are properly coordinated.

Where other consultants have been acknowledged by the A/E of record, either in the Alteration Application or on the drawings,

said consultants may seal and sign the documents they have

prepared.

Where the Tenant retains two or more independently functioning

consultants, they each become an A/£ of record for the scope of their work, for which each will be required to submit a separate

Alteration Application, and each such consultant shall seal and

sign the documents he submits.

Responsibility for design or code compliance shall not be delegated to contractors.

3. Voluntarily installed systems, such as sprinklers, alarms, etc.,

shall comply with the provisions of the Building Codes for such

systems.

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NISTNCSTAR 1-1C, WTC Investigation 161
Appendix C

4. Fire protection plans, as described In the Nev York City Building

Code Section 27-228.1 {C26-124.1) et seq., shall be filed for reviev along vith other design documents for construction projects

in all the Port Authority facilities. After the approval of the project for construction, and before a certificate of occupancy is issued, one (1) copy of these plans shall be submitted to the manager of the facility where the project is located and two (2)

copies shall be filed with the Quality Assurance Division of the Engineering Department.

5. In accordance with the policy of the Port Authority of New York

and New Jersey, the Tenant shall comply with the provisions of all

federal, state, municipal, local and departmental laws,

ordinances, rules, regulations and orders that may affect the contract and ail Individuals involved therein. Where stricter

requirements apply. I.e., those contained in the specifications or drawings, they shall be followed. The Tenant or his agents shall

not apply for any variance, license, waiver or permit in the name

of or on behalf of the Port Authority.

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162 NISTNCSTAR 1-1C. WTC Investigation
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D. Special structural conditions, including foundations.

£. Special or unusual mechanical or electrical problems

affecting environmental, energy or pover requirementsF- Deviations from Code provisions.

G. Existing structures shall be revieved for existing Code

violations.

m. PAKT/KJ CRITERIA

Note: See the subsequent sections of this Hanual for more specific criteria.

A. Sprinklers in conveyor spaces inaccessible to flrefighting

equipnent. Ceilings vith lay-in panels are considered to be inaccessible.

B. Adaptation of Code and NFPA standards to loading bridges,

hangars, teroinal buildings, etc.

C. Protection of airport buildings from potential fuel

spillage fires.

D. Requireaents for draperies, furniture, etc.

E. PVC pipes, ducts, conduits and insulation for vires shall

not be used vithin buildings.

V. COORDINATIOH VITH PACILTnES

A. Electrical: New pover requirenents shall be indicated.

B. Uater supply: Coordination of any demand for chilled vater,

high teeperature vater, domestic vater, high pressure sprinkler supply vater, and connections to the fire

protection loop, shall be fully described.

C. Any vork affecting the fuel lines shall be specified.

4-2

NISTNCSTAR 1-1 C, WTC Investigation 163
Appendix C

SECTION 6 STRUCTOTAL

I. CEKERAL

A. The scop« of the structural review shall comprise compliance vith

the applicable Codes, standards, and design criteria listed

belov.

B. Computations shall be subnitted vith all structural plans.

II. CODES AHD REGPLATKWS

A. New York City:

1. New York City Building Code.

2. Rules and Regulations of the Department of Buildings, such

as:

a. Resistance to Progressive Collapse Under Extreme Local

Loads.

b. Design of Composite Construction vith Metal Decks or Lightweight Concrete.

c. Structural Designs Based on Electronic Computer

Computations.

d. Design and Installation of Curtain Vail Systems.

e. Kasonry Parapet Vails.

B. Nev Jersey:

New Jersey Uniform Construction Code (NJUCC).

C. City of Yonkers:

The Uniform Fire Prevention and Building Code of Nev York State.

III. STANDARDS

AASBTO American Association of State Bighvay and Transportation

Officials.

AREA American Railvay Engineering Association.

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1. PORT AOTBORITY DESICM CKTTKRIA

A. All structures, including those in New York State, shall be

designed for earthquake Zone 2 forces. BOCA provisions shall

apply, unless more stringent local lavs are adopted.

B. Roof Snov Load in New Jersey:

In calculating snow loads, BOCA "Ground Snov Load" shall be 25

C. Ceilings:

1. Ceaent plaster ceilings - see Attachnent SI.

2. Lightweight ceilings in New Jersey - see Attachaent S2.

3. Lightweight ceilings in VTC - see Attachment S3.

D. Vehicular Traffic (Airports):

1. Elevated roadways shall be designed for seismic forces

according to the "Guide Specifications for the Seismic

Design of Highway Bridges" by AASBTO, or the relevant State DOT standards for earthquakes, whichever is stricter.

2. The minlBua loading for departure and arrival raops servicing passenger terminals shall be BS 15-44. Use AASHTO design. All other ramps servicing cargo facilities or road overpasses: AASHTO design using BS20

minimum loading.

E. Highway Signs and Luminaries:

Standard Specifications for Structural Supports for Highway

Signs, Luainaires and Traffic Signals; American Association of

State Highway and Transportation Officials (AASHTO).

F. Loading Bridges (Airports):

1. Hinifflua Live Loads: Floor (LL) - 40 psf or a concentrated load of 300 lbs. Roof (RLL) - as per local code.

2. Hinimum Vind loading (PL): 12.5 psf lateral for the

extended (operational) mode

(combined windward and leeward

pressure).

25 psf lateral for the retracted (stowed) mode

(combined windward

and leeward pressure).

6-2

NISTNCSTAR 1-1C, WTC Investigation 165
Appendix C

3. Hininum Load Combinations:

a. Extended: DL t- LL + RLL

DL LL 1/2KLL VL

DL + VL

b. Retracted: DL RLL

DL + RLL t- VL

DL * VL

4. KinifflUB Stability Factors: Overturning 1.5

Sliding 1.5

Uplift 1.5

5. Codes (except vhere stricter requireaents are noted):

a. Nev York City - Nev York City Building Code.

b. Nev Jersey - The Construction Code (BOCA).

V. DBTAILS OP STROCrmUkL REVIEV

The folloving are representative of details reviewed:

A. The design calculations shall include but not be limited to:

1. Design criteria and applicable Codes.

2. Reference Standards.

3. Materials.

4. Type of construction and foundations.

5. Design loads; including vind and other existing forces.

6. Machinery and equipment loads in excess of 1000 lbs. including an evaluation of any potential vibration.

7. Allovable soil bearing capacity.

8. Pile type and capacity.

9. Design analysis and drawings of all connections other than

AISC standard f rased or seated beaa connections.

10. Analysis and sketches of expansion joints.

11. Design of bracing systems and rigid joints.

12. Vind drift and deflections.

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13. Ponding.

1^. CoDputer print-outs and users' manuals.

15. Investigation of superinposed loads fron adjacent

construction on structure and foundation.

16. Investigation of existing structural systes and

foundations under additional loads due to alterations.

17. Where it has been established that post-construction

settleoents of foundations are to be aonitored, the Bonitoring prograa, the liaits of such differential

settlesent that the structure can tolerate, and the

• necessary adjustments shall be subaitted for reviev.

B. Dravings shall include but not be limited to the folloving

information:

1. Design Code and Reference Standards.

2. Materials.

3. Design live loads, vind and other forces.

4. . Machinery and equipment loads in excess of 1000 lbs. including footprints or support iByout(s) plus technical

details of vibration isolators.

5. Allovable soil bearing capacity.

6. Pile type, capacity and minimum tip elevation.

7. Column schedule shoving accumulated design load at each

level for dead and live loads.

8. Stress diagram(s) for tnisses.

9. Datum and ground vater elevations.

10. Typical moment connection details.

11. Details of non-standard connections.

12. Listing of materials subject to controlled inspection.

13. Construction sequence.

6-4

NISTNCSTAR 1-1C, WTC Investigation 167
Appendix C

C. Specifications:

1. Shall clearly define the scope of work and naterials

required for the contract.

2. Shall include limitations, restrictions or conditions due

to existing environs and/or requirements for the methods

of construction or staging.

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SECTION U MATERIALS, OPERATIONS, AMD EODIPMEHT APPROVAL ASP INSmTION

I. GENERAL

The purpose of this section is to outline:

A. The requiresents for acceptance (approval) of naterials,

assemblies, forss, nethods of construction, and the intended use of equipment.

B. The requirements for inspection of materials and assemblies and

construction.

H. CODES AND REGULATIOWS

A. New York City:

1. Nev York City Building Code and its Reference Standards.

2. Nev York City Fire Prevention Code and Directives.

3. New York City Electrical Code.

i. New York City Local Lavs.

5. Rules of the Board of Standards & Appeals (BS&A).

6. New York State Labor Laws.

7. Nev York State Multiple Dwelling Laws (Hotels).

8. New York State Energy Conservation Construction Code.

9. Directives and Memoranda of the Department of Buildings.

B. Nev Jersey:

1. Nev Jersey Uniform Construction Code, its bulletins and

the sub-codes (BOCA, etc.) with their Supplements and

Reference Standards.

2. Applicable Flood Controls.

3. New Jersey Uniform Fire Code.

C. The City of Yonkers:

The Uniform Fire Prevention and Building Code of New York

State.

14-1

NISTNCSTAR 1-1 C. WTC Investigation 169
Appendix C

III. NEg YORK cm

A. Approval/Acceptance of Materials, Equipment, etc.:

No material, assemblies, forms, method of construction,

equipment, machinery and devices will be acceptable for the intended use unless:

1. Accepted by the Code test method by the Materials and Equipment Acceptance (MEA) division of the Office of the Commissioner of the Buildings Department of Nev York City.

2. Or approved by the Nev York City Board of Standards and

Appeals (BS&A).

Resolutions of HEA or BS&A shall be submitted for review

along vith other review documents. Manufacturers' or distributors' letters shall not be acceptable.

The above requirements are abstracted from New York City

Building Code Sections C26-106.1, 106.2, 107.1 and 107.2.

B. Inspection:

Controlled Inspection (Code Sections C26-106.3 and 107.3):

1. All materials, equipment, and construction, designated by the Code for "controlled inspection" shall be inspected

and/or tested to verify compliance with the Code.

2. Controlled inspection shall be made and witnessed by or under the direct supervision of a registered architect

(RA) or professional engineer (PE), retained by the tenant and acceptable to the architect or engineer responsible

for the plans. The inspecting RA or PE shall be

independent of the contractor.

3. All items subject to controlled inspection shall be listed

on the title sheet of the plans, or the sheet immediately

following.

The following list contains items subject to controlled

inspections, as well as the items' relevant Code sections,

where applicable:

Borings or test pits C26-1112.2

Piles C26-1112.3

Soil

Subgrade for foundation C26-1112.5

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Controlled fill

Underpinning C26-1112.6

Concrete Code Tables

10-1, and 10-2

Prestressed concrete

Precast Concrete

Fomivork. C26-190A.3(b)

Steel

i. Welding Code Table 10-2

ii. e.S. bolts Code Table 10-2

ili. Cable fittings Code Table 10-2

Aluainuo, velding Code Table 10-2

Laalnated vood Code Table 10-2

Flrestops C26-504.7(g)

Spray-on fireproofing C26-502. 2(f)

Heating systems C26-1401.1(a);

1401. 2(b)

Ventilation systems C26-1301.2;

1301.3

Refrigeration systems C26-1301.A

High pressure systems

Chimney smoke vent C26-1501.1(e);

150A.l(b)

Exterior vails C26- 105.1

Structural integrity during

construction operations Department of

Buildings,

Rules

.

14-3

NISTNCSTAR 1-1 C. WTC Investigation 171
Appendix C

IV. NEW JERSET

A. Approval/Acceptance of Materials, Equipment » etc.:

Acceptance of materials, assemblies, equipment, forms, methods

of construction, etc., shall be based on authenticated reports

from approved agencies Indicating compliance with accepted

engineering practice. See BOCA Building Code Section 1300, BOCA Mechanical Code Section 4.02.0, and the Appendix A of these Codes for approved agencies and testing standards.

Note: The P. A. Engineering Department has accepted approvals

from the Nev ?ork City Board of Standards i Appeals

(BS&A) and Material and Equipment Acceptance (K£A). See III. A above.

B. Inspection:

Construction Control - as per NJUCC 5;23-2. 21(c)

:

1. The tenant shall assigri a "responsible person in charge of the vork" (EPIC), vho shall be responsible for:

a. Reviev and approval of all documents pertaining to the construction phase.

b. Verification of all controlled materials.

c. Special inspection of critical construction

components (see list in paragraph 2 belov).

d. Necessary services to determine that the vork is proceeding according to the approved documents.

fi. At the completion of vork, the EPIC shall submit a report to the P. A. attesting to the satisfactory

completion of the project, including a list of deviations from the approved documents.

2. The following is the list referred to in the requirement

for "special inspection of critical construction

components," stated in item B.l(c) above. Effort has been

made to make this list as inclusive as possible based on

the current codes adopted by the NJUCC. Other

construction aspects subject to "special inspection" as required by these codes, that have been omitted by this

list must also comply. These inspections shall be performed by a licensed engineer or a registered

architect, licensed to practice in the State in which the work will occur, and the reports submitted to the P. A.

172 NISTNCSTAR 1-1 C, WTC Investigation
Tenant Construction Review Manual - 1990

a. Foundations:

i. Boring operations. ........... .BOCA, Section 1203.1

li. Subgrade for foundations,

iii. Controlled fill.

Iv. Piling (installatioHt testing, cut-off and tip

elevations) Section 1213.12

V. Support of adjacent properties.

vi. Underpinning.

vii. Foundations and vails up to grade prior to backfilling,

b. Structure:

i. High strength bolts - see BOCA Building Code

Table 1308.3.2.

ii. Velds.

iii. Concreting operations - see BOCA Building Code

Table 1308.4.4.

c. Plumbing:

i. Underground services.

ii. Rough piping.

iii. Vater services.

iv. Sever.

V. Septic service,

vi. Storv drains.

d. Electrical:

i. Rough viring.

ii. Panels and service installation.

iii. Insulation installation.

e. Mechanical equipment systems.

f. Beat producing systems.

14-5

NISTNCSTAR 1-1C, WTC Investigation 173
Appendix C

3. The contractor shall, at the completion of the construction, certify that the construction has been

executed in substantial accord vlth the approved

docujaents, vith all pertinent deviations specifically

noted.

14-6

174 NISTNCSTAR 1-1C. WTC Investigation
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im PORT AUrnORITY OF NEV YORK {, NEW JERSEY

HEMORANDUH

To: - V. Biancamano, R. Catlin, P. Ciano, E. Chalora, G. Doherty,

E.K. Farrely, V. Fife, P. Galya, R. Goode, G. Jensen, J. Kau,

J. Hiller, M. Ronis, S. Smolensk.!, E. Takla, V. Volpicelli

From: Ennala Ramabhushanara

Date: October 23, 1990

Subject: TENANT CONSTRUCTION REVIEW MANUAL - AHENDHF^ U

Copy To: A. Erociner, P. Cooper, V. Dovletian, E. Fasullo, K, Poliacof,

0. Suros, TCRU Staff

Listed belov are the pages of the Tenant Construction Review Manual

that are amended and must be replaced by the pages attached herewith. The

changes are highlighted vith an *.

Pages 6-2,

9-5, (re-enumeration of paragraphs)

9-6 10-6 (new page)

11- 3, 11-5

Please insert this sheet in the front of the Manual.

Ennala Ramabhushanara, P.E. Manager

Quality Assurance Division

NISTNCSTAR 1-1C, WTC Investigation 175
POUT AUTHORITY DESIGN CRITERIA

A. All structures, including those in New York State, shall be designed for earthquake Zone 2 forces. BOCA provisions shall apply, unless more stringent local laws are adopted.

B. Roof Snow Load in Nev Jersey:

In calculating snow loads, BOCA "Ground Snow Load" shall be 25 psf.

C. Ceilings:

1. Cement plaster ceilings - see Attachment SI.

2. Lightweight ceilings in Nev Jersey - see Attachment S2.

3. Lighlveight ceilings in VTC - see Attachment S3.

* •4. For the suspension of lightweight ceilings to resist

earthquake forces see ASTM E580.

D. Vehicular Traffic (Airports):

1. Elevated roadways shall be designed for seismic forces according to the "Guide Specifications for the Seismic

Design of Highway Bridges" by AASHTO, or the relevant State DOT standards for earthquakes, whichever is stricter.

2. The minimum loading for departure and arrival ramps servicing passenger terminals shall be HS 15-^4. Use AASHTO design. All other ramps servicing cargo facilities or road overpasses: AASHTO design using KS20 minimum loading.

E. Highway Signs and Luminaries:

Standard Specifications for Structural Supports for Highway

Signs, Luminaries and Traffic Signals; American Association of State Highway and Transportation Officials (AASHTO).

F. Loading Bridges (Airports):

1. Kiniwum Live Loads: Floor (LL) - AO psf or a concentrated load of 300 lbs. Roof (RLL) - as per local code.

2. Hinimum Vind loading (UL): 12.5 psf lateral for the extended (operational) mode

(combined windward and leeward

pressure)

.

25 psf lateral for the retracted (stowed) mode

(combined windward and leeward

pressure).

6-2

NISTNCSTAR 1-1C, WTC Investigation
Appendix D

Tenant Construction Review Manual - 1 997

Engineering Department

4— Quality Assurance Division

i i_4_. - ! j___J j_-_4

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Reproduced with permission of The Port Authority of New York and New Jersey.

NISTNCSTAR 1-1C. WTC Investigation 177
Appendix D

SECTION 1

TABLE OF CONTENTS

TABLE OF CONTENTS SECTION 1

INTRODUCTION SECTION 2

GENERAL REQUIREMENTS SECTION 3

CONCEPTUAL REVIEW SECTION 4

ARCHFTECTURAL SECTION 5

STRUCTURAL SECTION 6

GEOTECHNICAL SECTION 7

CML SECTION 8

ELECTRICAL SECTION 9

MECHANICAL SECTION 10

PLUMBING SECTION 11

FIRE PROTECTION SECTION 12

PROTECTION FROM AIRPORT

RAMPSIDE FUEL SPILL FIRE SECTION 13

MATERIALS, OPERATIONS, AND EQUIPMENT

APPROVAL AND INSPECTION SECTION 14

ENVIRONMENTAL SECTION 15

CORROSION CONTROL/

CATHODIC PROTECTION SECTION 16

ATTACHMENTS ....

1-1

Hstorica! Notes:

Fffst pubfehed 1971, Rev. 1979; updated Man* 1984. Rev. Man:ii 199^^

178 NISTNCSTAR 1-1 C, WTC Investigation
Tenant Construction Review Manual - 1997

UST OF ATTACHMENTS

A1 Standard for Interior Plastic Sigr^s

A2 Specifications Govemmg the Fiammability of Drapery and

Curtain Materials in Unsprinklered Areas.

A3 Specifications Governing the Rammability of Upholstery Material and Plastic Furniture in Unsprinkier«j Areas.

A4 Specifications Governing the Fiammat^iity of Plastic Laminate and

Wood Veneer Furniture.

51 Plaster Ceiling Des^n Standards.

52 Lightweight Ceiiing Design Criteria.

53 Modifications to the New York City Building Code Earthquake

Loads.

CI Civil Standard Details.

02 Protection of Underground Pipes.

Ml Port Authority Bus Tenminal - HVAC Design Criteria

E1 Port Authority Bus Tenninal - Electrical Des^n Criteria.

F1 New York City Municipal Fire Alarm.

RFS-1 Airport Rampside Clearances.

1-2

NISTNCSTAR 1-1C, WTC Investigation 179
Appendix D

SECTION 2

IhTTRODUCTION

This Manual presents the technical criteria to be followed by Tenants, and

their architectural and engineering consultants, at all Port Authority (PA) fadltties

in connection with construction work undertaken by a Tenant These tedinica!

criteria are in addition to other requirements contained in the lease agreement

between tt>e Port Authority and the Tenant This Manual also covers the Port Authority Engineering Departmenfs scope-of-review of the (fesign documents

(plans, specifications, calojlations and other docurDerrts) submitted by Tenants

in connection with proposed construction or alterations. It shall not be deemed

to imply that there will not be additional reviews by other Port Authority

D^artments.

The I>esign Standards (Tenant Construction Review) Unit of the Engineering Department's Quality Assurance Division will review tiie Tenant

Ccmstruction or Alteration Application si^mitted by the Tenant in accordance

with tiie criteria conteii>ed in this Manual. The responsibiSty for ardiitecbjral and

engir>eering design shall remain with' the Teriants Architect or Engineer (A/E) of

fEcond. The Design Standards Unit will tvA impose design solutions but vnll CMily conwnent on the design presented.

Reviews v«]l not addr^s th& proposed aesthetic or fuTK:tiona! aspects of the d^ign.

Construction documents for Tenant construction or alterations vwll be

review^ tjy the Design Standards Unit for compliance with all applicable Codes

and Port Authority Technical Standards. In the absence of a spedfic code

provision, this Manual sets forth the applicabte standards to be foBowed by Tenants except as may othervinse l>e required. M\ design documents shall

reflect the existing construction as well as the proposed wori< in onder to determine compatibility vwtii existing facility conditions.

In this regard, a list of all reference documents and guidelines virhich the

Fadlity has provided to the Tenant and wrhich affect the design, should become

an integral part of he Tenants contract document submission. If tiie review process vnii be aided by the inclusion of these reference documents, sudi

documents should also be induded in the sutwrBssion.

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180 NISTNCSTAR 1-1 C, WTC Investigation
Tenant Construction Review Manual -1997

SECTION 3

GENERAL REQUIREMENTS

I. All proposed Tenant construction shall be submrtted for review, in completed form, accompany by a Tenant Construction or Alteration

Application," Fonn PA531, whic^i shall be provided to the Tenant by the appropriate Port Authority line department

The PA Hne department shall forward all tenant submittals to ttie Engineering Quality Assurance Division with a completed Tenant

Alteration Application Review Request Form. PA2127. indicating the

technical discipBnes to l>e reviewed for tt>e submitted prpject(s).

II. The design documents, such as drawrings, reports, computations and

specifications, required in connection with the proposed constaiction, shall be attactied to, and form a part of, the Tenant Construction or Alteration Application, and shall reflect the existing construction as well as the proposed work. The design documents shall be seated and signed by the

architect or engir>eer of record licensed to practk* in the State in which

the proposed construction is to t>e perfonmed. The architect/engineer

indicated on the Application shall be considered ttie Ardiitect or Engir>eer

(A/E) of record.

The A/E of record is responsible for assuring that the documents prepared

and submitted by other consultants are property coordinated.

Where other consultants have been acknowledged by the A/E of record,

either in the Tenarrt Alteration Application or on the dravtrings. said consultants may seal and sign the documents they have prepared.

Where the Tenant retains two or more ind^iendently functioning

consultants, they each Ijecome an A/E of record for their respective scope

of work. Each consultant will be required to submit a separate Teriant

Alteration Application, arvi each consultant shall seal and sign their respective documents.

Responsibility for design or code compliance shall not fc»e delegated to

contractors.

3-1

NISTNCSTAR 1-1 C, WTC Investigation 181
Appendix D

IN. All revisions to previously submitted documents shall be properly

identifjed, and shall be accompanied by a brief description of the

revisions.

N. All voluntarily installed Fire Protection systems, induding, but not limited to sprinklers, alarms, etc.. shall comply vwth the provisions of the applicable Building Codes for such systems.

