NATL INST. OF STAND & TECH N!ST

PUBLICATIONS

NIST Special Publication 1000-5

June 2004

Progress Report on the

Federal Building and Fire Safety

Investigation of the

World Trade Center Disaster

Volume 3

Contains Appendices D, E, and F

lOO

V- 3

National Institute of Standards and Technology • Technology Administration • U.S. Department of Commerce
i
NIST Special Publication 1000-5

June 2004

Progress Report on the

Federal Building and Fire Safety

Investigation of the

World Trade Center Disaster

U.S. Department of Commerce

Donald L. Evans, Secretary

Technology Administration

Phillip J. Bond, Under Secretary for Technology

National Institute of Standards and Technology

Arden L. Bement, Jr., Director

Volume 3

Contains Appendices D, E, and F

June 2004
Disclaimer

Certain commercial entities, equipment, products, or materials are identified in this document in order to describe a procedure or concept adequately or to trace the history of the procedures and practices used. Such identification is not intended to imply recommendation, endorsement, or implication that the entities, products, materials, or equipment are necessarily the best available for the purpose. Nor does such identification imply a finding of fault or negligence by the National Institute of Standards and Technology.

Disclaimer

The policy of NIST is to use the International System of Units (metric units) in all publications. In this document,

however, units are presented in metric units or the inch-pound system, whichever is prevalent in the discipline.

Use in Legal Proceedinqs

No part of any report resulting from a NIST investigation into a structural failure or from an investigation under the

National Construction Safety Team Act may be used in any suit or action for damages arising out of any matter mentioned in such report (15 USC 281a; as amended by P.L. 107-231).

National Institute of Standards and Technology Special Publication 1000-5

Natl. Inst. Stand. Technol. Spec. Publ. 1000-5, 1,054 pages (June 2004)

CODEN: NSPUE2

U.S. GOVERNMENT PRINTING OFFICE

WASHINGTON: 2004

For sale by the Superintendent of Documents, U.S. Government Printing Office

Internet: bookstore.gpo.gov — Phone: (202) 512-1800 — Fax: (202) 512-2250

Mail: Stop SSOP, Washington, DC 20402-0001
List of Tables

Table F-1 . Identified exterior column panel pieces from WTC 1 and WTC 2 F-6

Table F-2. Partially identified exterior column panel from WTC 1 or WTC 2 F-7

Table F-3. Identified pieces of core column material from WTC 1 and WTC 2 F-8

Table F^. Other built-up box columns and wide flange sections from WTC 1 and WTC 2 with

ambiguous stampings and/or markings F-8

Table F-5. Examples of column types with corresponding plate gages F-1

Table F-6. Specified and observed minimum yield strengths for positively identified exterior

column panels F-1

Table F-7. Specified and observed column types for positively identified exterior

column panels F-1

Table F-8. Specified minimum yield strengths from WTC 1 and WTC 2, along with the observed

stampings, used to positively identify some exterior column panels F-1

Table F-9. Specified column types of exterior panels from WTC 1 and WTC 2, along with the observed stampings, used to positively identify some exterior column panels F-1

Table F-10. Information used to determine the identification of exterior panel M-2 F-21

Table F-1 1 . Listing of recovered exterior column panels with specified minimum yield strengths

and thicknesses for columns and spandrels F 39

F-iii
Appendix F

This page intentionally left blank.
Master Table of Contents

Volume 1

Table of Contents

List of Acronyms and Abbreviations

Metric Conversion Table

Preface

Executive Summary

Chapter 1 Interim Findings and Accomplishments

Chapter 2

Progress on the World Trade Center Investigation

Chapter 3

Update on Safety of Threatened Buildings (WTC R&D) Program

Chapter 4

Update on WTC Dissemination and Technical Assistance Program

Volume 2

Table of Contents

List of Acronyms and Abbreviations

Metric Conversion Table

Appendix A

Interim Report on the Analysis of Building and Fire Codes and Practices

Appendix B

Interim Report on Development of Structural Databases and Reference Models

for the WTC Towers

iii
Table of Contents

Appendix C

Interim Report on Analysis of Aircraft Impact into the WTC Towers

Volume 3

Table of Contents

List of Acronyms and Abbreviations

Metric Conversion Table

Appendix D

Interim Report on Preliminary Stability Analysis of the WTC Towers

Appendix E

Interim Report on Contemporaneous Structural Steel Specifications

Appendix F

Interim Report on Inventory and Identification of Steels Recovered from the

WTC Buildings

Volume 4

Table of Contents

List of Acronyms and Abbreviations

Metric Conversion Table

Appendix G

Interim Report on Significant Fires in WTC 1, 2, and 7 Prior to September 11, 2001