V. Fire protection plans, as described in the New Yori( City Building Code

Section 27-228.1 et seq., shall be filed for review along vwth other design

documents for construction projects at all Port Authority facilities. After approval of the project for construction, and before a Permit to Occupy or Use is issued, the Tenant shall submit one (1) copy of these plans to the Manager of the Fadlity wrfiere ttie project is located, one (1) copy to Risk

Management and two (2) copies to the Quality Assurance Division of the Engineering Department

VI. In accordance with the policy of the Port Authority of New Yoric and New

Jersey, the Tenant shall comply wth the provisions of all federal, state, municipal, local and departmental laws, ordinance, rul^. regulations and

orders ttiat may affect tJie construction or alteration contract and all individuals involved therein. Where stricter requirements apply, i.e., those

contained in the specifications or drawings, they shall be followed. The

Tenant, or designated agents, shall not apply for any variance, license, vraiver or permit in the riame of or on behalf of tfie Port Authority.

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182 NISTNCSTAR 1-1C, WTC Investigation
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SECTION 4

CONCEPTUAL REVIEW

I. GENERAL

At Ihe Tenant's requ^ a Conceptual Review will be performed to supptement ttie coreultants' feasfeility studies. These reviews will infonn the consultants of established design cnteria, pre-existing conditions that detemiine code compliance, and Port Authority requirements affecting the proposed work. The conceptual review shall l>e Bmited to fundaniental

concepts and items related to the criteria in this Manual ttiat rray

significantly affect the design. The review will not address aesthetics or

functional design.

Submitted conceptual plans shall indicate conformance to the applicable

codes and design cnteria.

T>« scope of ttie Conceptual Review may include ttie items enumerated

in the following paragraphs:

IL BUILDING CODE

A. Occupancy group and construction dassification of the new,

altered, and adjusted areas.

B. Fire pnatection of spaces in the building as it applies to ratirtgs of

interk)r separations, shafts, exterior walls, and sprinkler

requirements.

C. Egress: Occupant load and adequacy of egress shall be

established or the Tenants architect/engineer may list the sectiora

of the applicable Code on which the design is based. New Tenant

egress sdTeme{s) shall be coordinated with existing conditions.

D. Special structural conditions, including foundations.

4-1

NISTNCSTAR 1-1C. WTC Investigation 183
Appendix D

E. Special or unusual mechanical or electrical problems affecting

environmental, energy, or power requirements.

F. Deviations from Code requirements.

6. Existing structures shall be reviewed for existing Code violations.

III. PANY/NJ CRITERiA

See the subsequent Technical Sections of ttiis Manual for specific criteria.

IV: COORDINATION WITH FAClLmES

A- Electrical: New power requirements shall be indicated.

B. Water supply. Coordination of any demand for chilled water, high

temperature hot water, domestic water, high pressure sprinkler

supply water, and connections to the fine protection ioop, sh^ be

fully desCTibed.

C. Any woric affecting fuel lines shall be indicated.

4-2

184 NISTNCSTAR 1-1 C, WTC Investigation
Tenant Construction Review Manual - 1997

SECTION 6

STRUCTURAL

1- GENERAL

A. The scope of the structural review shal! comprise compliance with the applicable Codes, standards, ar>d des^n criteria listed iielow.

6. Computations shaO be submitted with all structural plans.

II. CODES AND REGULATIONS

A. New Yort( City:

1 . New york City Building Code.

2. Rules of the City of New York, Title 1 , Department of

Buildings.

B. New Jersey:

New Jersey Unifomi Construction Code (NJUCC).

C. City of Yonkers:

New York State Uniform Fire Prevention and BufldHvg Code.

III. STANDARDS

AASHTO American Association of State Highway

and Transportation Officials. AREA American Railway Engir>eering Assodation.

ANSl/ElAn"IA-222-E Structural Standards for Steel Antenna

Towers and Antenria Supporting Structures.

6-1

NISTNCSTAR 1-1C, WTC Investigation 185
Appendix D

IV. PORT AUTHORfTY DESIGN CRITERIA

A. In the absence of provisions for earthquake design m the New York

State Unifonn Fire Prevention and Buiklmg Code, the New York

City Building Code Shall be used for earOiquake design in the City of Yonkers.

For modifications to the New York City Building Code Earthquake

Loads. See Attachment S3.

B. Floors in certain areas of the Port i^ojlhonty Bus Temjina! South

Wir^ are of light weight low strength concrete construction. Concrete anchors are not permitted in these light weight slabs for the attachment of hangers for supporting ducts, utilities, ceilings,

and other miscellaneous toads. These toads shall l>e supported

directly from floor tjeams or supplementary framing connected to the floor beams. Infonrcrtion regandir^ the locations of the fight weight slabs can be dstained from the Facility Tenant Liaison

Office.

In areas wtiere concrete inserts are permitted, only approved tfpe

stainless steel anchors rated for shock mvi vbration loads and

elevated temperature shall be used.

C. Ceilings:

1 . Plaster Ceiling Design Standards - see AJtadiment 31.

2 Lightweight Ceiling Design Criteria - see Attachment S2.

D. Vehicufar Traffic:

1 . Elevated roadways shall he designed for all loadings,

including seismic effects, in accordance v«th the AASHTO

"Standard Specifications for Highway Bridges" and the

relevant State DOT Standards. In New Jereey, roadvrays

providing access to interstate fre^ht shall t>e designed for HS 25 loading.

2. The minimum ksading for fte departure arKl arrival ramps

servicfr>g airport passenger temiinals shaG be HS 15-44

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186 NISTNCSTAR 1-1 C, WTC Investigation
Tenant Construction Review Manual - 1997

AASHTO highway loading. Ali other ramps servicing cargo

fadlities or road overpasses shall be designed for HS20

AASHTO highway loading.

E. Highway Signs and Luminaries:

Standard Specifications for Structural Supports for Highway Signs,

Luminaries and Traffic Signals; Arri^can Association of State Highway and Transportation Offidals (AASHTO).

F. Aircraft Loading Walkways (Airports):

1 . Mirwmum Live Loads: Roor (LL) - 40 psf or a

2. Minimum WitkI Loading (WL) 12.5 psf lateral for the

3. Load Combinalions:

a. Extended: DL + LL + RLL

DL + a+1/2RLL-t-WL

DL + WL

b. Retracted: DL * RLL

DL + RLL + WL

DL + WL

4. Minimum Stability Factors: Overturning 1.5

concentrated load of 300 lbs. Roof (RLL)

as per local code.

extended (operational)

rrwde (combined windward

and leeward pressure).

25 psf lateral for the

retracted (stowed) mode

(combff>ed windvrard arKl leeward pressure).

Sltdtng

Uplift

1.5

1.5

6-3

NISTNCSTAR 1-1 C, WTC Investigation 187
Appendix D

V. DETAtLS OF STRUCTURAL REViEW

The following are representative of items renewed;

A. The design calculations shall indude but not be limited to:

1 . Design criteria and applicable Codes.

2. Reference Standards.

3. Materials.

4. Type of Construction and foundations.

5. Design loads, including wind and other forces.

6. Machinery and equipment loads in excess of 1000 lbs. Induding an evaluation of any potential vibration.

7. Allowable soil l)earing capacity.

8. Pile type and capadty.

9. Design and details of all connections o^r Vnan AJSC standard framed or seated t>eam connections,

10. Location and details of oqsansion joints.

1 1 . Bracing systenrjs and moment-resisting frames'.

12. Deflections and vnnd drift.

13. Ponding.

14. Investigation and superimposed loads from new constaiction on existing structure and foundation.

15. Investigation of existing structural system arKl foundations

under additional loads due to alterations.

16. Where it has been estabftshed that post-construction

settiements of foundations are to be monitored, the

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188 NISTNCSTAR 1-1 C. WTC Investigation
Tenant Construction Review Manual - 1997

monrtoring program, the limrts of differential setttement tinat the structure can tolerate, and the necessary adjustnrjents shall be submitted for rewew.

B. Drawings shall include, but not be limited to, the following

information:

1. Applicable Code and Reference Standards.

2. Materials.

3. Design live loads, wind, and other forces.

4. Madiinery, equipment and other concentrated loads in excess of 1000 lbs. Including footprints or support layout(s).

5. Allowable soil bearing capacity.

6. Pile type, capadty, and mintmum tip elevation.

7. Column schedule showing accumulated design load at each

level for dead and live loads.

8. Stress diagram{s) for trusses.

9. Datum and ground v/ater elevations.

10. Typical moment connection details.

1 1 . Details of non-standard connections.

12. Construction sequence.

C. Specifications shall include, but not be limited to:

. 1 . The scope of work and materials required for the

construction or alteration. Z Limitations and restrictions due to the existing conditions

and/or requirements for the methods of construction or

staging.

6-5

NISTNCSTAR 1-1 C, WTC Investigation 189
Appendix D

ATTACHMENT S3

MODIFICArrONS TO THE NEWYORK CtTY BUILDING CODE EARTHQUAKE

LOADS

Revise Table No. 23-P of RS 9-6 by.

a. Adding after 11.1.b.

"c. Overhead Signs 2.O0";

b. /lading after 11.3. "4. Anchorage for suspended ceilings weighing more than 4 psf

without the weight of light fixtures 0.75";

c. Adding after 111. 1. "2. Elevator and counterwe^ht guardrails and supports 1.25"

"3. Sprinkler piping* 2.00"

"4. Gas and high hazard piping 2.00"

"5. Other piping^ .. 0.67"

"6. HVAC ducts* 0.67^

d. Adding the following not^ after Note 4 at the bottom of the table;

"5. The design of seismic restrainte for sprinkler pifMng in compliance with NFPA 13 using a des'gn acceleration of

0. 15 is acceptable in lieu of compliance with ttiese provisions.

6. Seismic resGaints are not required for any of the following

cor«jftions for other pipe systems of HVAC ducts:

1. Piping or ducts suspended by individual hangers

12 indies or less in length from the top of the pipe

or diKte to the supporting structure.

li. Piping in boiler arid mechanical rooms which has

less than 1-1/4 inc^K siside diameter.

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190 NISTNCSTAR 1-1C, WTC Investigation
Tenant Construction Review Manual - 1997

iii. Piping in other areas which has tess than 2-1/2 inches

inside diameter.

rv. Ducts which have a cross-section area less than

6 square feet'

S3-2

NISTNCSTAR 1-1C, WTC Investigation 191
Appendix D

SECTION 14

MATERIALS. OPERATIONS. AND EQUIPME^^r APPROVAL AND

INSPECTION

I. GENERAL

The purpose of this section is to outline:

A. The requirements for aa«ptance (approval) of materials,

assemblies, forms, metfiods of construction, and tiie intended use

of equipment

B. The requirements for inspection of materials, assemblies, and

construction.

« CODES AND REGULATIONS

See the Technical Sections of this Manual

III. NEW YORK CITY

A. Approval/Acceptance of Materials, Equipment, etc.:

No material, assemblies, forms, method of construction, equipment

madiinery, arKl devices will be acceptable for the intended use

unless:

1 . Accepted by the Code test method by tiie Materials and

Equipment Acceptance (MEA) DiviiMon of the New Yortc

City Department of Buildings.

2. Or, previously approved by the New York City Board of Standards and Appeals (BS&A).

MEA or BS&A resolutions of approval shall be submitted

for review along with other review documents.

Manufacturers' or distributors' letters are not acceptable.

The above requirements are abstracted from New Yoric City

Building Code. Sections 27-130. 27-131. 27-134. and

27-135.

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192 NISTNCSTAR 1-1C, WTC Investigation
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B. Inspection:

Controlled Inspection (Code Sections 27-1 32 and 27-1 35)

1. All materials, equipment and constaiction designated by

the Code for "controlled inspection" shall be inspected

and/or tested to verify compliance with the Code.

2. Controlled inspection shall be made arKj witnessed by or under the direct supervision of a registered architect (RA)

or professional engineer (PE). retained by the tenant and

acceptable to the architect or engineer responsible for the

plans. The inspecting RA or PE shall t>e irKJependent of

the contractor.

3. All rtems subject to controlled ii>spection shall be listed on

the title sheet of the plans, or ttie sheet immediately

foBownng.

The following list contains items subject to controlled inspections, as well as the items' relevant Code sections, where applicable.

Effort has been made to make this list as inclusive as possible. Other items subjert to controlled inspection, as required by NYC

BuBding Code, that have been omitted in this list must also comply.

Borings or test pits 27-720

Piles 27-721

Subgrade for foundation 27-723

Controlled fill 27-679(a)

Underpinning 27-724

Concrete Code Tables 10-1, 10.2

Formworic 27-1 035(b)

14-2

NISTNCSTAR 1-1C. WTC Investigation 193
Sleei:

i. Welding

ii. H.S. bolts

iii. Cable fittings

Alumtnum. welding

Laminated wood

Masonry

Exterior Wall insulation and Finsh SystKns

Firestopping

Spray-on fireproofing

Heating and combustion ... equipment

Ventilation systems ,

Refrigeration systems

Hgh pressure systems ....

Chimney smoke vent

Welding of gas distribution piping

Curtain/Panel Wall

14-3

Code Table 10.2

Code Table 10-2

Code Table 10-2

Code Table 10-2

Code Table 10-2

Code Table 10-2

27-335.1(0)13

27-345{h)

27-324(f)

27-793(a).

27-794(b)

27-779, 27-780

27-781

. D^aartment of

Buildings. Rules

Section 20-02{b){2Ki)

27-856(e).

27.879(b)

RS-16, PI 15.8(h)

Rules of the City of New

Yoric, Title 1, Department

of Buildings, Chapter 32.

NISTNCSTAR 1-1C, WTC Investigation
Tenant Construction Review Manual - 1997

Stnjctural integrity during

construction operations

Rules of the City of New

Yori<. Trtie 1, Department

of Buildings, Rules,

Chapter 16.

fV. NEW JERSEY

A. Approval/Acceptance of materials. Equipment, etc.:

1. Acceptance of materials. asserr^Iies, equipment, forms,

methods of construction, etc., shall be based on

certified test reports from approved agendes. See BOCA

Building Code Chapter 17 and BOCA Mechanical Code

Chapter 4, as anrjended by New Jersey Unrfomi

Construction Code (NJUCC).

Note: Approvals from the New York City Material and

Equipment Acceptance (MEA) Division are

acc^Jtabte. See Paragraph IIIA.1.

2. See NJUCC, Section 523-4.26 for certificatjon of building

elements, such as trusses, fire wrails, fire separation walls, wall par>els, pre-stressedyprefabricated floor or roof panels

and pre-engineered structural frames.

B. Inspection:

Construction Control - as per NJUCC Section 5:23-2.21 (e):

1 . The tenarrt shall assign a "responsible person in diarge of

the work* (RPIC), who shall be resporisibte for.

a. Review and approval of all documents pertaining to the construction phase.

b. Verification of all controlled materials.

c. Spedal inspection of critical construction compor^ents

(see list in paragraph 2 below).

14-4

NISTNCSTAR 1-1C, WTC Investigation 195
Appendix D

d. Necessary services to determine that the work is proceeding according to the approved documents.

e. At the completion of work, the RPiC shall submit a

report to the PA. attesting to the satisfactory

completion of the project, including a list of deviations fnDm the approved documents.

2. All items subject to "special inspection." stated in item B.1 .c, shall be listed on the titte sheet of the plans, or the sheet

immediately following.

The following is a 1st of items subject to "spedal inspection

of critical construction components." Effort has been rr;ade to make this list as inclusive as possible based on the

cun-ent codes adopted by the NJUCC. Other construction items sutsject to "special inspectton" as required by these codes that have been omitted in this list must also comply:

a. Inspection of Fabricators BOCA, Section 1705J2 as amended

by NJUCC.

b. Steel Construction:

Material Receiving BOCA, Section

1705.3.2.

II. Erection:

Installation of High

strength bolts BOCA, Section

1705.3.3.1.

Welding BOCA, Section 1705.3.32.

Details BOCA. Section

1705.3.3.3.

14-5

196 NISTNCSTAR 1-1C. WTC Investigation
Tenant Construction Review Manual - 1997

c. ConCTete Construction;

I. Materials BOCA. Section

1705.4.1

il. Installation of

Reinforcing and

Prestressing Steel BOCA, Section

1705.4^.

Hi. Fonnwork BOCA. Section

1705.4.3.

iv. Concreting Gyrations... BOCA, Section

1705.4.4.

V. Inspection during

Prestressing BOCA, Section

1705.4.5.

vi. Manufacturer of Precast Concrete BOCA Section

1705.4.6.

vii. Erection of Precast Concrete BOCA Section

1705.4.7.

d. Masonry Construction BOCA, Section

1705.5.

e. Wood Construction BOCA, Section 1705.6

f. , Foundations:

Prepared fiU BOCA, Section

1705.7

Pile foundations BOCA, Section

1705.8

14-6

NISTNCSTAR 1-1C, WTC Investigation 197
Appendix D

Pier foundations BOCA, Section

1705.9

g. Wall panels and veneers BOCA. Section

1705.10

h. Sprayed fire resistive materials BOCA. Section

. ^ 1705.12

i. Exterior ir^tation and

finish systems BOCA, Section

1705.13.

j. Special Cases BOCA, Section

1705.14

14-7

198 NISTNCSTAR 1-1 C, WTC Investigation
Appendix E

Standards for Structural Integrity Inspection of

WTC Towers A & B

WTC4098

Infrastructure Engineering

Design Division

Standards for

Structural Integrity

Inspection of the

World Trade Center

Towers A and B

March 1986

JD22 j^ni^fmmm^mmmm

Reproduced with permission of The Port Authority of New York and New Jersey.

NISTNCSTAR 1-1C, WTC Investigation 199
Appendix E

File: ?S02 March 1986

world trade center - b0ilcisgs 1 and 2

structhrai. integrity standards

..ssi.16 6, Rooewsc* ASSOCIATES

200 NISTNCSTAR 1-1C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A & B

TABLE CF CONTENTS

Page

I. INTaODUCTIOS 1 A. Purpose, Character and Scope of the Prograta

1. First Approach - Statistical Inspections

2. Second Approach - Reports

3. Third Approach - Continued Measurenents

B. Feedback aad Revision

II. GENERAL DESCRIPTION OF THE BUILDINGS 3

III. PRISCIP.'U. STRCCTURAL SYSTEMS AST) ELEMENTS 5

A. Structural Systems

B. Syianecry

C. Redundancy

D. Dampers

E. Shaftwall

IV. INSPECTION PROGRAM 8

A. Visuai Inspections

1. Periodic Inspections

2. Occasional Inspections, Monitoring of Reports

B. Periodic Measurements

1. Hacural Frequencies - Towers

2. Natural Frequencies - TV Mast

3. Natural Frequencies - Floor Construction

4. Visco-Elast ic Uaopers

5. Plumbness and Level

V. INSPECTION PERSONNEL - IS-aOUSE 14

A. Inspection Supervisor

B. Leader Qualifications

C. Inspector Qualifications

VI. OwSIDE CONSULTANTS AND SUPPLIERS OF SPECIAL SERVICES 16

V::. RECORTH-iCZEPING ANB FOLLOW-CP PROCEDURE 17

A. Structural Steel Defects and Signs of distress

1. Rust

2. Cracks

3. Bucicles and Kink.3 4. Connection and Joint Defects

5. Alignoent, Excessive Deflection or Bowing

6. Paint

B. Reinforced Concrete Defects and Signs of Distress

1. Scaling

2. Cracking

3. Spall Lag

i.£Su£E BOBEHTSOKASSCCUIES

NISTNCSTAR 1-1 C. WTC Investigation 201
Appendix E

TABLE OF COSTStfTS (CONTISLXO)

C. Inspection Records

1. Identification

2. Descriptioa

3. Special Reports

4. Urgency

D. Measurements and Test Records

1. Periods of Vibration, Towers and Masc

2. Floor Systems

3. Additional Data

4. Plurabness and Level

E. Periods of Vibration

1. Exterior Walls

2. Floor Systems ^

VIII. EXCLUDED WORK 22

IX. REFESESCES 23

APPENDIX A - STRUCTURAL INTEGRITY PROGRAM TELEVISION ANTENNA MAST 24

APPENDIX B - FIBER OPTIC BOR2SC0PE SUPPLIERS 31

APPENDIX C - TABLES, FTGUHES AND DRAWINGS

Table I: Eccentrically-Braced Coluwis

in Elevator Shafts 32 Plan Details for Table I 33 Figure 1: Suggested Locations of Accelerometers

for Meaaurement of Tower Natural Frequency 34 Figure 2: Zones for Floor Natural Fretjuency Measurement 35 Exterior Wail to Floor 9 Elevations 36 TV Hast Support Elevations 44

LESi-iE E BOS€'=1TSON ASSOCSArsS

202 NISTNCSTAR 1-1 C, WTC Investigation
Standards for Struc. Integrity Inspect, of WTC Towers A & B

INTRODUCTION

A. purpose, Character and Scope of Che Prograa

These Standards are designed to assist the Port Authority in the evaluation of Che on-going structural integrity of the twin towers of the World Trade Center, New York. To date, the towers have perfomed

well, and oaioCeaance costs are reported to he as anticipated. Further, tenant complaints of structure motion, perhaps the largest single

predicator of excessive swaying motion, are reported to be negligible.

Still, should degradation of the structural systett take place with time, remedial action is essential. These Standards, then, are designed to anticipate degradation, should it occur, and to allow for systematic

repair

.

The Standards make use of three separate approaches to the providing of

a suitable framework for the monitoring of the structural integrity of WTC 1 and WTC 2. ..Che two 110-story towers of the World Trade Center:

1. First Approach - Statistical Inspections

Under the first, periodic statistical visual inspections of selected structural components in higher-potential trouble areas will be made. It is proposed chat, initially, this work be accomplished by

qualified outside consultants under PASYNJ tuacageEent . In the future, where this course is judged to be advantageous this task can

be performed by PAJTYKJ iti-house personnel. The periodic inspections

will be supplemented by occasional visual inspections made possible

by Che exposure to view of structure during tenant remodeling or general niaintenance work. Every opportunity should be used to take advantage of these taore-or-less randoia exposures of Che structural

systeiB. Occasional inspections would be done in-house where the involved area is not large enough to justify the use of an outside

consul tant

.

2. Second Approach - Reports

In Che second approach, various reports are examined as possible

symptoias of underlying structural probleas. Maintenance reports of non-structural repairs, water leakage and tenant coioplaincs about unusual building novenenc, vibracion or noise are examples of such

reports .

March 1986 World Trade Center - Buildings 1 and 2 Structural Integrity Standards PS02 Page 1

NISTNCSTAR 1-1C. WTC Investigation 203
Appendix E

3. Third Approach - Conciniied Measurements

In the third procedure, the performance of systems within the structure is evaluated through the continuing aeasureraenc of

iBovement or deformation, using appropriate tests and instruments. These systems range in size from relatively small individual

components repeated oany times throughout the buildings, to an entire tower structure.

The accumulated inspection reports and measured test data in tirae will

form a chronological record which can be consulted in assessing the significance of observed structural conditions or measurements. The periodic inspection procedure is adapted from the Port Authority

Engineering Departaient "Standards for In-depth Structural Integrity

Inspection of Buildings." The other sections of Che program are

designed to respond to needs dictated by the nature of the specific structures and the building occupancy, and so are unique to these

cowers

.

B. Feedback and Revision

It is anticipated chat feedback from the application of the program aay generate changes in procedure and scope. These Standards then, are

viewed as an evolving system, to be amended as needed.

tfcrld Trade Center - Buildings 1 and 2 .March 1986 Structural Integrity Standards P802 Page 2

204 NISTNCSTAR 1-1C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A&B

IT. GENERAL DESCRIPTIOS OF THE BPIIDINGS

The two tower buildings rise more Chan 1,400 feet above their foundations,

l,i>38 feet for WTC I and 1,432 feet for WTC 2. The V/ mast raises Chat height

to 1,800 feet for WTC 1. Each tower has 111 floors, 116 framed levels

inclading below grade service levels, with nearly one sere of space on a Cjrpical floor.

The towers were the first in the new family of very tall buildings to use the exterior walls as a thin tubular shell in structural steel; the tubular shell cantilevers from its foundations to supply all of the needed resistance to wind and earthquake forces and to stabilize Che core against lateral buckling.

Lateral strength is attained in this way without the need for conventional

rigid-frame construction, and Che story height is reduced to 12 feet. Gravity

loads are carried by core and exterior columns.

Different grades (yield points) of steel were used to equalize the dead load stresses and shortening of Che very tall columns while ac cocanio da t ing imposed

loads from wind and gravity. The major trusswork spanning the railroad Cracks also used a variety of steel grades to produce uniform deflection. A rooftop

space frame in each tower controls the expansion and contraction due to unequal coluam temperatures, and provides also a "root" for the 362 foot high

TV oast now atop WTC 1 (provisions for a sinilar cower are incorporated into

The pre f abr ica t ion of structural components was developed to a point never before achieved in high-rise buildings:

The tubular shell of the outside walls is nade up of nearly 6,000

wall panels, generally 36 feet by 10 feet, three stories high and encompassing three columns in width, which were stacked one above

the other, the column ends field bolted together, and the spandrels

field bolted to the spandrels of adjacent panels. In this way field welding was held to a minimum in these members and connections

subjecc to stress reversal from wind excitation. Some wall units

were 56 feet by 10 feet and weigh as much as S-* tons.

The prefabricated floor units in the typical tenant floors of each

tower were generally 20 feet wide, with 60 foot and 36 foot lengths

on different sides of the building; each floor unit contained steel deck and electrical raceways. Double trusses span the 60 foot and

36 foot directions; alternating perpendicular deck support members

and transverse trusses form as integral part of the prefabricated

floor un-i.:. The double truss webs extend above the deck to provide

composite action with Che concrete, which was cast after

installation of the prefabricated floor units. The transverse

trusses were connected Co adjoining units to provide two-way

spanning action in the corners of Che building and to provide

bridging action (redundancy) in areas of one-way span. All core areas and all of the mechanical floors in the towers are framed with

rolled structural steel sections.

WTC 2).

March 1986 World Trade Center - Buildings 1 and 2 Structural Integrity Standards P802 Page 3

NISTNCSTAR 1-1C. WTC Investigation 205
Appendix E

The sise has miscel laoeous fill an4 debris over the old riverbed,

with the groand water level averaging about 5 feet below existing

grade. A slurry wall system etnbedded in rock was used on the site perimeter ta permic dcwatering and excavation to rock for the

project foundations without damaging adjacent structures. Rock, anchors stabilized the wall during excavation. The perimeter wall ayatem participates in the carrying of lateral wind forces from the plaza down to rock.

March 1986 World Trade Center - Buildings i and 2 Structural Integrity Standards P802 Page 4

L^5;.!6E SOaEfiTSOti ASSOCIATES

206 NISTNCSTAR 1-1C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A & B

III. ?RISCI?AL STROCTURAL SYSTEHS AND ELEMESTS

A. Structural Systems

The exterior walls are framed with closely-spaced columns and deep

spandrels, acting effectively as a tubular shell to resist all lateral

forces and to share in supporting gravity loads. The exterior columr4S are spaced 3 feet 4 inches on center in the superstructure. Columns 10 feet on center at ?laz3 level £or?B the trunks of "tree" assemblies,

generally branching out to become three coluasns above Floor The columns are welded box sections consisting of four steel plates. The

coluan field splices are made by bolting the base plate of the upper

tier column to the cap plate of the column below. Interior horizontal

diaphragsj plates stiffen the column web and flange plates at critical

locations. The spandrels are plates typically 1 3/8 inches thick by 4

feet 4 inches or more in height, usually replacing a portion of one of the column plates. Spandrels are field-bolted to the spandrels of adjacent panels with dual splice plates, providing for symmetrical

(double shear) connections from pice I to panel.

The cores support the balance of the gravity loading. Above the 7ih floor the cores do not share in resisting lateral forces to any significant extent. The core columns in the upper stories are rolled wide-flange shapes; as column loads accumulate in the lower

floors the rolled shapes are replaced by built-up box sections.- Floor

framing within the core consists of rolled steel beams supporting formed concrete slabs or slabs on steel deck. Below the 7th floor the cores are x-braced to carry lateral loads down to the plaza level and below.

Outside of the rectangular core, the floors span from the exterior walls

to the core. In the typical tenant floors, concrete slabs on steel deck

are supported by a shallow truss system. Paired trusses, with the pairs located 6 feet 8 inches from adjacent pairs, are on 60 foot and 36 foot spans, with perpendicular deck support members and transverse trusses alternating at 6 feet 8 inches on center. The overall depth of the

t rus s es /deck/ 3 1 ab s is 33 inches. The truss webs extend above the deck

to provide composite action with the concrete. The transverse trusses

are connected co adjoining units to provide two-way spanning action,

particularly at the building corners, contributing to a high reserve

load capacity. The floor trusses are connected to alternate exterior columns, with a welded connection at the truss top chord, and a

V i sc o-e 1 as t i c damper at the bottom chord cushioning the wind-engendered

vibrations locally, and contributing to systeo-wide damping. The area outside the core at mechanical floors is framed by rolled steel beams supporting concrete slabs on steel deck; dampers are in Cheir connection

to the exterior wall panels.

March 1986 World Trade Center - Buildings I and 2 Structural Integrity Standards ?8C2 Page 5

LESilCE P09E«TTS0N aSSOCiaTcS

NISTNCSTAR 1-1C. WTC Investigation 207
Appendix E

la both towers the space frame from Floor 207 Co the Penthouse Roof is forraed by the addition of structural steel diagonals along the core column lines in the orthogonal directions to create «ith the columns and

beatES a network o? intersecting trusses. This system mobilises Che interconnected structure to lirnit differential temperature

displacements, and serves also as a foundation for the TV raast atop WTC

I (provisions for a similar tower, or four sraaller towers, have beer, incorporated into the structure for WTC 2).

It is iaportant to realize that clear lines of syrametry exist in much of the floor framing, particularly that of Che prefabricated floor

components, and that Tovers 1 and 2 share loore or less identical floor framing. In this work, Chen, considerable repetition exists. It is even more important to realize that like levels of symaetry do not exisc

in the prefabricated wall panels of the exterior tube:

° There is no syatmecry about the building center line for any one face of any one building.

° So rwo faces are the same.

" The two towers are not the same. This follows because the individual towers are not designed as stand-alone buildings. That is, full advantage is taken of the wind

shielding that each tower gives to the other. Also, there is no symmetry in the juxtaposition of the plan location of the two towers and aerodynamic loading and responses vary with winds from each point of Che compass.

A very considerable level of redundancy exists in Che lateral force systems of the twin towers. This redundancy stems froiE the structural

interaction of the Vierendeel tubular wall and from the staggering of the splices of individual wall panels. It is possible, Chen, to invalidate hundreds, perhaps thousands of individual connections in Che tabular walls, while still carrying full gravicy load and more common

levels of wind loading. This redundancy makes unnecessary the need to ascertain chat specific connections may have been subjected to structural degradation ».. and one need turn one's concern Co Che larger

issue of the possible systematic degradation of systems, as opposed to components

.

The prefabricated floor system, also, carries considerable redundancy on account of the two-way ascure of every pact of this system.

B. Syaanetry

C. Redundancy

March 1986 World Trade Center - Buildings 1 and 2 Structural Integrity Standards P802 Page 6

t£SLX£ SOSEarsOJ ASSCXIiATES

208 NISTNCSTAR 1-1 C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A&B

Core framing carries a level of redundancy associated with the bending

rigidity of so-called "simpia" connections. This redundancy, while oot easily amenable to calculation, is of the same order as is found in conventional steel buildings.

As part of the development of structural systems for the t«in towers a desire to improve Che daraping characteristics of these systeas was both recognized and satisfied. A new damping system was developed by LERA,

maicing use of viscoelastic a;aterial3 manufactured by 3m Company. This

product, later incorporated into Columbia Center (Seattle) and now

planned for incorporation into several other buildings, is designed to reduce the swaying motion of the towers. The damping systems are not needed for structural integrity, but rather to reduce the perception of structure motion by building tenants. Individual datapers are not significant to damping performance as it is the summation of all dampers

that contributes to the whole. Accordingly, the integrity of any one doxper, or even of several hundred dampers, is not essential to the

dynamic performance of the towers.

While strictly speaking not a part of the structural system, the fire-resistive partition system used in the service core was developed

by LERA with the goals of reducing the weight, the initial cost and Che maintenance costs of these partitions. While these goals were realized,

and while this system (now called Shaftwall) has found its way into nearly every new high-rise building, the elimination of aasonry

partitions results in a loss in building stiffness, structure damping

and building density ... all of which lead to increased dynamic response

under wind excitation. These losses are offset by the viscoelastic

damping system described in the previous paragraph.

Dampers

E. Shaftwall

March 1986 World Trade Center - Buildings 1 and 2 Structural Integrity Standards ?802 Page 7

L£Si.i££ fW8Ef»TS0N ASSOCyilES

NISTNCSTAR 1-1C, WTC Investigation 209
Appendix E

rv. I^tSPSCTIO?? PROGRAM

A, Visual Inspections

Since Che concurrent visual inspection of the entire structure or even a major portion of it is not s practical goal, a statistical approach is followed. This approach involves the sampling of those components and systems which are more important to structural integrity, and at locations with a relatively higher potential for occurrence of defects

or problems.

Within the bounds of the suggested sampling procedure, the inspection

frequency and the building layout, it is anticipated that the inspection

work can be organised to proceed in a acre or less linear sequence to ainitaize both waste motion and duplication of effort, and to help insure

that no important item is missed. The inspection team should carry a s«C o£ reduced drawings, individual field notebooits, a camera and tape

recorder. Equipment, clothing, methods and procedures should confona

strictly to the Port Authority's safety regulations; Federal, state or local regulations may well govern some aspects of this work and should

bf> respected.

Visual inspection should be supplemented by the use of simple hand

tools, raeasurenects , and recording techniques as needed. Where

structural steel members or connections are covered by spray-on

fireproof ing, concrete or masonry encasement, remove loose, cracked or rust-stained cover (aaterial to examine the steel. Where the location of an observed defect is difficult to describe

accurately, the affected member can be field-marked with crayon to assist in locating it at a later date. When Che nature or the location

of the obsei^ed defect cannot be described simply, field sketches with measurements or 3" x 5" or larger clear color photographs should be made, and captioned at the site. Where the inspection procedure involves the removal of spray-on,

concrete, or block fireprooEing from ev#n a part of a structural steel member, or where it requires the removal of a portion of ceilmg, the material reraoved should be properly replaced on completion of the inspection. It should be noted also that some a s b e s t o s -ba s e

d

fireproofing materials are known to be within the buildings and Chat special care need be taken in the reaoval and the handling of such

materials. Where it is necessary to drill a hole through an element of

a structural steel aember to provide access for a borescope or other

device, the hole diameter should be selected to provide the minimum

clearance required; upon completion of the inspection, the access hole should be well sealed with weld aetal, body putty, or caulking as appropriate. Where it is specified that exterior finishes such as column covers are to be removed, the (naterial exposed should be provided

protection from the weather until the permanent cover is restored.

March 1986 World Trade Center - Buildings 1 and 2 Structural Integrity Standards P802 Page S

210 NISTNCSTAR 1-1C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A&B

Where sisos of water leaks suggest the probability that water has entered a box colunn, use a boresccpe Co examine the internal surfaces

of the column at base, cap, or diaphragms plates at the levels

inaacdiately belou.

1. Periodic Inspections (Resaarics apply to both Cowers unless noted

specifically for only one)

a. For the structural integrity inspection program for the TV

antenna raast on top of WTC I, see Appendix A. Make certain that none of the antennas on the mast will be operating during the inspection and repair procedures and that other proper and

statutory safety precautions are taken.

b. Every year, examine all exterior roof and wall elements for signs of water intrusion. Roof leakage should be

ascertained from a careful examination of the spaces immediately

below the root areas. Wall leakage should be determined from

signs of water sta..ning of interior finishes.

c. Every year, conduct an inspection of room occupancies and uses throughout WTC 1 and WTC 2, to verify that Che design live load

is not exceeded ia any space. For reference in this survey, a schedule of allowable live loads must be maintained and up-dated

33 structural modifications are made; no such schedule now

exists

.

d. Every second year, examine all accessible colunm envelopes or fireproofing for signs of rust or cracking, bowing, or deviation

from plumb. At columns in elevator shafts, where Che column is braced directly on only one axis by connecting beams or abutting

concrete slabs due to large beam offset dimensions, inspect for lateral displacement or rotation of the column about a vertical

axis (refer to Appendix C, Table t). At Sub-level 5, examine

the slabs on ground surrounding each column for signs of rust or

deformac ion

.

e. Every second year, examine the fireproofing envelopes or inasonry

partitions enclosing the diagonal bracing on Che exterior column

lines in both cowers below Service Level Floor (Elevation

294'-0"), and the transfer trusses below Floor 1 in WTC 2 under

exterior and core columns (refer to "«:xterior Wall to Floor 9 Elevations," Appendix C, Drawings 125 through 128, prefixed SA

for WTC 1, SB for WTC 2). Inspect for cracking, stains, and other possible signs of structural distress.

f. Every second year, inspect the bracing truss members between Floor 107 and the roof in the core area (refer to "TV Mast Support Elevations," Appendix C, Drawings 401 through 404,

prefixed SA for WTC 1, SB for WTC 2).

March 1986 World Trade Center - Buildings 1 and 2 Structural locegrity Standards ?802 Page 9

;XSLlEt R0B6i?rsCN ASSOCtSTES

NISTNCSTAR 1-1C. WTC Investigation 211
Appendix E

g. Tor the locaciotts of the column and spandrel intersectioris and "tree" junctions described below, refer to "Exterior Wail to Floor 9 Elevations," Appendix C, Drawings 125 through 128,

prefixed S& for WTC 1, SB for WXC 2. Every fourth year, inspect four exterior box columns which center under "trees" (two each at WTC 1 and 2t WTC 2) below

Floor 7 at levels described below. Unless otherwise noted,

exterior alurainuta colunn covers and spray-on fireproof ing are to be removed to gain access to the exterior surface of the column and spandrel plates specified. In each instance, visually

examine the steel column or spandrel plate for bowing or distortion, cracking, and corrosion. ^ Visually inspect all

accessible welds, and use ultrasonic testing to esaraine full or partial penetration welds and adjacent base metal where base

metal thicknesses exceed 1 1/2 inches.

Drill an access hole in column or spandrel plate, located on the coluam center line at the approximate levels noted below, for use of a suitable borescope to exaaine the column box interior

for the presence of water and the interior plate surface all

around for rust. Inspect the intersection of solumn and spandrel panel at Elevation 350'-3", and also at Floor 2, with access for the

borescope at mid-height of the spandrel. For those

column-spandrel junctions at Floor 2 which are below exterior

Plaza level frataing, a temporary opening cut through the plaster

ceiling below Floor 2 outboard of the column is needed for

access

.

Inspect the "tree" junction, where three superstructure colunns merge. Examine the top surface of the horizontal diaphragm

place that caps the tapered box just below the point at which

the three separate columns appear. Inspect the exterior column

plate between this point and the column splice at Elevation

372 '-4".

h. Every fourth year, inspect steel floor framing over mechanical

spaces and other areas without suspended ceilings.

i. Every fourth year, inspect concrete slabs, partitions, and

finishes for signs of distress which might indicate excessive

structural defonaation.

World Trade Center - Buildings I and 2: March 1986 Structural Integrity Standards ?802 Page 10

212 NISTNCSTAR 1-1C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A &

Occasional Inspections, Monitoring of Reports

When general repairs or tenant remodeling involve retnoving ceilings,

partitions, finishes or other cover, a thorough inspection should be made of the steel framing and connections and the concrete while

they are exposed to view or under fireproof ing. In particular where

carpeting or other floor finish is removed or shows evidence of displacement, examine the slab top surface for cracking, spalling,

and exposed or corroded Cop reinforcement.

Repair floor areas where rebars are corroded and slabs spalled near trench headers, as tenant relocation permits or on a priority basis

where warranted.

Use collected general maintenance reports and tenant complaints to search for symptoms pointing to underlying structural defects.

Water damage caused by leaks at roof or exterior wall, broken

plumbing, partition or floor cracking should be reviewed to determine whether the problem is confined to the non-structural

element involved, or is part of a pattern resulting from structural

deformations. Tenant complaints of building sway, floor vibration,

sagging ceilings, unusual noise, and the like, should be recorded in logs for each tower. Where a reasonable assessment of the data in reports or logs can be tied to a specific structural element or system, it should be followed promptly by visual inspection of the suspect area. In addition, report and log data should be correlated

with testing and measurements made under Section B.

Periodic measurements of building sway and vibration characteristics,

plumbness and floor level are made for the purpose of monitoring changes

in these indices, which could point to a change either of loading, or of stiffness, the latter reflecting possible structural deterioration.

1. Natural Frequencies - Towers

Install ac c e I er ome t e rs on Mechanical Floor 75 in WTC 2; one at each exterior wall near its midpoint, oriented to respond to horizontal

displacements parallel to the wall, and two near the geometric

center of the floor to respond to displacements along the S/S and E/W central axes of the building respectively (refer to Appendix C, Figure i). The accelerometers are to be connected to suitable

amplifiers and recorders. Using this equipment, and the

instrumentation already in place in WTC 1, natural frequencies are

to be measured and recorded for each tower once a month for M/S and E/W translations and for torsional movements. Wind speed and direction at the time of measurement are to be recorded also,

preferably based oa reliable on-site measurements. A continuing log

of significant weight changes of the towers needs to be maintained,

to be used in the evaluation of measured deviations from previous

frequency measurements.

B. Periodic Measurements

March 1986 World Trade Center - Buildings 1 and 2 Structural Integrity Standards ?902 Page U

LESLIE = POBEBTSON AS50aATES

NISTNCSTAR 1-1 C. WTC Investigation 213
Appendix E

2. Natural Fre<iuetic ies - TV Mast

Install ac celerometers and aaplifiers within the heated enclosure of the 350 foot high TV antenna oast on cop of WTC 1, at a level about

2/3 of the height of the tcast above its base, to be connected to recorders within the building. Ore accelerometer is to be oriented

CO respond to N/S displacements and another to E/W displacenient s

.

Periods of vibration of the mast in each direction are to be

recorded once a month, along with wir.d speed and direction.

3. Sstural Frequencies - Floor Constriict ion

Tenant change or remodeling presents an opportunity to measure the natural frequency of vertical vibration of floor sections at a time

when the space has been emptied. In the typical floor, the area outside the core can be divided into zones of 3 types; within each

type it can be expected that sitailar vertical dynamic

characteristics will be found at any typical tenant floor. The 4 corner zones, each consisting of a 60 foot square area at a corner

of the tower floor space constitute one such type. The remaining

spaces between corner zones make up the other two types: two long

span zones with a 60 foot span, and two short span zones with a 36

foot span, Kefer to Appendix C, Figure 2.

In each tower, the Mechanical Equipment Floors T, 41, and 75, and

the tenant Floors 7, 43, and 77 directly above them are not to be included in the floor frequency measurement program; these floors are framed conventionally with steel beaas, and are to be inspected

visually

,

Also, it should be noted Chat Telephone Equipment Floors 10 through

13 in WTC 2, framed with shallow trusses similar to the typical

tenant floor construction but isore heavily loaded and stiffer, will have different dynamic characteristics froo corresponding zones of

the typical floors

.

a. On each occasion where a zone substantially free of tenant

loading is available, the natural frequency and damping valiies of the floor structure within the zone are to be measured by

perfortning a "heel drop" test, in which vibrations induced in -he floor structure by a vertical impact are recorded using an accelerometer attached to the floor, and associated equipment.

b. Locate accelerometers at the same location on each floor, at or near points of maximum statical deflection, with the precise

location to be determined by experimentation.

c. The heel drop should be standardised. While actual values

should be determined by experimentation, 100 pounds dropped

pproxima t al y 6" onto a 1" thick neoprene pad should be about

Che right input level.

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4, Visco—Elast ic Dampers

The testing program for the visco-eiastic dampers should continue,

consisting of:

a. Continuous measureoent and recording of WTC 1 building laovesaents of 3 or more inches, with concurrent vied speed aad direction,

at least until the end of 1985, and longer to the extent that funds are available.

b. 12 vi s co-el as t ic damping units are to be removed from WTC 1 annually and tested by 3M, using 4 units froa each of 3 floors,

from Zones 1, 2, and 3, replaced by damping units from WTC

storage. Testing is to include temperature effects and shear

s trength

.

c. A continuous log of tenant complaints on core noise and building

sway will be kept.

5. Plumbness and Level

Plumbness and level surveys should be timed to coincide with periods

of low wind speed and moderate temperature, as in the early morning

hours in August.

a. Make building plunbneas and floor level checks semi-annually for each tower. Investigate plurebness by measuring the offsets from

a vertical laser beam, projected up from the bottom of the

shaft, to the shaft walls of Freight Elevator Ko . 50, at 20

story intervals, e»tablishlng permanent measurement stations on each wall. Accuracy of the order of 3/4 inch (20 mm) is desired

at the top of the shaft, with proportionately greater accuracy

at the lower levels.

b. Establish 16 bench marks on the floor slab at Floor 70 of each tower, one at each corner and mid-point, adjacent to the

exterior wall and adjacent to'the core boundary as defined by

the core columns. Measure the elevation of the remaining bench

marks relative to one located near a corner of the core, using

ao eogiaeer's level. Accuracy of levels should be to about

l/16th inch (1.5 mm).

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Appendix E

V. IMSPECTIOa PERSONNEL - I5J-H0USE

A. Inspection Supervisor

The Supervisor of the Structural Integrity Inspection of the Buildings

is under the direction of the Engineer of Design, Infrastructure, The Supervisor is responsible for planning and directing the inspection, and preparing the report. The Supervisor should possess the following

fflinisum qualifications:

1. Licensing

Professional Engineering license in Sew York or Sew Jersey

specializing in Structural Engineering,

2. Experience \

Fiv« years experience in responsible charge in structural design of buildings and five years experience in responsible charge in one or more of the following activities:

a. inspection of building construction,

b. inspection of existing buildings, and

c. maintenance of building structures.

The Supervisor does not have to conduct the actual inspection, nor does Che Supervisor have to be present at the site at all times when

investigations are in progress. The Supervisor is expected, rather, to

be familiar «ith the entire scope of the program, to provide leadership

and guidance, and to be in close touch with all of the on-going

activities in the various sub-programs.

He is responsible also for setting up and for supervising such training

as is required for the team SBembers.

B, Leader Qualifications

The leaders of each of the crews cosnprising the Inspection T«at8 shall

have, in addition to the general qualifications listed below for team members, three years experience in responsible charge in one or more of the following activities:

a inspection of building construction.

b. inspection of existing buildiags, and

c

.

maintenance of building structures.