Appendix H

Interim Report on Evolution of WTC Fires, Smoke, and Damage based on Image Analysis

Appendix I Interim Report on Assessment of Sprayed Fireproofing in the WTC

Towers—Methodology

iv
June 2004 Progress Report

Volume 5

Table of Contents

List of Acronyms and Abbreviations

IVIetric Conversion Table

Appendix J

Interim Report on Experiments to Support Fire Dynamics and Thermal

Response Modeling

Appendix K

Interim Report on Subsystem Structural Analysis of the WTC Towers

Appendix L

Interim Report on WTC 7

Appendix M

Interim Report on 2-D Analysis of the WTC Towers Under Gravity Load and Fire

Volume 6

Table of Contents

List of Acronyms and Abbreviations

Metric Conversion Table

Appendix N

Interim Report on Analysis of First-Person Accounts from Survivors of the WTC

Evacuation on September 11, 2001

Appendix O

Interim Report on Telephone Interviews

Appendix P

Interim Report on Emergency Communications

Appendix Q

NIST's Working Hypothesis for Collapse of the WTC Towers
Table of Contents

This page intentionally left blank.

vi
List of Acronyms and Abbreviations

AAPOR American Association of Public Opinion Research

ABC American Broadcasting Company

ACI American Concrete Institute AISC American Institute oi Steel Construction

AISI A " T J Ox 1 I J.' J. A. American Iron and Steel Institute ALE Arbitrary-Lagrangian-Evlerian

AMCBO Association oi Major City/County Building Onicials

ANSI A ' XTj_* J JT i'ii American National Standards Institute ANSYS finite element model

ARA Applied Research Associates, Inc. ASCE Amencan Society oi Civil Engineers

ASHRAE American Society of Heating, Rerrigerating and Air-Conditionmg Engineers, Inc ASME American Society or Mechanical Engineers

ASTM ASTM International

AWS American Welding Society

BULA Building Officials and Code Administrators

BOCA/BBC BOCA Basic Building Code

BPAT Building Performance Assessment Team

BPS Building Periormance Study

BSl British Standards Institution

C/F cancer tree CAT! computer-assisted telephone interviews

CBR chemical, biological, and radiological

CBS Columbia Broadcasting System

CERF Civil Engineering Research Foundation

CFD computational fluid dynamics

CIB International Council for Research and Innovation in Building and Construction

CII Construction Industry Institute CNN Cable News Network

vii
List of Acronyms and Abbreviations

CPP Cermak Peterka Peterson Inc. CPU central processing unit

CRT cathode-ray tube

CTB&UH Council on Tall Buildinps and T Irban Habitat

CTE coefficients of thermal expansion

DC/F BlazeShield OC/F fire nrotective insulation

DL dead load

DTAP dissemination and technical assistance program

EMS Fmerpencv Medical Service

EMT Fmerpencv emergency Medical Meaicai Team leam ^

ER&S Emory Roth & Sons

FBI XFederal WX CiX JBureau f \«iX \A of\-' I Investigation XXIVW^II vX v/XX FCA Fliix corpfi five FDNY New York City Fire Department

FDS J-Fire IX w Dvnamics y XIUXXXXVL7 Simulator XXXX L4-XC4.1.V/X FE finite element

FEA finite element analysis

FEM finite XXXXXIW element V'XwXXXwXXl model lllV^vXwX FEMA Fpdpral Fmprppnrv Manappmpnt Appnrv

FMRC XFactorv C4 w i 1 y Mutual 1 v X ui uux Research x vv* V'UX w x i Com \^ v^x ij • r- FSI XFire-Structiirp XX W IX WiV' lUiXw XlllVi'XXCXwW Intprface

FVM Finitp Volump Mpthod

GFl Government Furnished Information

GG pIhss ovpr plass

GHz giaahprtz

GMS LLP Ciils?iti7 MuTTfiv Stpficplc T T P

HAZ

HNSE Hugo Nue Schnutzer East

heat release rate HVAC heating, ventilating, and air conditioning

lAQ indoor air quality

IBC International Building Code

viii
June 2004 Progress Report

ICBO TntpmationPil Conference of Ruildinp Offiripil*;