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c. Inspector Qualifications

The field inspection crew members should be adequately qualified so as to be capable, after receiving taoderate guidance on the initial run, of operating the program without detailed supervision. The toost important

qualifications for a field inspector are acute observation skills,

common sense, strong taotivation and persistence in carrying out any necessary follow-up procedures. The inspectors should be prepared to find serious defects rather than to assume that no problems exist.

Where situations beyond the inspector's area of competence are

encountered, guidance by supervisors should be sought.

As 3 mLcimuta, the inspector should:

- be able to climb steel and function comfortably at great heights and

in difficult positions;

- be a high school graduate or equivalent, with cotanensurate reading, verbal and written coiamunicat ion skills;

read and understand construction drawings and other documents;

letter legibly and be able to sketch technical details;

- be able to operate a camera;

- have a working knowledge of the use of measuring devices, such as rulers, tapes, gages, protractors and calipers; and

exhibit a proper concern for safety while inspecting.

It is also desirable, but not mandatory, that the inspector have some prior experience in related work, such as high steel construction,

structural siaintenance or inspection, or surveying.

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Vt. OUTSIDE CONSULTANTS AND SUPPLIERS OF SPECIAL SERVICES

The consulting firm engaged to carry out periodic visual inspections, or to accoraplish tasks requiring special skills and use of specialized equipment

should assign a Supervisor who is a professional engineer licensed in Sew York

or Sew Jersey and should have the ability to perfons the work as demonstrated

by a tainimum of five years experience in the design and the field supervision

of projects of comparable size and complexity. The personnel assigned to the project should possess, as a minitauiB, qualifications equal to chose listed in "Inspection Personnel - In-house." Before selection, the consiiltant should submit to PASYNJ a listing and description of comparable projects completed, and a list of the people to be assigned to the project with a resume of experience and other qualifications

for each.

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VII. RECORD-KEEPING AND FOLLOW-UP PKOCEDERE

The defects and signs of distress listed below are to be noted and recorded wherever encountered in elements falling into these categories.

A. Structural Steel Defects and Signs of Distress

1. Rust

Classify as "light", a light, loose formation pitting the paint

surface, "moderate" a looser foraation with scales or flakes

forming, or "severe" heavy, stratified rust or scale with

pitting of the metal surface. Measure net metal thickness aad size of penetrations, if any, where pitting has occurred.

2. Cracks

Classify as "fine", "mediua", or "open." Note length, size and location. Any crack is potentially very serious and should be

reported immediately.

3. Buckles and Kinks

Note the type, location, extent and anount of deformation.

4. Connection and Joint Defects

Note fine cracks in the paint at joints as an indication of large strains due to stress concentrations. Note sheared,

missing, deformed or loose bolts, and evidence cf slippage

between connection plies. Note gusset plate deformations normal

to the face of the plate where an intersecting member connects

to the face. Note cracks in welds or adjacent base metal.

5. Alignment, Excessive Deflection or Bowing

Sight along truss or space frame elements, beams or columns to detect misalignment, deflection or bowiog. Record the deviation

from true line, plumb, or level.

Examine for cracking, chipping, rust pitting and chalking.

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Appendix E

a. Reinforced Coricrete Defects and Signs ot Distress

For definitions of the defects and classifications as to degree of severity, see Reference 1.

1. Scaling

Classify as light, aediam, heavy or severe. Note the depth,

extf-nc and locations.

2. Cracking

Classify by type (partial or through the menber; direction

relative to framing or coluran lines; horizontal, vertical or diagonal; D- , nap, or random cracks). Note the location,

width, depth, and length.

3. Spalling - ,

Classify as small, large, hollow area, joint spall, pop-out, or mudball. Note the depth, size or extent, and location.

C. Inspection Records

1. Identification

Each coraponent should be identified as to general location

{building number, floor or floors), description label (column,

beam, floor truss, visco-elastic dansper, slab, etc.), piece mark and coluam designations at each end as applicable, and the type

and location of the affected part. For exanjple:

WTC 1 - Column 70, Floor 78 to Floor 79, east side of north

flange.

- Floor 66, Floor panel Fl (^fE), Floor truss C32T11, W of Column 157, connecting «elds to Floor truss 2AT7A on

center line Column 210.

- Floor 78, Bean 3708 connection to Beam 3721, E of

Column 803.

- Floor 78, slab bounded by center line Columns 123, 125, 206 and 20S.

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2. Descripcion

Describe the defect or indication of distress. Provide

messureaencs , skecches, or photographs in chose instances where

the written descripcion can't adequately define the location or problem. Further comment can be entered on a rape recorder; the trsascrihed commentary can be appended to Che inspection report. Prints of the framing plans or detail drawings or photocopies of

relevact portions of them can be marked up when useful in clarifying location or condition.

3. Special Reports

All defects or indications of distress that appear to the Supervisor or to the inspection team Co require jnore than

routine attention should be included in a separate report to Che Engineer of Design, Infrastructure. For conditions of a serious

nature, such notification should be made immediately in person. Repairs of a routine nature can be recoamended by Che inspector.

4. Urgency

For each recommended repair, or condition requiring repair, the relative urgency of the action to be taken is to be categorized

as "Irajsediate," "Priority," "Routine" or "Non-Priority":

a. Immediate - Action includes possible closure of the area

and/or structure affected, until interim remedial measures,

such as shoring or removal of a potentially unsafe element

(or structure) can be implemenced. These icems would have

been acted upon imiBe d i a t e 1 y when discovered, but a description of the actions taken and recommendations for permanent repairs should be included in the text of the inspection report.

b. Priority - This is for those conditions for which no

icirsediate action may be required, or for which immediate

action has been completed, but for which further

investigation, design and implementation of interim or long term repairs should be undertaken on a priority basis; i.e. caking precedence over all other scheduled work.

c. Routine or Non-Priority - Further investigation and/or

remedial work can be u.ndertaken as part of a scheduled major

work prograo or other scheduled project, or routine facility

aainteoance depending on the action required.

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Appendix E

D. Measurements and Test Records

1. Periods of Vibration, Towers and Mast Tower vibration and on-site wind spee4 and direction

measurements are being logged eacb month for each tower. The

periods of vibration for S/S and E/W translations and for

torsional aovetaents should be deterrained for each tower and for the TV mast. Should comparison of the vibration periods with previously recorded data for towers or mast reveal a statistically significant deviation, Che relevant data need be called to the imaediate attention of the Engineer of Design,

Infrastructure.

2. Floor Systems

The floor vibration measurements resulting from the "heel crop"

tests should be compared with prior taeasurements for similar

floor structure sones, where available. In the event that the frequency or the damping ratio deviates froia previously recorded

values, data need be forwarded lasraediately to the Engineer of Design, Infrastructure.

3. Additional Data

In conjunction with the floor truss visco-elas t ic damper testing

carried out by 3M, records of WTC 1 building aioveraents of 3 or more inches with corresponding wind speed and direction

measurements will be kept at least until Che end of 1985. In addition, logs of tenant complaints on core noise, building

sway, and the like will continue to be 'Kept, listing date,

tenant's location, and nature of complaint.

4. Plumbness and Level

Data obtained from the semi-annual plumb and level surveys are

to be compared to previous records to monitor possible building

lean or floor tilt.

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Z. Periods of Vibration

Since a reduction in stiffnesa of a structural systeto is symptomatic

of deterioration or damage, vibration period aeasarements are used

to aonitor stiffness. To interpret the significance of measured

changes in vibration period of Che system, it is necessary to take into account changes in weight of the system, for uhich purpose an initial tabulation of weight oust be made, and a log of weight

changes kept. To facilitate evaluation of future wifasuremef.ts , the initially measured value of the period T, in seconds, can be plotted

against the system weight U at the corresponding time, using the relationship k= CM/T"-, and assuming any convenient value, such as 1 or 100, for the stiffness k and unity for C, Then, for any future reading for T greater than Che value of T predicted by the chart for the tabulated system weight at that time, the percentage reduction

in stiffness required to reconcile Che two values can be calculated

from the equation above.

1. Exterior Walls

Where the caltulated reduction in stiffness is on the order of

51, and where any discontinuity is found in k, an investigation

into the possible causes is necessary. In the case of tower vibration period, this would indicate a possible problem in the exterior walls and an inspection of colu ran /spandrel

intersections in these walls would be Che starting point.

2. Floor Systems

An apparent reduction in stiffness of one of the typical floor zones calls for inspection of the truss and bracing joint

connections. Should the damping ratio obtained from a heel drop test for a typical floor zone be less than the initially

measured value for a corresponding zone by 102 or more, deterioration of the vi sco- e 1 as t ic dampers at the truss lower

chord connections to the columns is a possibility.

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Appendix E

VXII. EXCLUDED WORK

This standard is focused on structural steel and on reinforced concrete.

The foS lowing components are outside the scope of this standard and have been

excluded

:

Glass S Glazing

Facade Panels . Ceilings

Partitions Elevators

Stairs High-pressure steam equipment

High-voltage electrical equipaent

etc. ,

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IX. REFERENCES

1. Infrastructure Design Division, Engineeriag Depariioent, PANYNJ:

"Scaaiiards for In-depth Structural Integrity Inspection of Byildings,"

Port Authority of Sew York and New Jersey, October 1984.

2. U.S. Department of Transportation; "Bridge Inspector's Training Manual

70," U.S. Government Printing Office, 1970.

3. AASKTO: "Manual for Maintenance Inspection of Brislges," Aai^irican Association of State Highway and Transportation Officials, 1983.

4. AWS : "Welding Handbook," Volume 1, Seventh Edition, American WeX-iing

Society, 1976.

5. Research and Developtaent Division, Engineering Departaient, PASYNJ:

"Measurement of the Dynamic Response of WTC Tover 'A' Under Wind Loads,"

Report No. 79-5, May 1979. Report So. 81-7, June 1981.

6. "Investigation of Aging Effects, World Trade Center Dampers," Robertson,

Fowler 4 Associates P.O., October 1, 198A.

7. "V is coel as t ic Darspiag Units," Report Ho. DC-1, Skilling Helle Christiansen

Robertson, July 17, 1967.

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Appendix E

APPENDIX A

STRUCT'J-tM. INTEGRITY FROgRAM

TELSVISION AtfTENNA MAST

I. INTRODUCTION

History

B.

As of this writing, the 350 foot tall television antenna mast on top of OOT WORLD TRADE CENTER is approximately 5 1/2 years old. Erection o£ the antenna was completed in Noveraber, 1979 and activation of the first

commercial broadcasting in June, 1980.

Maintenance work and interia inspections, to date, have been perfornied

prijssrily by television station personnel maintaining broadcast antenna units and PAKYNJ maintenance personnel furnished under contract by

Broadway Maintenance Corporation.

Scope of Program

This document is prepared £o assist in the specifying of visual and non-destructive testing of the antenna with the goals of providing

reasonable assurance to PASYNJ that the antenna is performing safely as a structure, as well as to assist in identifying preventive maintenance

which should be pertoraied on a scheduled basis.

This program consists of four sections;

1. Structural Steel Antenna Elements

2. High Tensile Bolts and Studs

3. Weatherproof Enclosure

4. Radoroes Structural integrity inspections should be perforaed on a continuing

basis, as weather and operational restrictions pertait. Every effort

should be made to perform a complete review of the taas t structure within

the weatherproof enclosure each year; the balance of the program should be

done at least once every three years.

Additional VorV

Seroaining for development and appending to this prograo are record keeping documents and integrity review procedures such as specific ultrasonic

testing procedures, satcpling locations and sampling percentages.

Integrity inspections should be documented by diagrass, sketches and

photos to the maxinium extent practicable in order to amplify the written description of each integrity inspection.

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D. Safety

Both integrity inspection personnel and maintenance persoanel should

verify that good housekeeping practices are fully in effect in order to siniaize or eliminate conditions conducive to fire hazards, falling,

electrocution and the like.

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Appendix E

IX. STRUC70RAL STEEL ANTENNA ELF.HEK?S

A. Visual Inspection for Corrosion

Inspect each of Che 18 tower sections, Che tapered section and the channel

4/5 pole for freedom from corrosion. Ose high intensity portable light

source Co assist viewing of structure.

1. Verify freedom from corrosion of all structural parts by visual inspection

.

2. Record all locations where paint failure or corrosion are

observed

.

3. Record all locations, and extent of each such location, where

structural parts cannot be directly viewed due to obstructions

such as radowe , conduits, antenna elements, weatherproof enclosure

elements, lack of access, or other condition. Describe conditions

preventing visual evaluation of each obstructed location.

i. To the extent possible, view portions of antenna obstructed tram direct visual observation by use of appropriate fiber-optic

viewing devices.

5. View those portions of antenna structure not accessible for clear viewing from within by direct access to the outside surfaces by

appropriate taeans such as access by boatswain's chair.

B. Visual Inspection for Soundness of Base Metal and Welds

Inspect each section, Che tapered section, and the channel 4/5 pole for sound base metal and sound welds.

I. Simultaneous with visual inspection for corrosion, verify freedom

of ail visible surfaces of base metal and of welds frosa cracks or other unacceptable discontinuities such as excessive pitting froao corrosion, defects at weid ends, especially at access holes,

chamfers and the like. Record all findings, even where apparently

insignificant, for cooparision with future observations.

C. Ultrasonic Inspection for Soundness of Base Metal

Inspect each section, the tapered section, and the channel 4/5 pole for sound base metal and sound welds.

1. Test solid round antenna mast vertical aeiabers by Intensity tnethod (sending and receiving transducers) and pulse transit time method

(pulse-echo method) to assure freedom from cracking, especially in vicinity of structural welds and welds for mounting antennas and related parts. Transducer surfaces should be curved to fit the surface cisrvature of the part tested.

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2. Test pipe menbers using pulse transit time method (pulse-echo

method) with transverse sound vaves to assure freedom of base

metal from cracking or other discontinuities, especially in vicinity of structural welds and of welds for mounting antennas

and related parts.

3. Test plate steel and rolled steel shapes with transverse or longitudinal waves, as appropriate, in locations as appropriate.

4. Locations of testing should b« selected initially on the basis of review of fabrication drawings for the individual antenna

structure sections and structural eleaents. Additional test

locations should be selected in response to the results of the complete visual evaluation of the antenna structural steel.

5. UT equipment should be calibrated in accord with the appropriate

ASTX, AWS and ASXE standards. Additionally, it may be wise to prepare special calibration specimens representative of full size structural elements, so as to determine the best frequency and transducer size and geometry for providing meaningful and

reproducible test results.

6. Thoroughness of UT examination for the bottom 101 feet of antenna structure should be based on the highest practicable sampling

percentage because this length of antenna has been demonstrated

more sensitive to temperature effects on material properties than

the antenna sections above (Teledyne Technical Report TR-2215).

Based on generated information, it may be possible to justify

reduced sampling percentages for periodic scheduled OT integrity

checks after study and evaluation of records of actual test results and observations. Fortunately, this portion of the antenna structure is available for examination on a far more

continuous basis than the portion of the antenna above Elevation

101 (top of Section AC-10).

7. Record all significant ultrasonic indications (even though not of rejectable level) for comparison with results of future tests in Che same location.

Inspect all locations in antenna structure to assure that no location can pond or entrap water accumulations. The examination will require a preliminary review of each of the antenna structure fabrication drawings

followed by visual examination of each part of each antenna

section/element in the field.

D. Water

March 1986

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Appendix E

111. HIGH TENSILE aOLTS AND STUDS

A. Corrosion

Inspect each bolt or stud connecting antenna sections ox members within

aotenna sections for :rei?doia froia corrosion.

Inspect each stud accessible and each bolt both large enough and accessible for Jreedom froos cracks, especially at the root of threads.

C. Structural Integrity Check Items

1. Corrosion

Verify freedom from corrosion of all projecting bolt heads, nuts, washers and thread run-outs. Report for prompt maintenance (cleaning

and paint iag) all bolt acd stud parts where paint failure has occurred

or rusting is in progress.

2. Use of Borescope

To the extant possible, view all portions of bolts and studs aot accessible for direct viewing by use of fiber-optic viewing devices.

3. 'Jltrasooic Testing

01 1 r as on ic ally exa?sine all studs «nd those bolts of sufficient size which can be reached for OT examination using longitudinal wave

equipcoent. By comparison with results from appropriate calibration

and reference specimens, verify that studs and bolts are free from

cracking, especially in threaded and thread run-out rones. Longitudinal wave testing probes should be selected for size and

frequency on special calibration specimens representative of at least

the threaded length plus a few inches of unthreaded rod to establish

the type of ultrasonic response to be expected froai the threaded

lengths of bolts and studs.

S Cracks

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IV. WEATHERPROOF ENCLOSURE

Purpose of these procedures is Co assure oiaxiisuia corrosion protection of antenna structural and system eleitienCs. Corrosion due to water penetration or dae to excess hutoicity within weatherproof ettclosure must be prevented.

Temperature within weatherproof enclosure must be reliably assured to remai»

above 75"F (30°C) as recoiameoded in Teledyne Technical Report TR-23iS. Detailed review should be taade of the temperature maintaitied within the antenna structure below elevation lOi (top of Section AC~10) since the date of

installation.

A. Temperature and Humidity

Haintain accurate records of interior temperature and humidity.

B. Paint

Verify integrity of exterior painting system.

C Seals Verify integrity of exterior sealing systems against water

penetrat ion

.

D. Weatherproof ing Systea Integrity Check Items

1. Details around outrigger supports extending from tapered antenna

base section to support microdish platfonos.

2. Continuity and soundness of watertight seal welds for closure

(cap) plates on top of AC-1, AC-7 and AC-LO and around sleeves

penetrating closure plates.

3. Continuity and soundness of exterior caulking system (DYtueric by

Trenco)

.

4. Soundness and continuity of seal welds and gaskets at joints in weatherproof closure steel wall plates, steel boots and FRP

boots

.

5. Protection from (and freedom from) rust for boles, nuts, threaded

studs, washers, bars and the like connecting sections to adjacent

sections or to supports on antenna.

6. Cse drawings TV-I, TV-0, TVi-n'2, TV50-r/58, TVIU, TV121, TVI3i,

TV141, TV151, TV161, Tmi, r/l8i, TV191, and TV192 as guides in perforxing weathert igbtness check.

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Appendix E

V. RADOMES

B.

Connections

1. FRP radome sections end and edge connections.

2. FSP radome assembly connections to supporting structure.

FRP Shells

1. Condition of FRP shells in individual FRP radooc sections.

Radoiae Integrity Check It<»nss:

While the raajority of radome integrity checks involve features within the

radotoes, the bolt heads and Belleville washers are on the outside surface

of the radonies, the surface from which ia-place retightening or replacetsent of radome assembly bolts and tensioning washers aius t be

accomplished, if found necessary. Checking of radome connecting bolts

will require the use of a boatswain's chair or other means of access to

the outside of the antenna.

1. Exaiaine each radome sectioa to section connecting bolt and Esna

elastic floating stop-nut assembly, bolt by bolt. Stop-nuts should

be holding connecting bolts tight with sufficient tension to provide necessary clamping force in joints and splices between radome

s€'Ctions. Degree of tightness of each floating nut and bolt assembly

should be cheesed. Corrosion or lack of corrosion of stop— nut

asseiabltea should be determined.

2. Exaroine each radorae section for freedom from cracking or other signs

of potential distress. Pay special attention to zones around bolt

holes near edge, and end lap splices of radome FSP sections.

3. Check condition of bolts connecting radomes to FRP Extren braces and support arms, as well as bolts connecting radome supports to structural steel supports. Check condition of Extren supports and braces

.

March 1936 World Trade Center - Buildings 1 and 2 Structural Integraty Standards P802 Page 30

i.ESi.i£ s aoes=nsoN assoc jites

232 NISTNCSTAR 1-1C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A & B

APPENDIX 3

FIBER OPTIC BORESCOPE SUPPLIERS

Addresses o£ some Fiber-Opt ic viewing instrunents suppliers are:

Lenox/Fort

Lenox Instrument Company, Inc.

Ill East Luray Street Philadelphia, PA 19120 Telephone: (215) 324-4543

Reichert Fiber Optics Warner-Lambert Technologies, Inc.

122 Charlton Street Southbridge, MA 01550 Telephone: (617) 765-9744

Acaerican AOtI Divison of Acterican Hospital Supply Corporation

300 Stillwater Avenue

P.O. Box 1971 Stanford, CT 06904 Telephone: (203) 238-8654

(203) 357-8300

Oiynpus Corporation

Industrial Fiber Optics Department

^ Nevada Drive Lake Success, SY 11042-1179 Telephone: (516) 488-3880

World Trade Center - Buildings 1 and 2 >1arch 1986 Structural Integrity S:an<iarus ?802 Page 31

LESLIE E ROM.aTSON «SSOC!ATgS

NISTNCSTAR 1-1C, WTC Investigation 233
Appendix E

TABLE 1:

APPENDIX C

£CCE?rrRICALLY-BRACF.S COLUMNS

IN ELEVATOR SHAFTS

COLDMK NU>{SER FLOORS SIMILAR DETAIL REMAiUCS

602 1 to 33, 43 to 68 A

603 32 CO 42, 44 S El. 294 B WTC I only

bOh 17 to 23, 25, 26, 44,

61, 62 B 607 1 to 17, 44 to 55 A

El. 294 A- WTC 2 only

702 1 to 7 3) 8 to 33, 44 to 68 C 703 78 to 82, 94 to 101 E

106, 107, 108 . jr 707 1 to 7

" i.. 8 to 17, 44 CO 55 c

802 78 CO 94 c- 803 78 to 94 95 to iOl 805 78 to 106 i

806 78 to 87 .:C. 902 3 to 8, 32 to 42 s

43 »^ WTC 2 only

907 7 s

1, 2 B WTC 2 only

Sotes

;

1

.

2.

3.4.

Refer to paragraph IV. A.i.d.

Floor listiogs such as "3 to 8" are inclusive. Listings apply to WC 1 and WTC 2 unless noted otherwise.

At the Intermediate Level above Floor 1 and at Floor 8, inspect

all columns ia the elevator shafts,

?or typical detail plans A through I, see the following page.

March 1986 World Trade Center - Buildings 1 and 2 Structural Integrity Standards P802

LSSUS E nOBE=TSOK ASSOCMrgS

Page 32

234 NISTNCSTAR 1-1 C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A & B

^LAN DETAILS

FOR ^A5LE i

World Trade Center - Buildinsjs 1 and 2 March 1986 Scructurai Iategri:y Scandaros ?602 Page 55

NISTNCSTAR 1-1C. WTC Investigation 235
Appendix E

5U6

.COL*^LOCATE iN

{. A_J SPACE

l0UVS??£O

5U6-

«TA7I0NI

75'*- PLANS

H£CHANfCAL 23UiPMENT rZCOM

2 VSlTC

^*£A^RcM£SJT <3F TOWgR NATURAL SRSOUSNiCY

NCT»5i

SU<S<?£^=D ACCtlz^OkASTm L(3CATlO!S5 ARg €Hi?Wf4 T-»Li5:

£j3UiPM6Nr A.'^O MAINTAIN A^5^ '3 7h5 Ai:c:=^'?5M£rsa5.

March 1986 Morld Trade Center - Buileinjjs and

SCTycc-orai Integrrcy Standards PSC2 page 5^

236 NISTNCSTAR 1-1 C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A & B

o- o

COLUMNS

EPICAL "ENANT FLOOR PLAN

TOMES FOR rlOOfS. NATJRAL PfLBQCBf^CT MeASoCevset^

MOTE S£F£ft "HD PARAS#2ApM S.^.S.

March 1986 World Trade Center - Buildiags I and 2 Structural Integrity Stanflards ?S02 page

NISTNCSTAR 1-1C, WTC Investigation

237
Appendix E

238 NISTNCSTAR 1-1C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A & B

NISTNCSTAR 1-1 C. WTC Investigation 239
Appendix E

240 NISTNCSTAR 1-1 C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A &

NISTNCSTAR 1-1C, WTC Investigation 241
Appendix E

242 NISTNCSTAR 1-1C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A &

NISTNCSTAR 1-1 C. WTC Investigation 243
Appendix E

1 !

I I ? i

mm

Sir

-J

is

244 NISTNCSTAR 1-1 C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A & B

NISTNCSTAR 1-1 C, WTC Investigation 245
Appendix E

it* i s \ I

246 NISTNCSTAR 1-1C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A&B

NISTNCSTAR 1-1 C. WTC Investigation 247
Appendix E

i

248

NISTNCSTAR 1-1C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A & B

NISTNCSTAR 1-1C, WTC Investigation 249
Appendix E

%~~'-m;^-Tr /fpr-^fr-i"^ •^Kt"^':^^! ,

250 NISTNCSTAR 1-1C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A & B

NISTNCSTAR 1-1C, WTC Investigation 251
Appendix E

252 NISTNCSTAR 1-1 C, WTC Investigation
standards for Struc. Integrity Inspect, of WTC Towers A & B

NISTNCSTAR 1-1 C, WTC Investigation 253
Appendix E

This page intentionally left blank.

254 NISTNCSTAR 1-1 C, WTC Investigation
Appendix F

Architectural AND Structural Design Guidelines,

Specifications, and Standard Details

THE POKTAirmORIlYdXF&iJygOM

Architectural and

Structural Design

Guidelines, Specifications

and Standard Details

Architectural

Structural

February 27, 1998

Reproduced with permission of The Port Authority of New York and New Jersey.

NISTNCSTAR 1-1C, WTC Investigation 255
Appendix F

February 27, 1S98

THE WORLD TRADE CENTER

DESIGN GUIDELINES

STANDARDS FOR ARCHITECTURAL AND STRUCTURAL DESIGN

256 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Pet.

STANDARDS FOR ARCHITECTURAL AND STRUCTURAL DESIGN

TABLE OF CONTENTS

SECTION TITLE PAGE

ARCHITECTURAL DESIGN GUIDELINES

A GENERAL 1 B. WALL AND CEILING CONSTRUCTION 3

C MATERIALS AND METHODS OF CONSTRUCTION 4

D. SPECIALTY ROOMS AND EQUIPMENT 5

E. CONTROLLED INSPECTIONS 5

F. SIGNAGE 6

G. SUBMISSION OF "AS BUILF DRAWINGS 6

H. RETAIL AND PUBLIC SPACE TENANTS 6

STRUCTURAL DESIGN GUIDELINES

A. GENERAL

B. CALCULATIONS, LOADS AND DESIGN PARAMETERS

C CORE HOLES AND OTHER SLAB PENETRATIONS

D. HUNG CEILINGS

E. HVAC EQUIPMENT

F. WALLS

G. EXISTING STEEL

STRUCTURAL DESIGN SPECIFICATIONS

1. CORING CRITERIA AT TOWER P/T CELLS AND UNDER INDUCTION

UNITS (for standard drawings STR-02 through STR-08) " 12

2. LIGHT WEIGHT CEILINGS FOR TOWER FLOORS W/DOUBLE TRUSS 1

5

(for standard drawings STR-09 through STR-14)

7

7

9

9

10

10

11

ARCHITECTURAL STANDARD DETAILS

ARCH-01 DRYWALL PARTITION

ARCH-02 1 -HOUR PARTITION

ARCH-03 1 -HOUR RATED PARTITION W/OFF-SET

ARCH-04 2-HOUR RATED PARTITION

ARCH-05 2-HOUR RATED PARTITION W/OFF-SET

ARCH-06 WALL PLAN AT CONVECTORS

ARCH-07 HEAD DETAIUJAMB DETAIL (2-HOUR RATED)

NISTNCSTAR 1-1 C, WTC Investigation 257
ARCH-08 ELEVATION DETAILS OF FIRESTOPPING OF

TYPICAL OPENING IN RATED WALL ABOVE CEILING

ARCH-1 7 DETAIL OF RAISED FLOOR AT PERIMETER

INDUCTION UNITS

STRUCTURAL STANDARD DETAILS

STR-OI FLOOR LIVE LOADS - WTC TYPICAL TOWER FLOOR PLAN

STR-02

STR-03

STR-04

STR-05

STR-06

STR-07

STR-08

STR-09

STR-10

STR-11

STR-12

STR-13

STR.14

CORING CRITERIA - WTC TYPICAL TOWER FLOOR PLAN (See also

Structural Design Specifications, Section A

CORiNG CRITERIA - DETAIL AT BUILDING PERIMETER

CORING CRITERIA - PART PLAN - FLOORS 45-48 & 78-82

CORiNG CRITERIA - PLAN DETAIL OF SPACING AT OFFSET

CORED HOLES

CORiNG CRITERIA - REBAR SPLICE

CORING CRITERIA - REBAR SPLICE

CORING CRITERIA - REBAR REPAIR

LIGHT WEIGHT CEILING SUPPORT SYSTEM FOR FLOORS WITH

DOUPH - TRUSSES {See also WTC Stnjctural Design

Specifications, Section B)

LIGHT WEIGHT CEILING SUPPORT SYSTEM FOR FLOORS WITH

DOUBLE TRUSSES - SECTION S-1 LIGHT WEIGHT CEILING SUPPORT SYSTEM FOR FLOORS WITH

DOUBLE TRUSSES - SECTION S-2 LIGHT WEIGHT CEILING SUPPORT SYSTEM FOR FLOORS WITH

DOUBLE TRUSSES - SECTION S-3

LIGHT WEIGHT CEILING SUPPORT SYSTEM FOR FLOORS WITH

DOUBLE TRUSSES - TYPICAL SECTION AT PARTITION WALLS

LIGHT WEIGHT CEILING SUPPORT SYSTEM FOR FLOORS WITH

DOUBLE TRUSSES - TYPICAL 2" CHANNEL SPLICE DETAIL

ATTACHMENT 'A' - BS&A RULE 501 -68-SR - Rules for Govemino the Marking of Transparent Glass Doors and Fixed Adjacent Glass Sidelights Rule.

NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Pet.

ARCHITECTURAL DESIGN GUIDELINES

A. GENERAL

The following is a guide for the architectural design requirement and aileria for tenant alterations at the WTO. The scope of the architectural review shall be to ensure compliance with the applicable codes, standards, and WTD Design Criteria.

1. ADA Compliance

All tenant spaces must conform to the latest design criteria established by the Americans with Disabilities Act (ADA), and Local Law # 58. A note specifying

compliance should appear in each set of drawings. These requirements indude

but are not limited to the following:

a) HARDWARE - All hardware must conform to ADA requirements. Lever

type knobs and panic bars are recommended for all doors.

b) ACCESS/CORRIDOR DIMENSIONS - All spaces within the tenant area must be equally accessible to the handicapped as specified by the ADA.

c) STROBES - All areas must be furnished with strobe lights (vi'-ua! alarms). These stroljes must be connected to the floor Class 'E' alarm

system. See details in the Fire Alarm Design Guidelines.

d) TOILETS - Plans and elevations of the toilet for disabled people shall clearly show all critical dimensions as per ADA requirements.

2. Asbestos

A leasehold may contain vinyl asbestos floor tiles (VAT) which were installed during the initial construction of the World Trade Center They are probably in good condition and, if not disturbed are safe. If a tenant is planning

construction or any modifications which may disturb these tiles, the removal of the VAT is required The tenant may choose one of the following options for the abatement of the VAT:

a) The tenant may obtain the services of a NYS Department of Labor

licensed abatement contractor to remove the VAT. In this case a TAA

must be filed with the Tenant Alteration Application Unit of the World

Trade Department. Drawings of the required air lock enclosures and

specifications for the asbestos removal must be submitted for review with copies of the contractors abatement licence and certificate of 4flsurance.

1

NISTNCSTAR 1-1C, WTC Investigation 259
Appendix F

The tenant is required to submit documentation of the project once

completed.

b) The tenant may retain the services of the World Trade Center Call-in abatement contractor, in this case the tenant must submit a written request to World Trade Department Documentation will be issued to the tenant upon completion of the VAT removal.

3. Egress Analysis

An Egress Analysis shall be a part of all submissions in which the proposed

work effects the movement of people through the space. This analysis wll

include at minimum, the following information:

a) Construction Classification/Occupancy Classification Generally office space and related spaces shall be designed to meet the requirements of occupancy Group E classification and Construction Class

l-B, in accordance with the latest edition of the NYC Building Code.

Indicate the occupancy classification for all equipment and storage rooms

(indicate type of storage) to ascertain the proper fire resistance rating for walls separating these rooms. Indicate the type of construction used to obtain the fire rating for all demising walls.

b) Entrance and Egress

Ail exit doors and their sizes to be used to exit any space must be

indicated on the drawing, as well as the allowed occupant load per exit width as per NYC Building Code.

c) Travel Distances

Travel distances to primary and secondary exits must be indicated

following the path of travel through each space.

No equipment, partitions, fixed tenant installations, or other facilities should be located where they may biod^ or interfere with egress.

4. Occupant Load

The office floors have been designed to sustain a live load, including partitions,

vktiich shall not be exceeded. In areas where there is a concentration of files, storage, or heavy equipment, verification of the structural integrity of the floor system in these areas is required. See the Structural Design Guidelines for

details.

2

260 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Pet.

B. WALL AND CEILING CONSTRUCTION

The WTD has available for the tenant's architect/engineer standard reference details whic^ show examples of the depth and clarity of information required to be shown on

the drawing for the construction of various wall and ceiling types. See attached WTO

Standard Architectural and Structural Details.

1. Core Walls

All core wall shall have a 2-hour fire rating as required by the NYC Building

Code.

2. Demising Walls

Walls separating tenants shall have a minimum 1-hour fire rating unless

otherwise indicated by occupancy/use group.

3. Corridor Walls

Corridor walls shall have a fire-resistance rating of 2-hour as required by

WTC and have a self-closing swinging type doors 1-1/2 fire resistancerating.

4. Ceiling Construction

On tower floors with double trusses the WTC requires the suspended ceiling to be installed as detailed on the Standard Architectural Details STR-10 through

STR-14 attached. All other areas and special installations must meet the requirements of the New York City Building Code.

A BS&A or MEA resolution of approval is required for ceiling tiles.

5. WTC Standard Ceilings

The new txjilding standard suspended ceiling in public corridors is, 24" X 24" X

3/4" mineral fiber lay-in tile, Ultima RH90, beveled tegular. No. 1782 for 9/16" slotted tee grid, by Armstrong.

C. MATERIALS AND METHODS OF CONSTRUCTION

No matehal, assemblies, forms, method of construction, equipment, machinery and

devices will be acceptable for the intended use unless;

3

NISTNCSTAR 1-1 C, WTC Investigation 261
Appendix F

Accepled by the Code lest method by the Materials and Equipment Acceptance

(MEA) division of the Office of the Commissioner of the Buildings Department

of New York City.

OR

Approved by the New Yofi< City Board of Standards and Appeals (BS&A)

Resolutions of MEA or BS&A shall be submitted for review. Manufacturers' or

distributors' letters will not be acceptable.

1 . Floor Coverings

The archrtect or engineer-of-record is required to obtain, certify, and supply for review documentation that the carpet has been tested by an independent

laboratory (approved by the City of New York}, showing the complete test data

results in accordance with the New York City Building Code. Manufacturer's or

supplier's data is unacceptable.

Carpet and carpeting assemblies shall not be installed in stairways designed

to meet building cxide exiting requirements.

Carpets should be ( but are not required to be^ installed utilizing the 'tackless" method which allows easier removal under the tenant's restoration obligation.

The padding should be cemented to the subfloor at the perimeter with a

"release" adhesive. Adhesives in all instances must be non-flammable. If rubber padding is used, all seams must be taped.

The tenant is required to provide all necessary access to trendi header ducts and junction box cover plates for under floor conduit systems. If access is not provided, the tenant assumes all costs associated w^th the pulling-back.

removing, and reinstalling of the carpet.

2. Raised Floor Systems

All raised floor systems must have a BS&A or MEA Resolution capable of withstanding the imposed loads.

For a raised floor not more that 10" in height, a minimum of 1-1^" clearance is required between the edge of the raised floor and the induction unit (!U) enclosure. For furniture or a raised floor more than 10 *" in height, a minimum

of 6" clearance shall be maintained between the edge of the raised floor and the

front of the induction unit enclosure. Additional removable floor grilles should

be installed on the edge of the raised floor in front of the induction unit. See

4

262 NISTNCSTAR 1-1 C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Pet.

Architectural Detail ARCH-17 for installation of raised floors which meet at the perimeter induction units.

3. Window Treatments

The WTC standard window covering is a horizontal blind, brushed aluminum

finish, with 1" slats.

4. Transparent Glass and Fixed Adjacent Glass Sidelights

Transparent glass walls are required to be marked as per BS&A Rule 501-68-

SR, Rules for Goveminp the marking of Transparent Glass Doors and Fixed

Adjacent Glass Sidelights Rule. (See Attachment "A" to these guides)

5. Fire Shutters

Where spaces are provided with automatic fire shutters used to maintain the

fire-rating, a safe means of egress shall be provided for persons v^^o may

remain inside the space after the grill is closed due to fire emergency. This

additional egress must be in accordance with code requirements.

6. Fabric and Vinyl Wallr-Nverings

All fabric and vinyl wall coverings must have a copy of the BS&A or MEA

resolutions submitted for approval.

D. SPECIALTY ROOMS AND EQUIPMENT

1. Storage Areas

Provide appropriate fire separations according to occupancy classification as

per the NYC Building Code.

2. Computer Rooms

See the Mechanical and Fire Protection Guidelines for inclusion of Pre-action and Halon fire suppression systems.

E. CONTROLLED INSPECTIONS

All materials, equipment, and construction designated by the Code for "controlled inspection" shall be inspected and/or tested to verify compliance with the Code,

Controlled inspections shall be made and witnessed by or under the direct supervision

5

NISTNCSTAR 1-1 C. WTC Investigation 263
Appendix F

of a registered archited (RA) or professional engineer (PE) retained by the tenant and

acceptable to the architect or engineer responsible for the plans. The inspecttng RA

or PE shall be independent of the contractor,

F. SIGNAGE

1 . Office Tenants

The World Trade Center will provide each tenant with one door sign and

directory listings in the main lobby, skylobby and on the tenant's floor. Each

tenant is entitled, by tease to a 12" X 12" aoylic door sign engraved wUh the company name and suite number.

Tenants v^o desire a non-standard door sign must first obtain approval of the WTD's Tenant Services Unit before proceeding with any such installation. The

maintenance, repair, replacement, etc. of non-standard door signs, is the sole

responsibility of the tenant,

G. FINAL SUBMITTAL

All alterations made to tenant spaces must have "AS BUILT" drawings submitted to the Tenant Alterations Unit of the World Trade Department upon completion of the job.

Such AS BUiLTS shall be submitted in the form of one complete set of Mylar

reproducible dravi/ings stamped AS BUILT and signed and verified by the consultant

of record and the contractor and one (1) cadd disk {3-1/2", 1.44 mega Bytes floppy).

The architect shall state in the genera! specification the submission of such AS BUILTS

H. RETAIL AND PUBLIC SPACE TENANTS

See "Interim Tenant Design Criteriar for aesthetic criteria in public spaces at the World

Trade Center.

264 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Pet.

STRUCTURAL DESIGN GUIDELINES

A. GENERAL

Before starting any design work, the tenant's consultants must perform a field inspection of ail pertinent areas to verifythat they have the latest information about all structural elements. This includes information about truss reinforcement, if any, stair openings in slab and core-hole locations..

All calculations and construction drawings shall be submitted to the Port Authority for review and approval, and must be signed and sealed by a professional engineer or registered architect vktio must be licenced to practice in the state of New York.

Whenever calculations are submitted, a statement shall be made next to the seal on

the cover sheet that 'the professiona seal and signature affixed hereon is all inclusive

for the full contents of this document.* Alternatively, a separate seal and signature on

each individual calculation sheet w\\ also be acceptable. Four sets of calcxilations will be submitted with the first submission, and four copies of each revised sheet in any

required subsequent submissions.

B. CALCULATIONS, LOADS, AND DESIGN PARAMETERS

The proposed floor loads shall be compared with the allowable design loading.

Drawing STR-01 shows the allowable loading for a typical lower floor and also

indicates limitations on the dimensions of concentrated loads. The design loads take

into consideration all live load reductions on the trusses and also include the weight

of partitions. For additional information or information on the other buildings in the complex contact Mr. Suren Batra WTC Stmctural Engineer, at (212)435-2409

The tenant's loads must not overstress the existing structural system. If required, the

floor system can be reinforced. CalculaticMis to compare the proposed loading with the

allowable, and any revision to the floor system shall be made in conformance with the

latest edition of the NYC Building Code. Both, "Allowable Stress Design" and "Load

Resistance Factor Design," are acceptable methods of design.

When applicable, in place of a detailed investigation of the stresses in the existing structure, the moments and shears due to the tenant's proposed live loads may be

compared with the moments and shears produced by the original design live loads shown on drawing STR-01

.

NISTNCSTAR 1-1C, WTC Investigation 265
Appendix F

The camer sections of a typical floor, work as a two-way truss system. Portions of the comer areas can take greater loads than those shown on drawing STR-01 . An

analysis of the tenant's loads based on a two way truss grid may yield satisfactory

results for higher loads placed in a non-critica! area of the comers.

To cover an existing floor opening by a slab, all structural elements shall be designed

for the strength of the adjacent existing areas, and not the theoretical design loads. This is particularly necessary for any slab which has an overload capacity to support

local concentrated loads.

Show and locate on the construction drawings:

a. The weight of any equipment, or duster of equipment, exceeding 500 lbs.

b. All files and shelves. Provide a legend showing each type of file or shelving

unit, and indicate the size and number of tiers for files and the height for shelves.

The following minimum loads shall be used for calculations when applicable:

a. File cabinets: 33 psf per tier, includes the weight of the cabinet.

b. Open shelves for paper storage: 46 pcf of the net volume plus the weight of the

shelves.

c. Mechanized file storage: Use the manufacturer's indicated fully loaded weight, or the net weight of the storage unit plus 46 pcf for contents.

d. Libraries:

1) Aisle loading:

-for aisle width equal to or less than 30", use 30 psf.

-for aisle widths greater than 30", use 60 psf.

2) Reading areas - 60 psf.

3) Open shelves - 46 pcf of the net volume plus the weight of the shelves.

e. File rooms aisle loading:

-for aisle widths equal to or less than 30", use 30 psf. -for aisle widths greater than 30", use 50 psf.

8

266 NISTNCSTAR 1-1 C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Pet.

Bases (and heads) for rail posts, auxiliary columns, etc, shall be designed for the

required loads. Plates and bolts are to be fully detailed on the drawings, including the

location and number of anchor bolts, manufacturer, type, size, embedment length, etc.

Wherever proprietary devices are used to transfer loads, submit for review, the BS&A

number, the manufacturer's name, and a catalog OJt.

C. CORE HOLES AND OTHER SLAB PENETRATIONS

A survey of slab penetrations in the vicinity of the proposed cores shall be submitted as early as possible in the review process, so that the need for repairs to the existing cores may be detenmined. Repairs shall t>e made as per attached details STR-06

through STR-08

Proposed penetrations or cores in the slab shall be clearly identified on the

construction drawings for the trade that is expected to do the coring.

The dimensioned location of all new penetrations or cores shall be shown on the "As

Built" drawings.

Proposed penetrations or cores in tower slabs shall meet the criteria for location, spacing, etc. as specified in the attached drawings STR-02 through STR-08, and

Sructuctural Design Specifications , page 12. New penetrations or cores are not

allovk^d in "Prohibited" areas. Penetrations or cores may be located in "Restricted" areas. However, damaged steel must be repaired as per details shown on drawings

STR-06 frirough STR-08 It is advisable to avoid "restricted" areas in the design. Each

"restricted" area penetration or core shall be labelled as such on the drawing and

reference made to STR-06 through STR-08, which shall then be irKluded in the

contract set.

Proposed cores in the vicinity of "Prohibited" or "Restricted" areas, shall be

dimensioned on the drawings using the face of the glass as a reference.

D, HUNG CEILINGS

Where new ceilings are to be installed, unless otherwise noted, it will be assumed that the existing ceiling suspension system will be removed and replaced.

For ceilings in the double truss areas of the towers, the span between trusses requires

that the size of the carrying channels and caddy clips be larger than that required by

the NYC Building Code. Provide the details shown on Drawings STR-09 through STR14 on the construction drawings.

S

NISTNCSTAR 1-1 C, WTC Investigation 267
Appendix F

The carrying channels must be perpendicular to the existing trusses. Concrete anchors

into the slab shall only be used:

1 . At the end of the taisses where the tmss lower flange is at a higher than normal

elevation {see Section S-1. on STR-10) and,

2. Where the the hung ceiling is not continuous a! a partition and there is no truss within 10" of the partition (see STR-13, 'Typical Section at Partition Wall.").

In all other cases the ceiling rods shall be hung from the trusses.

In tfie rest of the fadlity (without double trusses), the ceiling shall comply with the NYC

Building Code, Reference Standard 5-16, figures 3A, 3B and 3C. Concrete anchors

shall t>e one of tine preapproved anchors listed in the Structural Design Specifications,

Section B. A complete detail with all the specified materials shall be showi on the dravwngs. The detail shall include the type and size of materials and the embedment

length of anchors.

E. HVAC EQUIPMENT

For all HVAC equipment p-ovide on the drawings the weight, dimensions, the proposed

locations, and specify whether they are floor mounted or hung from above.

For hanging ducts, fans ar>d AC units under 500 lbs., refer to the details showm on

Dravwngs HVAC-21 through 28. The tenant's consultant is still responsible to verify the

integrity of the existing structure from wtiich the units are hung (information on the tenant loading from the floor above is available from WT Tenant Services). VWiere the weight of the unit exceeds the limits shown on the above drawings, calculations must be provided showing that the unit's proposed support system can carry the load.

For floor mounted equipment, provide calculations showing that the existing

construction will not be overstressed due to the weight of the units and show all mounting details on the drawings.

F. WALLS

\Aftiere there is a wall over an opening such as a door or over a non-supportive material sudn as plastic, glass, etc., either a suitable lintel shall be designed or the wail may be

suspended by studs from above. However, the top and bottom connections and

diagonal braces attached to the slab above (vy^ere required for stability of the wall) shall be appropriately desinged and detailed on the drawings.

10

268 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Det.

G. EXISTING STEEL

Holes shall not be made in existing stee! for hanging purposes. Welds shall not be

made to the trusses. BS&A or MEA approved damps shall be used.

11

NISTNCSTAR 1-1 C, WTC Investigation 269
Appendix F

STRUCTURAL SPECIFICATIONS

1. CORING CRITERIA AT TOWER P/T CELLS AND UNDER INDUCTION UNITS

Scope and General Notes

1. This criteria applies only to those holes cored into the Power/Telephone cells and

under induction units and only in the following typical tenant floors:

1 WTO 10to40. 45to74, 78to 105

2WTC 14to40, 45to74. 78to 106

2. For modifications of csiteria at stair and escalator openings at floors 45 to 48 and

78 to 82 in both towers see Drawing STR-04.

3. Existing cored holes being reused are to be included in this criteria.

4. Maximum core size is 4" diameter, where permitted. Minimum average center to center spacing along a Power/Telephone cell for any four (4) consecutive cored

holes induding abandoned and filled holes is 1'-4". For restricted and prohibited zone destinations, see notes 5 and 6. For spacing criteria along

Power/Telephone ceils adjacent to holes offset from cell? . see Drawing STR-05.

5. Restricted Zone:

Carefully locate cores to avoid cutting #4, #5 and #6 rebars, or repair cut and

damaged rebars.

Where the proposed location of a new hole can be changed in order to clear the

existing rebars and avoid the need for repairs, use a bar locater or electric hammer the slab to locate the rebars.

See Drawing STR-(^ through STR-08 for rebar repair details.

6. Prohibited Zones;

Coring is prohibited, except within the induction units at the Power/Telephone

Ceils only, v/hich should be considered a restricted area and as noted in part plan

detail at building perimeter. See Drawing STR-03.

See Drawings STR-06 through STR-08 for rebar anchor repair details.

12

270 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines. Specs, & Standard Del

7. Existing cored holes which are to be abandoned and which do not have damaged

rebars or column straps are to be filled with non-shrink grout. See detailed requirements rider C, paragraph 15 of the Tenant Alteration Application.

Abandoned ccM-e holes which require repairs to straps will be repaired by the Port

Authority.

8. Where concrete or fill material is to be removed, exercise due care not to damage

existing reinforcement. Under no circumstances should column strap anchors be

damaged.

9. Extension dimension are measured from frie glass face at the exterior wall.

10. Drawings of the proposed core locations are to be submitted by the tenant for review. World Trade Construction must be notified in advance when cohng or other work is to start so that provisions can be made for inspection.

11. Remove rust, grease, cement and other contaminants from structural steel and

rebar surfaces before welding.

1 2. Teriant shall submit certification that welders are qualified in accordance with the NYC Building Code and with applicable laws and requirements for each specific

welding procedure and process v^ich the welder will use in the work.

13. Where information in the drawing conflicts with information in Rider C of the Tenant Alteration Application, this drawing governs.

Codes and Material

1 . All work shall conform to the requirements of the New York City Building Code,

latest edition and revision.

2. Where more stnngent, the latest edition, with supplements to date where

applicable, of the following codes shall apply to the work:

a. American Institute of Steel Construction, "Specification for the Design,

Fabrication and Erection of Structural Steel for Buildings." Supplement 1

is specifically excluded.

b. American Concrete Institute, "Standard Building Code Requirements for Reinforced Concrete" (AC! 318).

c. American Welding Society, "Structural Welding Code - Structural Steel (AWS D1.1) and Reinforcing Steel" (AWS D1.4).

13

NISTNCSTAR 1-1C, WTC Investigation 271
Appendix F

3. Added structural steel plates shall conform to ASTM A35.

4. Added rebar shall conform to ASTM A61 5, Grade 60.

5. Welding materials for structural steel shall be E7018 conforming to AWS A5.1

'Specifications for Covered Carlson Steel Arc Welding Electrodes." ~

6. Welding materials for reinforcing steel shall be E7018.

7. Non-Shrink Grout shall be Crystex by L&M Construction Chemicals Company, or an equivalent material acceptable to the WTC.

14

272 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines. Specs, & Standard Del

2. LIGHT WEIGHT CEILING SUPPORT SYSTEM FOR FLOORS W/DOUBLE TRUSS

NOTES:

1. Materials

Concrete Anchors - 3/8" diameter Liebig safety bolts (type LSN or LSH) with a minimum embedment length of 1-3/4", or Hiiti HSL or HSLB anchors, size M8 with a minimum embedments length of 2-1/2" and a maximum embedment length of 3".

Clip Angles - Hot rolled ASTM A36 steel.

Hangers - 1/4" diameter A36 galvanized steel rod

Carrying Channel - 2' cold rolled channels (Fy=33ksi minimum). Minimum weight

590 lbs./1,000 linear feet (painted).

Hanger to truss connection - at cover plate only

a. Thickness of bottom flange of truss t < 0.75":

Caddy heavy duty flange clamps manufactured Hv Erico Products Inc. BSA 1312-64-SM.

b. Thid<ness of bottom flange of taiss t > 0.75":

Universal C-damp Fig. 93 (wide throat) 0.41 pounds each as manufactured

by Grinnell Corp., or approved equal. Install C-clamp with set screw in top

position.

Hanger to carrying channel - Caddy Gat channel damp, Model 4B2LS, as

manufactured by Erico Products Inc. BSA 131-68-SM.

Wire ties - 16 Gauge stainless steel AISI - Type 304 Monel metal.

2 Removal of fireproffing shall be kept to a minimum and shall be replaced by the

contractor as directed by the Port Authority.

3. The contractor shall be required to submit catalog cuts, samples, layout drawings

and details of all components of the ceiling support system for the Port Authority's

review and approval prior to the start of any work in the field.

15

NISTNCSTAR 1-1C, WTC Investigation 273
Appendix F

A. The Ramset fastening system with Ladd drive pin number 684 {1-1/2" long), power level "RED" for installation, and the Ladd ceiling clip number 651 is permitted to substitute the hanger top connection detail shown in Section S-1 on

STR-10, anchored into 3000 psi light weight concrete slab over galvanized metal

deck.

16

274 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines. Specs, & Standard Det.

EXIST. CONC. SLAB

MOULDING FOR

CLG, TILE FASTENED

TO MTL. stud

AT 16" O C. (TYP.) \

SUSP.

(TYP.) CLG A

EXIST. FLOOR —

>

EXIST, MIL DECK

2 y/T 25 GA. MTL. CHANNEL RUNNERS. FASTEN

TO CONC. Slab at 2«' O C MAX. BEFORE INSTALLING CHANNEL

STUDS. V/RAP TOP & BOnOM

OF STUDS w/ElEC TAPE TO

ISOLATE MTL. FROM MTL.

2 1/2" 26 GA. MTL. CHANNEL SlUOS

16" O.C.

1 LAYER 5/8 " THK. TYPE "X' GYP. SD. EACH SIDE.

TAPE & SPaCKLE

ALL JOINTS (TYP.)

4" VINYL BASE TYP.

? 1/2" 25 GA. MTL. CHANNEL RUNNER. FASTEN TO FLR. SLA8. 24- O.C.

TYP. DRYV\/ALL PARTITION

SCALE IN FEET ARCH-01

NISTNCSTAR 1-1C, WTC Investigation 275
Appendix F

EXIST

MTL. DECK

SUSP. CLG. 7

tapl &

SPACKLE AIL

JOINTS (TVP.)

iTTTrt

EXIST CONC. Slab

*T ALL VOtDS BETWEEN

SLAB & TOP RUNNER, PACK TIGMT with THERMA.FiBER SaFINC iNSUL AND SEAL W/ SMOKE-STOP

SEALANT (TYP.)

2 1/2' 25 GA. MTL. CHAN. RUNNERS. FASTEN TO CONG. SLAB AT 24" O.C. MAX

BEFORE INSTALLING CHAN. STUDS WRAP

TO» & BOTTOM OF STUOS

w/ElEC. TAPE TO ISOLATE MTL FROM MTL.

PROVIDE PTD."l" SHAPED

MOULDING FOR CLG. TILE. FASTENED TO MTL. STUD

AT 16" O.C.

2 1/2' 25 GA. MTL. CHAN. STUDS

AT 16* O.C.

1 UYER 5/8" THK. TYPE'X" GYP. BD. EACH SiOE.

2 1/2' 25 GA. MTL. CHAN. RUNNER, FASTEN- TO FL. SLAB 24* AT O.C. 4" VINYL BASE CARPET

EXIST. aOOR

TYP. 1-HR PARTITION

2'

SCALE IN FEET AROH-02

276 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Pet.

£X!ST. coNc. Slab © ALL VOIDS Bt~V^Z€H Slab (i TOP SCUNNER, PACK ~lQH't WilH THtRMAFIBER SAFiHG

INSUl, AND SEAL

WiTH SMOKE -STOP

SCALAt.T

2 1/2' "J" RUNNER

fASTENED TO UNDtRStDE

0" MTL. DKK © 24" O.C. WAX.

2 1/2" 25 OA. STUDS

16' O.C.

2 1/2" "J" RUNNERS ' (TYP.) FASTE'-IED TO 1' STUDS

O.C.

TYP. 1-HR PARTITION W/QFFSET

SCA_E IN FEET ARCH-03

NISTNCSTAR 1-1 C, WTC Investigation 211
Appendix F

EXIST. CONC. Slab TOP OF SLAB

AT ALL VOlOS BETWEEN

SLAB & TOP RUNNCR. PACK TIGHT WITH THERMATIBER SaFING

INSUL. AND SLM. W/ SMOKt:-STOP

StALA^JT

2 1/2' 25 GA, MTL. CHANNEL RUNNERS. FASTEN TO CONC. SLAB AT 24"

O.C. MAX.

BErORE iNSTAUING CHANNEL STUDS, WRAP

TOP & BOTTOM OF STUDS W/aEC. TAPE TO

ISOLATE MTL. FROM MTL.

? 1/7' 25 Gfi. MTL. CHANNEL STUDS

AT -se" O.C.

SOUND ATTEN. BLANKET (TYP.)

2 LAYERS 5/8* ThK. TYPE "X" GYP. BD. EACH SIDE.

(1 LAYER 5/8" THK.

GYP. 8D. EACH SiDE FOfi l-HR RATED WALLS)

TAPE & SPACKLE . Aa JOINTS

2 1/2' 25 GA. MTL

CHANNEL RUNNER. FASTEN

TO FLR. SLAB. 24" O.C. TOP OF SLAB

SLALAf'J

I > TYP. 2--HR RATED PATITiON

J, SCALE !N FEET ARCH-04

278 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines. Specs, & Standard Det.

exist. mtu c£ck

before: installing CHANNEL STUDS, Wf?AP\ \

TOP & BOTTOM OF \

STUDS W/a£C. TAPE TO \ \

ISO JVTt MIL FROM MTL.

EXIST. TRUSS. W/SPRAYED-ON

CEMENfTmOUS nREPROOnN

e" WIN.

EXIST. CONC. SLAB. © ALL VOIDS BETWEEN

SLAB & TOP RUNNER. PACK TIGHT V/STH THERMAFlBER SARNG

IN'SUL AND SEAL

WITH SMOKE-STOP

SEALANT

2 1/2" "J" RUNNER

FASTENED TO UNDERSIDE OF MTL. DECK © 2-;" O.C. MAX. 2 1/2" 25 OA. STUDS e 16' C.C.

1" GYP. LINER

2 1/2' 'J" RUNNERS

(TYP.) FASTENED TO T STUDS

O.C. BEAM CLAMPS TO T STUDS OR

ALTEWJATIVELY. LATERAL BRACING

SEALANT

TYP. 2-HR PARTITION W/QFFSET

2'

SCALE IN FEET ARCH-05

NISTNCSTAR 1-1C, WTC Investigation 279
Appendix F

or COLUMN AND PARTITION (TYP.)

2 1/2" 25 GA. MIL

STUD CHAr-,'N£L Each

SIDE 0' STUD

(TYP.)

7 1/2" 2S GA. MIL

CHANNEL RUNNER,

FASTEN AT 24" O.C.

EXIST. COLUMN

(TYP.)

EXIST. WINDOVv GLASS (TYP.)

EXIST. CONVECTOR

(PAINTED). SEE EIN. PLAN DWG A-5.

t-JOTE #7

EXSST. OF FIXED PORTION or CONVECTOR

COVER (PAINTED). SEE FIN. PLAN DV/G. A- 5, NOTE #7

(TYP.)

1 L/,YlR 5/8' THK. TYPE "X" GYP. BD. EACH SIDE. (TYP.)

PROVIDE FIRE STOP WHERE RATIO WALLS

INTERSECT CONVECTOR ENCLOSURES

THE RATED FiRE STOP SMALL EO. THE

RATING OF THE WALL & SHAIL BE CONST. AS FOLLOWS: INSERT 2" OF PACKED

TriERWAf^lBER, SANDWICHED BETWEEN LAYERS OF TiGHT-FiniNG GYP. BD. AND ATTACHED W/N0N-C0M8USTIBLE CEMENT TO CONVECTOR

ENCLOSURES- FIRE STOP SH.ftLL ALIGN WITH AND MATCH CONST. OF RATED WALL. (TYP.)

fT\ T'^P- 'WALL PLAN AT CONVECTOR

r 2'

SCALE iN FEET

ARCH-06

280 NISTNCSTAR 1-1 C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Det.

2 1/2" DSL. MTl. STUDS AT JAMBS

(2) LAYERS 5/6" GYP. BD. BOTH SIDES OF

2 1/2" WTL. STUD AT 16" O.C.

H.W. DOOR

H.W. FRAME

MTL. STUD ANCHORS

(MIN. 3 PER JAMB)

JAMB DETAIL

0

SCALE IN INCHES

5"

12"

(2) LAYERS 5/8" GYP. BD

BOTH SIDES OF

2 1/2" MTL. STUD AT 16" O.C.

HEAD DETAIL

6"

SUSPENDED

CEILING

H.M. FRAME

H.M. DOOR

PROVIDE

12 GA, CHANNEL

REINF. AT DOOR OPENING MORE THAN

4'-0" W.

12'

SCALE IN INCHES

ARCH-07

NISTNCSTAR 1-1C, WTC Investigation 281
Appendix F

NOTCH GYP. 80. AROUND FRAMING

PENETRATIONS

6c PACK WITH COMPRESSIBLE

MINERAL FIBER (THERMAFIBER)

HZ

GYP. aO. JOINT TAPE & SPACKLE

2-HR RATED^

GYP. BD. PARTITION

7'±

EXIST. DOUBLE TRUSS

PACK WITH COMPRESSIBLE

MINERAL FIBER (THERMAFIBER)

GYP. BD. JOINT TAPE & SPACKLE

HVAC DUCT 1/2" f-VOC.

ELEVATION DETAILS OF

FIRESTOPPING OF TYP.

OPENING IN RATED

WALL ABOVE CEILING

0 1' 2'

SCALE !N FEET

ARCH-08

282 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Pet.

DETAIL or RAISED FLDDR @

PERIMETER INDUCTION UNITS

NOT TO SCALC

NOTE: ADDITIONAL TLDOR GRILLS INSTALLED ON THE RAISED fLOOR DIRECTLY IN TRONT CF INDUCTION UNIT IS REQUIRED

FDR THE ErriCIENT CIRCULATION Of AIR IN THE SPACE.

wfQ - mm

NISTNCSTAR 1-1C, WTC Investigation 283
Appendix F

<s;>-j

<3S>|

ISO - J"

>0|D

V.

CORE

i/WG SPAS ^ t

tOSG Sr'AV .MdVi --Mi.U TTO Way ah*j^ mso t"'

WTC TYPICAL TOWi-:R F!.()()iC 1'l.A l- FLOOR !,!V!' 1X)ADS

STR-01

284 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Pet.

STR-02

NISTNCSTAR 1-1C. WTC Investigation

285
Appendix F

<l BARRIER Rie (NOT CENTERED IN P/I CELL) DETAIL AT BUILDING PERIMETER

CORING CRITERIA

o^__^ _y

CKAPHIC SCAL£ ~ STR-03

286 NISTNCSTAR 1-1 C, WTC Investigation
Architect. & Struc. Design Guidelines. Specs, & Standard Det.

PART. PLAN - FLOORS 45 - 48 &: 78 - 82

CORING CRITERIA

FOR BAUyvlCE & INFORMATION NOT SHOWN

SEE BASIC PLAN. PAGE STR-02 C^rp-rj r\ /

NISTNCSTAR 1-1 C, WTC Investigation 287
Appendix F

P/T CELL

"^EXISTING OR FUTURE

OFFSET CORED HOLE. NOTE: WHERE DIMENSION "r IS LESS THAN 2-6" , INCLUDE THE OFFSET CORED HOLE AS IF IT WERE ON

THE REFERENCE LINE OF THE

P/T CELL WHEN CALCULATING AVERAGE SPACING ALONG P/T CELL

(SEE STRUCTURAL SPECIFICATIONS SECTION A. NOTE 4)

PUN DETAIL OF SPACING CRITERU AT OFFSET CORED HOLE

CORING CRITERIA

STR-05

288 NIST NCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Pet.

REMOVE CONCRETE BY MEANS OF ELECTRIC HAMMER

AROUND EXISTING CORED

HOLE TO EXPOSE CUT

- TSARS WHICH WERE

r OR DAMAGED BY CORING,

SEE PAGE STR-07. DETAIL K

REBAR SPLICE

CORING CRITERIA

EXISTING HOLE, NOT PREVIOUSLY

INSPECTED. INTENDED FOR RE-USE.

ADJACENT LOCATION USED DUE TO

NEED TO REPAIR CUT REBARS.

STR-06

NISTNCSTAR 1-1C. WTC Investigation 289
Appendix F

#4 SPUCZ BAR

ASTV A615

E 7018

MAiKTAIN MH. PREHeAT ANO INTlRPASS TEMPERATURE OF 500 DEG. F.

"'—#4 SPLICE BAR

' ASTM AS 15

-EXISTING REBAR

SECTION AT WELD

4"i LENGTH or CUT OR r± / r

DAMAGE IN EXISTING SEBAR.

f

1/2"±

7 r u EXISTING RtBAR

REBAR SPLICE

CORING CRITERIA STR-07

290 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Pet.

REBAR REPAIR

CORING CRITERIA

SCHEMATIC REBAR REPAIR DETAIL WHERE HOLE OWNOT BE RELOCATED.

THIS DETAIL TO DE USED ONLY WITH PRIOR APPROVAL OF PAN/NJ. STR-08

NISTNCSTAR 1-1 C. WTC Investigation 291
Appendix F

292 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Pet.

-CONCRETE ANCHOR VWTH LOCKWASHES AND NUT

(SEE STRUCTURAL SPEaBCATIONS - SECTION B, NOTE 1)

4 EXISTING FI.OOR D0U91E TRUSS

BOTTOM or UGHT 'MliGHT COUNG SECTION S-1 UGHT WEIGHT CEIUNG SUPPORT SYSTEM FOR FLOORS W/DOUBLE TRUSSES

STR-10

NISTNCSTAR 1-1C, WTC Investigation 293
Appendix F

i EXISTING aOOR DOUBLE TRUSS

SECTION S-2

LIGHT WEIGHT CEIUNG SUPPORT SYSTEM FOR FLOORS W/DOUBLE TRUSSES

STR-11

294 NIST NCSTAR 1-1 C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Det.

e--s" (Vfp.)

$. TO t DOUBLE TRUSS

SEt STRUCTURAL NOTES, HANGER TO TRUSS

CONNECTION riANGE CU» CTYP ), LOCATE TO AVOiD EXISTING COVER t

ir^rERMITTENT WELDS

1/< " DIA CEiUNG HANGER RODS

IN PAIRS (TYP.)

2* CR CARRYING CHANNEL « ^'-e" MAX. (TYP.)

BOnOM OF UGHI WEIGHT CaUNG CEiUNG SUPPORT DETAiL

AT COVER PLATE ONLY

SECTION S-3

UGHT WEIGHT CEILING SUPPORT SYSTEM FOR FLOORS W/DOLTBLE TRUSSES STR-12

NISTNCSTAR 1-1C, WTC Investigation 295
Appendix F

CONCRETE ANCHOR WITH LOCKWASHER AND NUT

1 ± CLEARANCE

• PARtmON WALL

(PASAiLEL TO DOUBLE TRUSS)

TYPICAL SECTION AT PARTITION WALL

TiTICAL SECTION AT PARTITION VALL UGHT WEIGHT CEILING SUPPORT SYSTEM FOR FLOORS ff/DOUBLE TRUSSES

STR-13

296 NISTNCSTAR 1-1C, WTC Investigation
Architect. & Struc. Design Guidelines, Specs, & Standard Del

18" (MIN.)

1 i/r. T 2" ^ i/r

^1

WIRE TIES. MINIMUM TWREE LOOPS

WITH THREE TWISTS (TYP.)

2" CARRYING CHANNEL

TYPICAL "2" CHANNEL SPLICE DETAIL

nTlCAL "2" CHANNEL SPICE DETAIL UGHT >rEIGHT CEILING SUPPORT SYSTEM FOR FLOORS W/DOUBLE TRUSSES

STR-14

NISTNCSTAR 1-1C, WTC Investigation

297
Appendix F

This page intentionally left blank.

298 NISTNCSTAR 1-1C, WTC Investigation
Appendix G

Supporting Documents

This appendix contains the supporting documents that are referenced in this report. All of the documents

contained in this appendix are reproduced with permission of The Port Authority of New York and

New Jersey. Table G-1 contains a summary of supporting documents and their location within this appendix.

Table G-1. Supporting documents for report.

Document Title Pagc(s)

Section 2.1.4 - Tenant Construction Review Manual (1997 Edition)

PANYNJ Memorandum dated August 8, 1995 from Oscar Suros, Manager of the Engineering Department Quality Assurance

Division to Eugene J. Fasullo. Director and Chief Engineer

300

Section 3.2.1 - Structural Integrity Inspection Program (Overview)

Letter dated January' 12, 1990 from Saw-Teen See of Leslie E. Robertson Associates to Suren Batra of the Port Authority of New

York and New Jersey (WTCI-123-P)

304

Section 3.2.2 - Summary oj Structural Integrity Inspection Program Reports

Locations of columns inspected in Accessible

Columns Structural Inteerity Inspection reports

1 993 report 306

1 995 report 307

1 996 report 311 1997 report 319

1998 report 328

Historical Review of World Trade Center Damping Units

(WTCI-230-L)

336

NISTNCSTAR 1-1 C, WTC Investigation 299
Appendix G

PANYNJ Memorandum dated August 8, 1995

THE PORT AUTHORITY OF NY & NJ

MEMORANDUM

TO; Eugene J. FasuUo, P.E., Director of Engineering &. Chief Engineer

FROM: Oscar Suros DATE: Augusts, 1995

SUBJECT: SEISMIC DESIGN - NEW YORK CITY BUILDING CODE

COPY TO: A. Aronowitz, A. Brociner. j. Buchsbaum, R Davidson, J. Englot,

). Kelly, T. Kelly, F. Lombardi, E. Ramabhushanam, EPMs

REF: Merr»o, Vanacore to Directors. October 4, 1988 and

c ^ . r » 1 lOO., 7H£ PORT AUTHORmr OF NY & NJ Memo, Suros to Fasulio, June / , ! 994 aSSUSANCE D!V.

1995 RECEIVED

NOTED: —

As established by the referenced n-^^^mrirnnHju^f^i^T^^n pnj^r-^F f,r> design building structures and building components for seismic effects in both New

Jersey and New York using the BOCA National Building Code. Recently the New

York City Council and the Mayor enacted Local Law # 1 7/95 providing requirements

for seismic design of buildings and their components. This law^ adds provisions to the New York City Building Code that will be mandatory for all building or alteration applications filed on or after February 21, 1 996.

Your approval is requested to start using the recently enacted changt sfg

the New York City Building Code for all construction in New York City, includin

the revisions listed in Attachment A, effective immediately. The BOCA National

Building Code will continue to be used for New Jersey and Yoi^kers construction.

The revisions in Attachment A are required in order to meet the sta intent of tl\e seismic revisions to the New York City Building Code. This will ins that poteniial overhead hazards will not fall on building occupants as a result of a

COPY TO

ER

k RP_

SB

D_

AT"

"ma" CK_

"FILE- "POST

300 NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

EJ. Fasullo. P.E. -2- August 8. 1995

seismic trvent and that the building can be safely evacuated during and inunediately

following a seismic evenL Similar provisions are included in the BOCA Code and arc considered minimum requirements. No significant cost penalty is estimated due to the minor modifications included in Attachment A.

Attachments

OS:ccp

NISTNCSTAR 1-1C. WTC Investigation 301
Appendix G

ATTACHMENT A

Eevisions to the New York City Building Code

Revise Table No. 23-P of RS 9-6 by:

<a) Adding after II. 1. b. "c. Overhead Signs 2.00";

(b) Adding after II. 3. "A. Anchorage for suspended ceilings weighing more than 4 psf

without the veight of light fixtures .... 0.75";

(c) Adding after III. 1. "2. Elevator and counterveight guardrails and supports . . . 1.25"

"3. Sprinkler piping^ 2.00"

"4. Gas and high hazard piping 2.00"

"5. Other piping^ 0.67"

"6. HVAC ducts^ 0.67"

(d) Adding the folloving notes after note A. at the bottom of the table:

"5. The design of seisaic restraints for sprinkler piping in compliance vith NFPA 13 using a design acceleration of 0.15 is acceptable in lieu of conpliance vith these provisions.

6. Seismic restraints are not required for any of the following

conditions for other pipe systems or EVAC ducts:

1. Piping or ducts suspended by individual hangers

12 inches or less in length from the top of the pipe or duct to the supporting structure.

2. Piping in boiler and aechanical rooms which has

less than 1 1/4 inches inside diameter.

3. Piping in other areas which has less than 2 1/2

inches inside diameter.

4. Ducts which have a cross-section area less than 6 square feet."

302 NISTNCSTAR 1-1C, WTC Investigation
TebU No. 23-F HORJlOtfTAL FORCE FACTOR Cp'

CL^X-MCCi i ^ <Jr o i AUi^i UKz.^, iyUrr^l KUL. i UKAL, Value

i^uMr %j nt,r* I ^ AriLf t-^UirMiLrt i nt: r- L Fofi of Pomon cf StrucTiiTc

/. woiu. tnctuatng Jotlo^ifig^

c. (Jt\braccd (canxilcvtixd) parapen. 2.00

b. Oihrr exterior ^-alls above street grade ^. 0.75

c. AU interior beari/^f wo/ij. 0.75

d. All interior nonbearinj woUs and paniiieuts around venical

cats, inciuding offsets and exit passageways. 0.75 c Nonheoring paniaona and masonry wails in areas erf public assembly > 300 people. 0.7

S

/. All inurior nonbearing walls and parriaons mode ofmasonry in Occupancy /. // and iJL 0.75

g. Hasemry or concreufeitces ai grade crver 10feet high. 0.50

2. Fenihouses (defined in article 2 of subchapter 2 of chapter I of

title 27 of the building code) except where framed by on

eMcnsion of the building frame 0.75

3. Coanections for prefabricated structural floor aruj roof etemems

ether than walls (see above) with force applied at center of

graviry. 0.75 * Diaphrormr^.

11. Nonstructural Components

1. a. Luertor orrusmenuuicn and appendages '^'including cornices. ornamental statuaries or similar pieces ofomamentaaon. 2.00

b. interior omamenialion and appendages in areas of public assembly ir.cluding cornices, omarrurntal statuaries or similar puces of oniameruarion. ZOO

2- Chimneys, siacks. trussed towers and tanks on legs.

a. Supported on or projecting as an unbraced cantilever above the roof more than one-habits total heighL 2.00

b. All others, including those supported below the roof with unbraced projection aberrt the roof less than one-half its heighL or braced or guyed to the strucxuml frame at or above

its center of mass. 0.75

3 Esaerior sifns and billboards. 2.00

111. Etjuipmeni and Machinery *

1. Tanks and vessels (including conients). indiuling support systems and tsKhoroj^e. 0.75

Notes:

I. See Section 23l2(g)^ for additional retimrtmatBfor determining Cpfbrnonrigid

equipment orfor items supported as or below grade.

2. See Section 23i2(h)2I>(Ui) and Section 2313(g)2.

3. See Section 23l2(h)21.

*. Equipment and machinery include such items as pumps forfire sprinklers, motors

and switch gears for sprinkler ptimps. transformers find other equipment related to lifesafety including control panels, major conduit ducting and piping serving such equipment

and machinery.

NISTNCSTAR 1-1C, WTC Investigation
Appendix G

Letter dated January 12, 1990 from Saw-Teen See of Leslie E. Robertson Associates to Suren

Batra of the Port Authority of New York and New Jersey (WTCI-123-P)

LESLIE E. ROBERTSON ASSOCIATES

2!l tail Mi:h Sirtii. New York NX IOn!7-29SV

12 January 1990

File: B1003900

Mr. Suren Batra

The Pert Authority of New York. & New Jersey

WTC Planning & Design Department

One World Trade Center - 74 South

New York, NY 10046

Via messenger

Reference: The World Trade Center Facilities:

Structural Integrity Inspections

Gentlemen:

We are pleased to submit our proposal to monitor the structural

integrity of the physical facilities of The World Trade Center

complex.

Experience

Over the past 20 plus years, we at LERA have gained unparalleled

insights into the structural behavior of the World Trade Center

complex. We believe that the continuity of experience with the

project which the engineers of our firm have provides us an extensive, accessible base of knowledge about these structures

unmatched anywhere else.

In 1986, we provided to you an action plan of testing and

inspection so as to assure the continued long term structural

integrity of the cor.plex.

Economy

Although we were not charged with carrying out this plan, our cesigns for building renovation have impacted the testing and

inspection activities which have been undertaken. For example,

we have recently reccmmended that planned renovation projects be

used to access Plaza level tower columns for inspection rather

than incurring the high cost of rem.cving exterior column covers

especially for inspection.

Many examples occur wherein economies can be attained through

coordination of renovation, operations and inspection activities. Even tenant renovations, many of which we engineer, offer such

opportunities. And because of the small number of people within

our firm who would accomplish both the renovation and inspection

work, coordination is an easy matter.

WILLIAM J F*SCHAN

LESLIE E BOBEB'SON

S AW-Y E £ N SEE PAUL A ASP

CLAISE A CASTEllanO

E B M E S T 1 LIU W JOhnPUGm

STANLEY L SAFFEH DANIEL A SESiL

ftlCHARD ZOTTOla

Ccnmlling Siruclurel Enginan

Phcne: (212) 7iO-9(IO<l Pax i212) 7y)-9iKi2

304 NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

LESLIE E. ROBERTSON ASSOCIATES

Mr. Suren Batra -3- 12 January 1990

Other Facilities

This proposal addresses the monitoring of the structural

integrity of the buildings chat comprise The World Trade Center

complex only. Monitoring of the structural integrity of the

rANYNJ's Bathgate and Ycnkers Industrial Parks, and Hoboken

Piers, has not been included as part of this proposal. However,

we would be pleased to prepare a similar detailed proposal for

the inspection of these facilities.

We ere most appreciative of this further opportunity to work with

the PAKYl'IJ and we hope for your favorable response.

Very truly yours,

LESLIE E. ROBERTSON ASSOCIATES

^^,^60 /i^C< S-O^

Saw-Teen See

WJF/blc

Enclosure

KJF, LER, RZ, DAS, EAC

NISTNCSTAR 1-1 C. WTC Investigation 305
Appendix G

Locations «f ro„„nns nspcc.d In Aoc...ih|e rolu.nn. S....,...,.

• 1993 Accessible Columns SII Report (part of \VTCI-66-L)

LEM

WORLD TRADE CENTER

Structural Integrity Inspection

Accessible Coluirj-.s 0 1,2,4 and 5 WTC

P1103904 & 3927

29 January 1993

Page 6 of 9

TXBLX A

Tow«r Elavator

Shaft Number

Floors

Inspected

1 Adjacent

Column Kuaiber race of Column

Isspected

A

(1 WTC) 21 4-73 606

i East

4-73 607 West

36 1-32 701 East, South

1-32 801 East, North

63 45-67 701 East, South

45-67 801 East, North

7 3 43-74 703 North, West 43-74 803 North, ,West 83 7S~93 701 East, South

78-93 801 East, North

B

i2 WTC) 15 4-78 602 North

4-78 603 So'jth, West

29 1-16 707 South, East 1-16 806 South, West

56 45-54 707 South, East 45-54 806 South, West

78 78-86 707 South, East 78-86 806 South, West

^5ortheast Plaza

(5 'rfTC) £-7

28 1-9 EjiI 28 W

See Appendix A for the plan locations of the above columns.

306

NISTNCSTAR 1-1 C. WTC Investigation
Supporting Documents

1995 Accessible Columns SII Report (part of WTCI-66-L)

LERA

14 April 1995

rile: 11139C3

Page i of 4

LISTING OF INSPECTED COLUMNS AT 1 WTC

ELEVATOR

SHAFT

COLUMN

NUMBER

FLOORS

INSPECTED

FACE OF

COLUMN

INSPECTED

LISTING OF

PHOTOGRAPHS

SOS 2-44

Sz.

l-.-SST i SOUTH

3 QD1 5U / 2 -44

E2 EAST 4,5,6

J. A 907 2-44

B2

•vJEST & SOUTH 7.8,9

10

4A 906 2-44

32 EAST

1

1

902 2-44

DZ

V.-EST Sc SOUTH 12 , 1,3

SA c n "5 2-44

52 EAST i 4 15

601 2 -78

52

ElAST i NORTH 16 , 17

13A 602 2-78

B2 WEST & NORTH

14A 602 32 EAST

15A 603 B2 WEST & NORTH 30

18A 605 2-78

B2 EAST & NORTH 13,19

ISA 606 2-78

B2

ifSST 20

2 OA 606 32 EAST & NORTH 3 2

21A 607 32 WEST

22A 607 2-78

32 EAST & NORTH 21

22

NISTNCSTAR 1-1 C. WIC Investigation 307
Appendix G

LERA

14 April i9S5

File: 1113903

Page 2 of 4

LISTING OF INSPECTED COLIMNS AT 1 WTC

ELEVATOR

SHAFT

COLUMN

NUMBER

FLOORS

INSPECTED

FACE OF

COLUMN

INSPECTED

LISTING OF

PHOTOGRAPHS

23A 608 2-78

B2

V.'ESr & NORTH 23,24,25

26

24A 807 B3 WEST & NORTH

29A 806 B3 EAST i NORTH

-

3 OA 806 33 '/.'EST & NORTH

35A 805 B3 EAST i NORTH

36A 801 E3 EAST k NORTH

41A 802 E3 ViESr & NORTH

42A 802 E3 EAST & NORTH 34

47A 803 33 WEST k NORTH

48A 905 B3 EAST & SOUTH 3 5 49A 704 B3 NORTH 32,33

5GA 704

703

803

2-108

2-78

2-108

WEST & SOUTH

EAST

EAST

27,28

29

308 NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

LERA

14 April 1995

File: 1113903

Page 3 of 4

LISTING OF INSPECTED COLUMNS AT 2 WTC

ELEVATOR

SHArT

COLUMN

NUMBER

FLOORS

INSPECTED

FACE OF

COLUMN

INSPECTED

LISTING OF

PHOTOGRAPHS

90S 2-44

H2 EAST k SOUTH 36

2B 907 2-44

B2 NORTH 37

23 9C7 B2 EAST & SOUTH

43 906 B2 NORTH

53 906 32 EAST & SOUTH 66

SB 904 B2 EAST & SOUTH

7B 903 B2 NORTH

83 903 B2 EAST & SOUTH 64,65

9B 902 B2 NORTH -

lOB 908 2-44

32 EAST & SOUTH 38, 3940

IIB 901 2-44

32

EAST & NORTH 41,42

12B 601 2-44

B2 WEST & r^ORTH 43

133 502 2-78

B2

V'.'SST 4c SOUTH 44,45

143 602 2-78

32

NORTH 46,47

15B 603 2-78

B2 WTST & SOUTH 48.49

16B 603 34 NORTH

17B 604 34 WEST & SOUTH 50

NISTNCSTAR 1-1 C. WTC Investigation 309
Appendix G

14 April i9S5

File: 1113903

Page 4 of 4

LISTING OF INSPECTED COLUMNS AT 2 WTC

ELEVATOR

SHAFT

COLUMN

NUMBER

FLOORS

INSPECTED

FACE OF

^ u w 14 n INSPECTED

LISTING OF

nw ^ W9«\Ajr o 2

IBB 605 B2 Iv'EST & NORTH 51

193 605 B2 soirrK 52

2 OB 606 B2 v<EST St NORTH 53

2 IB 607 B2 SOUTH

22B 607 2-78

B2

'.JEST & NORTH 54

23B 6C8 2-78

B2

tv-EST Sc SOUTH 55, 56, 57

3cB BOl B3 'A'EST 6£ NORTH

4 i.B 802 33 VffiST & SOUTH

423 802 83 iffiST & NORTH

473 803 E3 Vv'EST St SOUTH 67

704 B6 V.'EST & SOUTH 62,63

SOB 704

703

303

2-108

2-7S

2-108

EAST & SOUTH

NORTH

XCRTH

58.59

60.61

310 NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

• 1996 Accessible Columns SIX Report (part of WTCI-66-L)

LERA

One and Two Wo'ld Trade Center 1 7 May 1 996

Structural Integrity Inspection File: P1133902

Accessible Columns Page 4

4. LIST OF INSPECTED COLUMNS - 1 WTC

Elevator

Shaft/Prt ColumnNumber

Pft^loors

Inspected Face Of Column

Inspected

6A 904 B4/2-106 West & South

7A 903 B4/2-106 East

15A 6C3 B4/2-78 East

17A 604 B4/2-78 West & South

34A 706 B1/2- 24 East & North

35A 805 2-24 East & North

42A 802 2-40 East & North 43A 702 B1/2-40 East & North

55A 707 43 East, North & South

56A 806 43 East. North & South

51A 705 43/44-61 East & North

62A 805 43/44-61 East & North

63A 801 43 East. Nonh & South

64A 701 43 East, North & South

57A 702 42 West, North & South

68A 802 43 West, North & South

69A 802 43/44-74 East & North

70A 702 43/44-74 East & North

76A 707 76 East. North & South

79A 835 76 East, North £ South

NISTNCSTAR 1-1C, WTC Investigation 311
Appendix G

LERA

One and Two World Trade Center 1 7 May 1 996

Struclura! Integrity Inspection File; Pi 133902

Accessible Columns Page 5

4. LtST OF INSPECTED COLUMNS - 1 WTC (continued)

Elevator

Shaft/Pit

Column

Number

Pit/Floors

Inspected

Face Of Column

Inspected

82A 801 77 East, North & South

83A 701 77 East, North & South

88A 802 77/78-100 East & North

89A 702 77/78-100 East, North & South

94 A 805 77;78-107 East & North

95A 706 77<7B-107 East. North & South

96A 707 77,76-106 West & South

97A 806 77/78-105 West, North & South

99A 703/803 105/106-110 West

Previously Inspected

Elevator

Shaft/Ptt ColumnNumber

Pit/Floors

Inspected Face Of Column

Inspected

1A 908 B2/2-44 West & South

2A 907 B2/2-44 East

3A 907 B2/2-44 West & South

4A 906 B2/2-44 East

8A 903 B2/2-44 West & South

9A 902 B2/2-44 East

12A 601 B2/2-78 East & North

13A 502 B2/2-76 West & North

312 NISTNCSTAR 1-1 C, WTC Investigation
Supporting Documents

LERA

One and Two World Trade Center 17 May 1S95

Stmctura! Inlegnty Inspection File: P1133S02

Acxessible Columns Page 6

4. LIST OF INSPECTED COLUMNS - 1 WTC (continued)

Previously Inspected

Elevator

Shaft/P'rt Column

Number

Pit/Floors

inspected

Face Of Column

Inspected

14A 602 82 East

15A BOS B2 West & North

18A 505 B2/2-78 East & North

19A 606 82/2-78 West

20A 505 B2/4-78 East & North

21A 607 B2/4-78 East & West

22A 607 B2/2-78 East & North

23A 608 B2/2-78 West & North

24 A 807 B3 West & Nonh

29A 806 B3 East & Nonh

30A 806 B3 West & North

35A 805 B3 East & North

35A 801 B3/1-32 East & North

37A 701 1-32 East & South

41A 802 B3 West & North

42A 902 B3 East & North

47A 803 B3 West & North

NISTNCSTAR 1-1C. W7C Investigation 313
Appendix G

LERA

One and Two World Trade Center

Structural Integrity Inspection

Accessible Columns

4. LIST OF INSPECTED COLUMNS - 1 WTC (continued)

Previously Inspected

Elevator

Shaft/Pit

Column

Number

Pit/Floors

Inspected

Face Of Column

Inspected

48A 905 83 East & South

49A 704 83 Norlh 50A 704

703

803

2-109

2-78

2-1 OB

West a South

East

East

63 A 701 45-67 East & South

64A 801 45-67 East & South

73A 703 43-74 North & West

74A 803 43-74 North & West

82A 801 78-93 East S South

83A 701 78-93 East & North

17May 1S96

File: Pi 133502

Page 7

314 NISTNCSTAR 1-1 C, WTC Investigation
Supporting Documents

One and Two World Trade Center 1 7 May 1 996

Structural Integrity Inspection File: P1133902

Accessible Columns Page 1

1

5. LIST OF INSPECTED COLUMNS - 2 WTC

Elevator

Shaft/Prt ColumnNumbw

Pit/Floors

Inspected Face Of Column

Inspected

6B 904 2-106 East & South

7B 903 2-106 North

18B 605 2-78 West & North

198 606 2-78 South

208 605 2-78 West & North

218 607 2-78 South

34B 706 B1/2-23 West & North

35B 805 B5/2-23 West & North

423 i 802

i 2-40 West & North

43B 702 B1/2-40 West & North

48B 905 B3 East & North

553 707 43 East. West & North

55 B 805 43 East, West & North

618 706 43/44-51 West & North

62B 805 43/44-61 West & North

638 801 43 East, West & North

548 701 43 East. West & North

67B 702 42 East. West & South

688 8C2 43 East, West & South

593 802 43/44-74 West & North

NISTNCSTAR 1-1C, WTC Investigation 315
Appendix G

LERA

One and Two World Trade Center 17 May 1996

StructuraMntegrrty Inspection File: Pi 133902

Accessible Columns Page 1

2

5. LIST OF INSPECTED COLUMNS - 2 WTC (continued)

Elevator

Shaft/Pit

Colunnn

Numb^

Pit^oors

Inspected Face Of Column

Inspected

70B 702 43/44-74 West & North

78B 707 76 East, West & North 79B 806 76 East West & North 828 801 77 East, West & North

83 B 701 77 East. West S North

88B 802 77/78-100 East, West & North

89B 702 77/78-100 East. West & North

958 706 77 West & North

96 B 707 77/78-105 East. West & South

97 B 806 77/78-106 West & South

998 703/903 1 105/106-110 South

Previously Inspected

Elevator Shaftsit Column

Number

Pits/Floors

Inspected Face Of Column

Inspected

1B 908 B2/2-44 East & South

28 907 82/2-44 North

38 907 B2 East & South

48 90S B2 North

58 906 B2 East & South

6B 904 B2 East & South

316 NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

LERA

17 May 1996

File: P1 133902

Page 13

One and Two World Trade Center

Structural Integrity Inspection

Accessible Columns

5. LIST OF INSPECTED COLUMNS - 2 WTC (continued)

Previously Inspected

Shaft/Pit

Wwl W< II

1

Number Inspected

Fai*-«k f\i f^nliimn Inspected

7B 903 82 North

88 903 82 East & South

9B 902 82 North

10B 908 82/2-44 East & South

116 901 B2/2-44 East & North

DvJ 1 West 6 Nonn

1 OD VvcST Oi oouin

148 602 82/2-78 North

158 603 82/2-78 West & South

163 603 B4 North

178 604 84 West & South

IBB 605 B2 West & North

198 606 82 South

208 606 82 West & North

218 607 82 South

22B 607 82/2-78 West & North

238 608 822-78 West & South

288 707 1-16 East & South

293 805 1-16 West & South

NISTNCSTAR 1-1C, WTC Investigation 317
Appendix G

LERA

One and Two World Trade Center 17 May 1995

Structurallntegrity Inspection File; P11 33902

Accessible Columns Page 14

5. LIST OF PREVIOUSLY INSPECTED - 2 WTC {continued)

Previously Inspected

devaior

Shaft/Pit

oolurnn

Number

rJVr lOOr

5

Inspected

rac6 KJi v^oiunin Inspected

36B 8C1 83 West & North

41B 802 B3 West & South

42B 802 83 West 8 North

478 803 83 West & South

49B 704 36 West & South

508 704

703

803

2-108

2-78 2-108

East & South

North

North

55B 707 45-54 East & South

56B 806 45-54 East & West 7aB 707 78-^ East & South

79B 806 78-86 East 8. West

318 NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

• 1997 Accessible Columns SII Report (part of WTCI-66-L)

LERA

One and Two World Trade Center 23 May 19S7

Structural Integrity Inspection File: P1 153903

Accessible Coiumns Page 4

4. LIST OF INSPECTED COLUMNS - 1 WTC

Elevator onan/"ii

Column Pit/Floors Insp6Cl©d Face Ot Column

inspected 10A 902 B 1/2-44 Wesl & South

11A 901 81/2-44 East & South

24A(SO) 807 2-17 West & North

25A(SO) 708 2-17 West & South

40A 702 81/2-33 West & North

4tA(SO) 802 2-23 West & North

51

A

807 43/44-54 West & North

52A 708 43/44-54 West & South

57A 806 43/44-61 West & North

58A 707 43/44-61 West & South

76A 807 77/76-86 West & South

77A 708 77/76-86 West & South

84A 702 77/78-93 West & South

85A 802 77i78-93 West a Norh

90A 703 77/78-100 West & South

91

A

803 77/78-100 West & North

• (SO) Indicates the shatt only, not the pit, has t)een Inspected

NISTNCSTAR 1-1C, WTC Investigation 319
LERA

One and Two World Trade Center

Structural Integrity Inspection

Accessible Columns

4. LIST OF INSPECTED COLUMNS - 1 WTC (continued)

Previously Inspected

Elevator ShaffPil Column

Number

Pit/Floors Inspected Face Of Column

Inspected

1A 908 B2/2-44 West & SOiith

2A 907 B2/2-44 East

3A 907 B2;2-44 West & South

4A 906 B2/2-44 East

6A 904 B4/2-106 West & South

7A 903 64/2-106 East

8A 903 B2/2-'l4 West & South

9A S02 B2/2-44 East

12A 601 E2/2-78 East & North

13A 602 B2/2-78 West a North

14A 602 B2 East

15A 603 82 West & North

16A 603 B4/2-78 East

17A 604 B4/2-78 West & South

18A 605 82/2-78 East & North

19A 606 82/2-78 West

20A 606 B2/4-78 East & North

21A 607 82/4-78 East & West

22A 607 B2/2-78 East & North

23A 608 B2/2-78 West & North

23 May 19S7

File: P1 153903

Page 5

NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

LERA

One and Two World Trade Center 23 May 1997

Structural Integrity inspection File: P11 53903

Accessible Columns Page 6

4. UST OF INSPECTED COLUMNS - 1 WTC (continued)

Previously Inspected

Elevator

Shaft/Pit Column

Number

Pit/Floors Inspected Fac€ Of Column

Inspected

2'iA 807 B3 West & North

29A 806 B3 East & North

OJD west a Norin

34A 706 B 1/2-24 East & North

35A 805 B3/2-24 Eas; & North

36A 801 83/ 1-32 East & North

37A 701 1-32 East & South

4-;a 802 E2 West & North

42A 8C2 B3'2-40 East & North

43A 702 Bi;2-40 East & North

47A 803 B3 West & North

48A 905 B3 Eas! & South

49A 704 B3 Norm

50A 704 2-108 West & South 50A 7C3 2-78 East

5CA K13 2-108 East

55A 707 43 East. North & South

56A 805 43 East. North & South

61A 706 43'44-61 East & North

62A 805 4344-61 East & North

63A 801 43 Easl. North & South

NISTNCSTAR 1-1 C, WTC Investigation 321
Appendix G

LERA

One and Two World Trade Center 23 May 1997

StruduraHntegnty Inspection File: P1 153903

Accessible Coiumns Page 7

4. LIST OF INSPECTED COLUMNS - 1 WTC (continued)

Previously Inspected

Etevslor

Shaft/Pi! Coiurnn Number

rlUrlOOiS Inspected Face Of Column

Inspected

63A 801 45-67 East & South

64A 701 43/45-67 East. North & South

67A 702 42 West, Nortn & South

68A 802 43 West. North & South

6SA 802 43/44-74 East & North

70A 702 43/44-74 East & North

73A 703 43-74 North & West

74A 803 43-74 North & West

78A 707 76 East. North & South

7SA 805 76 East, North & South

82A 801 77 East. North & South

82A 801 78-93 East & South

83A 701 77 East. North S South

83A 701 78-93 East & North

B8A 802 77/78-100 East & North

89A 702 77'78-100 East, North & South

94A 805 77,/78-107 East & North

95A 706 77/78-107 East, Nortn & South

96A 707 77/78-105 West & South

97A 806 77/78-105 West. North & South

99A 703/803 105/105-110 \ West

322 NISTNCSTAR 1-1 C, WTC Investigation
Supporting Documents

LERA

One and Two World Trade Center 23 May 1997

Structural Integrity Inspection File, P1 153903

Accessible Columns Page 1

1

5- LIST OF INSPECTED COLUMNS - 2 WTC

Elevator Column

Number

Pit/Floors Inspected Face Of Column

Inspected

53(SO) 906 B1-44 Eas! & South

24B 807 B3/2-16 West & South

/Uo QIC tasi & oouin

30B 806 B3/2-24 Wpst » • W ifcjt XUl Snulh VJ U1 1 1

3iB(S0) 707 2-24 East & South

oOD(oL') oU 1 west & Nonn

37B(SO) 701 2-32 East & North

483(S0) 905 81-40 East & North

i> 1 D

ori7 oU VJBSi & oOLfin

52B 708 43-54 West & South

576 806 43-61 West & South

583 707 43-61 East & South

638(SO) 801 44-67 West & North

64B(SO) 701 44-67 West & North

67B(SOj 702 44-67 East & Souih

68B(SO) 802 44-67 West & South

73B(PO) 801 43 East, West & North

74B(PO) 701 43 East. West & North

76B(PO) 702 77 East. West & South

778(P0) 8G2 77 East, West & Souih

NISTNCSTAR 1-1C, WTC Investigation 323
Appendix G

One and Two World Trade Center 23 May 19S7

Structural Integrity Inspection Ftie: P11 53903

Accessible Columns Page 12

5. LIST OF INSPECTED COLUMNS - 2 WTC (continued)

Elevator

Shaft/Pit* ColumnNumber

Pit^ioors Inspected Face Of Column

Inspected

88B(SO) 802 79-100 West & North

89B(SO) 702 79-100 East & Ncih

90B 703 77-100 East & South

91B 803 77-100 West & South

• (SO) Indicates the shaft only, not the pit. has been inspected

* (PC) Indicates the pit only, not the shaft, has been inspected

Previously Inspected

Elevator

Shaft/Pit Column 1 Pits/Floors Number Inspected Face Of ColumnInspected IB 908 1 B2/2-44 EasI & South

2B 907 B2/2-44 North

3B 907 B2 East & South

4B 906 B2 North

SB 906 B2 East & South

6B 90-1 B2/2-106 East & South

7B 903 B2'2-106 North

8B 903 B2 East & South

98 902 82 North

10B 908 82/2-44 East & South

118 90 -i B2/2-44 East & Nonh

324 NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

LERA

One and Two World Trade Center 23 May 1997

Structural integrity Inspection File: P 11 53903

Accessible Columns Page 13

5. LIST OF PREVIOUSLY INSPECTED - 2 WTC (continued)

Previously Inspected

Shatt/Pit n\ 1 1 mn ^uiurnn Number Inspected Fac6 Of Column

insfjected 128 601 B2/2-44 West & North

13B 602 B2/2-78 Wesl & South

14B 602 B2/2-78 North

15B 603 82/2-78 West & Soutn

16B 603 B4 North

•1

1 7Q' tJ ti-s W8Si & oOUin

188 605 B2/2-78 West & North

19B 606 B2/2-78 South

20B 606 B2/2-78 West & North

21B 607 B2/2-78 South

223 607 B2/2-78 West & North

23B 608 822-78 West & South

288 707 1-16 East & SouJh

298 806 1-16 Was! & South

346 706 B 1/2-23 West & North

35B 805 B3/2-23 West & North

368 801 B3 West & North

416 802 B3 West & South

428 802 B3/2-40 West & North

43B 7C2 81/2-40 West & North

NISTNCSTAR 1-1 C, WTC Investigation 325
Appendix G

LERA

One and Two World Trade Center 23 May 1997

Structural Integrity Inspection File: P1 153903

Accessible Coiurr.ns Page 14

5. LIST OF PREVIOUSLY INSPECTED - 2 WTC (continued)

Previously inspected

Elevator

Shaft/Pit CoiumnNuml>er

Pit/Fioors Inspected Face Of Column

Inspected

I.,. i.„—..-iT—— , , mm. 478 803 B3 West & South

48B 905 B3 East & North

49B 704 B6 West & South

508 704 2-108 East & Soutn SOB

_ n 72 i North 803 5-1 OS

55B 707 43 East. West & Nonh

EoB 45-54 East & South

56B 806 43 Eas!. West & North

568 806 45-54 East & West

6tB 705 43<'44-6l West & North

62B 805 43^44-61 West & North

63B 801 43 East. West & North

64B 701 43 East, West & North

673 702 42 East. West & South

68S 802 43 East. West & South

69B 802 43^'44-74 West & North

70B 702 4a'44-74 West & North

78B 707 76 East. West & North

78B 707 78-86 East & South

798 806 76 East. West & North

326 NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

LERA

One and Two World Trade Center 23 May 1 997

StructuraMntegrity Inspection Fiie: P11 53903

Accessible Columns Page 1

5

5. UST OF PREVIOUSLY INSPECTED - 2 WTC {cortinued)

Previously Inspected

Elevator

Shaft/Pit Column

Number

Pit/Roors

Inspected Face Of ColumnInspected

79B 806 78-86 East & West

82B 801 77 East. West & North

83B 701 77 East. West & North

88B 802 77/78-100 East, West & North

89B 702 77/78-100 East, West & North

95B 706 77 West & North

96B 707 77/76-106 East, West & South

978 806 77/78-106 West & South

998 703/803 105/106-110 South

NISTNCSTAR 1-1C. WTC Investigation 327
1998 Accessible Columns SII Report (part of WTCI-66-L)

J^jj^

,^ One and Two World Trade Center

Structural iniegnly Inspection Accessible Columns

4. LIST OF INSPECTED COLUMNS - 1 WTC

E(ev3tor Column Pit/Floors F3CG Of Column

Shaft/Pit* Number Inspected Inspected

5A 906 2-44 South & West

14A(SO) 602 2-78 East l5A(SO) 603 2-78 North & West

25A(PO) 708 81 South & West

28A 707 B1/2-16 North & East 29A{SO) 806 2-16 North & East 30A(SO) 805 2-24 North & West 31A 707 81/2-24 North & West

37A(PO) 701 81 North & East 46A 706 BV2-40 North & West

47A{SO) 803 2-40 North & West

48A(SO) 905 2-40 East & West

55AfSO) 707 44-54 Norths East 56A{SO) 806 44-54 North & East 67A<SO) 702 44-67 North. South & West

68AISO) 802 44-57 North, South. & West

73A(PO) 703 43 North & West

74AIPO) 803 43 North & West

78Ai;SO) 707 78-86 North, East & South 79AiSO) 806 78-86 North, East & South

• (SO) Refers to the shaft only, not the pit

* (PC) Refers to the pit only, not the shaft

P 11 63902 Page 4 30 May

328 NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

T tr A One and Two World Trade Center X Lil. Structural Integrity Inspection Accessible Columns

4. UST OF INSPECTED COLUMNS - 1 WTC (continued)

Previously Inspected

Elevator

Shaft/Pit Column

Number

Pit/Floors Inspected Face Of Column

Inspected 1A 908 B2'2-44 South & West 2A 907 B2/2-44 East 3A 907 B2/2-44 South & West 4A 906 B2/2-44 East COAA yu4 D4. 2- 1 06 faoutn a wes! 7A 903 E4/2-1 06 East 8A 903 02/2-44 South & West 9A 902 B2/2-44 East 10A 902 B1/2-44 South & West 11A 901 B 1/2-44 East & South

12A 601 B2/'2-78 North & East 13A 602 B2/2-78 North & West

14A(P0) 602 82 East 15A(PO) 603 82 North & West

16A 603 B4/2-78 East 17A 604 84/2-78 North & West

18A 605 B2/2-78 North & East 19A 606 B2/2-78 West 20A 605 BZ'4-78 North & East 21A 607 82/4-76 West 22A 607 B2/2-78 North & East 23A 608 B2/2-78 North & West

24A 807 B3/2-17 North & West

25A(SO) 708 2-17 South & West

29A(PO) 806 83 North & East

P11 63902 Pages 30 May

NISTNCSTAR 1-1 C, WTC Investigation 329
Appendix G

T Xj^ A ^^'^ "^wo World Trade Center

J_-iJL/ 1 V/l Structural integrity inspection Accessible Columns

4. LIST OF INSPECTED COLUMNS - 1 WTC (continued)

Previously Inspected (continued)

Elevator

Shaft/Pit Columri Number

Pit/Floors Inspected Face Of Column

Inspected

30A(PO) 805 B3 North & West 34A 706 B1/2-24 North &.East 35A 805 B3/2-24 North & East 35A 801 B3/2-32 North & East 37A(SO) 701 2-32 East & South 40A 702 B1/2-33 North & West

41A 802 83/2-33 North & West

42A 802 B3/2-40 North & East 43A Mfirth R Pact W6SI & Nonn

905 83 Fa<;t K Rniith SOA 704 53/2-108 North, South & West

50AISO) 703 2-78 East SOAjSO) 803 2-108 East 51A 807 43/44-54 North & West

52A 708 43/44-54 North & West 55AP05 707 43 East, North & Soufn 56A(PO) 806 43 East. North & South 57A 808 43/44-61 South & West 58A 707 43/44-61 South & West 61A 706 43M4-61 North & East 62A 805 43/44-61 North & East 63A 801 43 North & East 64A 701 43/45-67 North. East & South 67A{PO) 702 42 V<les\, North & South 68A(PO) 802 43 West. North & South

P 11 63902 Pages 30 May

330 NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

T A One and Two World Trade Center -LjjLjX LjTx Structural integrity Inspection Accessible Coiumns

4. LIST OF INSPECTED COLUMNS - 1 WTC (continued)

Previously Inspected (continued)

Elevator

Oi icat t/~li Column Pit/Floors Inspected Face Of Column

Inspected

69A 802 4a'44-74 North & East 70A 702 43/44-74 North & East 73A(SO) 703 43-74 North & West

74A{SO) 803 43-74 North & West 76A 807 77/78-86 West & South 77A 708 77/78-85 West & South 78A(PO) 707 76 North, East & South 79A(PO) 806 76 North. East & South 82A(PO) 801 77 North. East & South 82AfSO) 801 78-93 East & South 83A(PC) 701 77 North, East & South 83AiSO) 701 78-93 North & East 84A 702 77/78-93 South & West 85A 802 77/78-93 North & West 88A 802 77/78-100 North & East 89A 702 77/78-100 North, East & South 90A 703 77/78-100 West & South 91A 803 77/78-100 tvlorth & West 94A 805 77/78-107 North & East 95A 706 77/78-107 East & South 96A 707 77/78-106 South a West 97A 806 77/78-106 North. South & West 99A 703/803 105/106-110 West

P1 163902 Page 7 30 May

NISTNCSTAR 1-1 C, WTC Investigation 331
Appendix G

X TTR A - One and Two World Trade Center J^JUlViV. Struciura! integrity inspection Accessible Columns

5. LIST OF INSPECTED COLUMNS - 2 WTC

Elevator Column Pit/Floors Face Of Column

Shaft/Pit* Number Inspected Inspected

3B(SO| 907 2-44 East & South 4S(SO) 906 2-44 North 8B(SO) 903 2-44 Soutti & West

9B{SO) 902 2-44 North 16B{SO) 603 2-78 North 17B(S0) 604 2-78 South & West

25B{PO) 708 81 East & South 28B(PO) 707 B1 East & South 29B{PO) 806 81 North & West

ri)/ HI oOUtn & WeSi

37BfPO) 701 81 North & West 40B 702 B1/2-32 South & West

41BCSO} 802 2-32 South & West

4Dt5 filo tilfZ-od oouin a vvesi 478(SO) 803 2-40 South & West

49B(SO) 703 2-74 North 73B{SO) 703 44-74 South & West

74B(SO) 803 44-74 South & West

76B(SO| 807 78-86 East & South 77B(SO) 708 78-86 East & South 82B{SO) 801 78-93 North, East & West

83B(SO) 701 78-93 North, East & West

84B 702 77/78-93 East & South

85B 802 77/78-93 East & South

94B 805 7X78-107 North & East

95B(SO) 706 78-107 North & East

• (SO) Refers to the shaft only, not the pit

• (PO) Refers to the pit only, not the shaft

P 1163902 Page 12 30 May

332 NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

T A One and Two World Trade Center -Lj 1 LXx Structural Integrity Inspection Accessible Columns

5. LIST OF INSPECTED COLUMNS - 2 WTC (continued)

Previously Inspected

Elevator

Shaft/Pit Column

Number

Pits/Floors Inspected Face Of Column

Inspected

1

* QC5 BZ'2-44 East & South OR Nortti

OD^i Qn7 DC n.3Si 01 oouin 4B(PO) Klnrth yuo RO/E21 AA coSl & oOUin 68 Pact fL Qrii ifh 7B 903 BZ'2-106 Nortti 8B(PO) 903 B2 East & South 9B(PO) 902 B2 North 108 908 82/'2-44 East & South 11B 901 Ba'2-44 North &East 12B 601 822-44 North &Wes;

13B 602 B2'2-78 South &Wes!

148 602 B2'2-78 North 15B 603 32-2-78 South & West

16B(PO) 603 84 North 17B(PO) 604 84 South & West

168 605 82/2-78 North & West

19B 606 B2'2-78 South 20E 605 822-78 North & West 21B 607 B22-78 South 22B 607 B2/2-78 North & West

238 606 B2'2-78 South & West 248 807 83/2-15 West & South 25B(SO) 708 2-16 East & South 28B(SO) 707 1-16 East & South 29B(SO) 806 1-16 North & West

P1 163902 Page 13 30 May

NISTNCSTAR 1-1 C, WTC Investigation 333
Appendix G

One and Two World Trade Center

Stnjctural Integrity Inspection Accessible Colunnns

5. LIST OF INSPECTED COLUMNS - 2 WTC (continued)

Previously Inspected (continued)

30B 806 B 1/2-24 South & West

31B(S0) 707 2-24 East & South 34B 706 B 1/2-23 North & West 35B 805 81/2-23 North & West 36B 801 B3/2-32 North & Wes!

37B{SO) 701 2-32 North & East 41B(PO) 802 B3 South & West 428 802 B3'2-40 North & West 438 7C2 B 1/2-40 North & West

47B(PO) 803 83 South & West 488 905 B3/B1-40 North & East

498) PO) 704 B3 South & West 508 704 B6.'2-108 East & South SOB 803 86/2-108 North 51B S07 43/44-54 South & West 52B 708 43/44-54 South & West

553(PO| 707 43 Nonh, East & West

55B(SO) 707 45-64 East & South 56B(PO) 806 43 North, East & Wes!

56B{SO} 806 45-54 Nonh & West 57B 806 43/44-61 South & West 58B 707 43/44-61 East & South 61B 706 43/44-61 North & Wes? 62B 805 4a'44-61 North & West

63B{PO) 801 43 North, East & West

63B(SO) 801 44-67 North & West

64B{PO) j 701 43 North, East & West

64B(SO) i 701 44-67 North & West

P 11 63902 Page 14 30 May

334 NISTNCSTAR 1-1 C, WTC Investigation
Supporting Documents

One and Two Worid Trade Center

Stnjcturai Integrity Inspection Accessible Columns

5. LIST OF INSPECTED COLUMNS - 2 WTC (continued)

Previously Inspected (continued)

Et6V3tor Column Pit/Floors Face Of Column

Shaft/Pif Number Inspected Inspected

67B(PO) 702 42 East. South & West

67B(SO) 702 44-57 East & Soun

68B(PO) 802 43 East. South & West

68B(SO) 802 44-67 South & West 698 602 43/44-74 North & West 70B 702 43/44-74 North & West

73B(PO) 801 43 East. South & West 74B 701 43 East. South & West

76B(PO) 702 / / East. South & West

77B(PO) 802 77 East, South & West

78B(PO) 707 76 North. East & West

78B(SO) 707 78-86 North & East 79B(PO) 806 76 North, East & West

79B(SO) 806 78-86 North & East 82B(PO) 801 77 North. East & West

83e(PO) 701 77 North. East & West 888 802 77/78-100 East. South & Vyest 89B 702 77/78-100 East. South & West 90B 703 77/78-100 East & South

91

B

803 77,78-100 West & South 95B(PO) 706 77 West & North 96B 707 77,78-106 East. South & West 97B 806 77/78-106 East, South & West 99B 703/803 105/106-110 South

LERA

P11 63902 Page 15 30 May

NISTNCSTAR 1-1 C. WTC Investigation 335
Appendix G

Historical Review of World Trade Center Damping Units (VVTCI-230-L)

HisJerical Review of WoHd Trade Center Damper

Ming-Las f.aj

Date Es'eni Stiffness. kip/0 02" .75 T

9/5/69 Spcaficaiion defines stiffness and Warranty 6< F < 20

3/12/70 to Made Lots 1-43 and 50 about 20.000 clampers Avg=]4J6S

Lowesi-oflS

dampers = 10.17S

Highest of 5 dsmpers = 17 157

"Tr.uh lot (I'-^O to 475-Thrmper5) Tc;»gd 5 for siiffhess. S dampers for strength, 5 dampers for

live year storage sn corUrolkd lempeiaiure and

relative hairiidity at 3M to fomi 4 guarantee lots (tola! 23? dampers)

9/24/7 1 to 10/20/76

3M retained txtra tJumpcrf; from gtiaranitre Lots I

(first 12 acceptance lots) and Loi 4 (last 10 acceptance lots) for tntemaJ icstinc; besides the 5 year test required by Port Amhority, Dampers were

in temperature and humidify contrclled room 3M tested 8 dampers every 6 momhs for 5 years

dropped from

n 92 to 9.987

5/7/75 6 fires set by arsonss! in VVTC Towers.

tested 3 damjjers from tlih iloor ofWTC

Tower A

spnng to end

of ]9?6

Completed 5 year test for the four guarantee lots Poa aaihoriiy accepted \ht results.

Shipped 162 dampers to Port Atithority

2 1 dampers held by 3M (3M paid)

10 ? accepted

5/S/8

!

10 year aginsj data on 3M retaias, A report was

eenerated bv Calcw-ell

-JML. < III! Ml

95

7/6/82 Robertson submit ied Port Authority the report by

Caldwell on 3M in-hoose testing showing decrease

in stiffness

Caldwcii suggested te^ $ dampers from each tower and 6 dainpers from storage

1/I0/S3 Caldwell told A D Nelson that gradual deUmination

of the 50 layers may be responsible for the decrease

in stifFnest: This delamtnauon ibpor)' was shown in Caldwell's ftvc and ten year a«it*.e repon and was

336 NISTNCSTAR 1-1C, WTC Investigation
Supporting Documents

i i!-.o-.vri io Port Au!h-:-r:;v I !\ jbcrrscr. 7/6-'^:'

1 2/ 1 7/3? j c Jan-.fKiri- fjoa each co-.v^r anJ 9 from siorage {2

1

I cou!) to 3Ni ibr lojiis^. C).a3 shovvii in ihe plot

, Jj;jJ i 9 ^3 Tnii -.va^ the rirsi ivs^caui;-: rest of

; 4.-20/76 !0

1 6,'S/s [ anc

! n/9/S3

K per C 02 =1 1.9 {'l;2C//5)

7CP(6/S/31)

1 3 037 {6/S/8 ; after in 300 f for iwu hours

with £ C-damp cn the camper)

1 5 278 ( 1 1/9.'SjJ

Sep: 157S

and

: Feb

i

t 1 6 0 :t of 1 62 storage diniptjrs by Pon Authoriiy

. vver- tested twice ty D K Guiia of Pon Aulhorily

Enc-.ncering Depanmsr.t

A 1 near regression of the averaged stiffness kips/in

W2> shown as 759 5$-57,562(lempera:ureT-75

T .-0.059; where t is number ofdays between date

or testing and manufacturing

12,2 and

11 0

4/4/84 Wind storm hit WTC Maxjmum acceleration 27

r:g which is equivalent lo 27" sway. Maximum acceleration recorded was 37 mg on

,OSih floor of Tower A on 3/21/Sl

July and

October 19S4

Under Dr. P. Mahmoodi:

3M put 4 lA'DT on 4 Tower A dampers per floor cn 74ih and 104ih floors lo test dampers in-place.

5M tested 22 dampers from Tower A» and 10

damper from \\TC stored spares. Data plotted and

not showri a significant difference compared to 1985

test.

SI05 for 16

dampers from

TowcT A.

8698 for 10 stored

dajnpers

7/17/S4 Vv'irid ar.tfii.orrie:cr and recorder installed on WTC.

]C/l/i9S4 Report by Robeaion, Fosvler & Ass. on

'Tnvestisacion of Aging Effects World Trade

Center Dampeis "

10/25/95 5?5 Tested! 36 "IC Reapers In Storage 6,7 Average

Sange: 7. o- 10.1

1 1/II/SS 3M tested 4 dariipers from VyTC Tower 7810

12/ IS/95 3M tested 4 dacnpcrs from WTC Tower Damper

di:^.ptacement was measured by LVDT

7292

NISTNCSTAR 1-1C. WTC Investigation 337
Appendix G

This page intentionally left blank.

338 NISTNCSTAR 1-1C, WTC Investigation