Tntpmjitionjil (^ode r^oiinril

JJ.VX TMTT± ± TntpOTfitprl IV^aniifaptiirmo' TppnTiolno'v

TFK JToVin Willi XF. X^Wllli^Uy ICpnnpHv XJ-ll-Vl Tntpmationj^l IlCltlv/llCil iLll Aimort L/v71 L

ITS JdlJClil Tanan TnHn*;fnal J.111J.L1311 Icll OlClilUcllU ^tanHarH

T FRA I p<ilip P RnhpT*t*i;on A<;^npiJitPQ

i—'Cll T arcTP FHHv M—i\X\Ay ^imTilation l3 II 1 1 Li iClLlWll

[ T livp 11 V V lo?iH Iv/ClU

T ivprmnrp ^0"fr\A/;irp TppVinnlncrv C^r\rr\r\vcifir\T\ MBC BOCA National Building Code

ivitiiiiducii \/liiTiipmal r^oHp v_ nf C^\^^cc^oc\ vj^t' yjx v^iii^ci^vj

iVUT MPT1 IV/TpcQ^iCTP Pjiccintj Intprfapp

NRr i ^ diiwiicii -Ui vjciuv.'Cio tiii^ v_ \jj iiuciii y NRFII XJafionpil 1X111\J1IC11 JJUdll-l RojirH nfVJi iPirp lie I^^lll_l^l InHprwntprQ Wllltlo

L ^ V_. 01_> l3 Xlafionjil i^idllVJlidl r^ATifprPTipp V^Uliitl dlL/fc of ^tatPQ on RnilHino" f~^nHpQ ^tanHarHQ Ttip yJX OldlCo \J11 ULillVXiXl^ X^lJUCa OC OLdXXlXdlUo^ lllL/

Njitionjil INdlXVJXldX f~^nn<;tT*nption V_^lJXXolX U.dX\JXl ^Jifptv OdXtiy TpjiTn 1 C-dXXX NFMA NJational 1 ^ dlXlJXIdl l-^X^V^ Plpptripal IX XV.'dX IVXdll IVTaTiiifjipfiirprQ UXdV^ ILIX o .r^odV^V.'ldllWIl A *;^npi?itioTi NFPA Tslpitinnpil i^dllV^lidl Pirp 1 11 V XProtpptinn 1 v/LVb/V^ 1 1 1 /VOOV'VIdtlVJll A*j<inpi?ition

Nfjitional 1 ^ dII wild1 IIl^lI Tn*i;titiitp ILllx./ ofKJL I^RnilHincr LlIIUIIl^ ^Pipnpp<i kJ^I^IIVi/V'3 NIST NJational l^dLlWlldl XlldLllLlLV' In^titiitp of\J X SltfinHarrl*\ O tdllUdl Uk3 JinH dllU. Tpphnolopv X W^llllWlW^ V NYC New York Citv

NYCRr TsJpw i^^W V^ork" 1 WI IV r^itv \^ 1 1 RiulHincT (^oHp y XJLtllLlIIl^ V- WVJ^ NYCDOB TSIpw 1 ^ W VV V^orW X Wl IV r^itv V^liy l_y Opnartmpnt ^ L/dl llil^ll I of\J L 1^RiiilHino"*? LillU-lXi^O NYPD New York Citv Police Oenartment

NYSBC New York State Building Construction Code

P.L. Public T aw

PANYNI 1Port vjx I /T-Uiiiwi AiitVioritv luy ofyj L Npw i^t-w York i wi iv i^nH diiu Npw i^^w jviov^y Tpr<jpv

PAPD Port Aiithoritv Police Denartment

PC&F Pacific Car and Foundry

PDM Pittsburg-Des Moines

PONYA Port of New York Authority

R&D research and development

ix
List of Acronyms and Abbreviations

RWDI Rowan Williams Davis and Irwin, Inc. SBCCI Southern Standard Building Code

SDL superimposed dead load

SDO standards development organization

SEAoNY Structural Engineers Association of New York

SFPE Society of Fire Protection Engineering

SFRM spray-on fire resistant material or sprayed fire resistive materials

SHCR Skilling, Helle, Christiansen, & Robertson

SI metric ^

SLB short legs back-to-back

SMA Shielded Metal Arc

SOD Special Operations Division

SOM Skidmore, Ownings & Merrill

SPH Smoothed Particle Hydrodynamics

SQL Structured Query Language

SWMB Skilling, Ward, Magnussen, and Barkshire

TL Truss Lower Chord

TM Truss Middle Chord

TU Truss Upper Chord

UBC Uniform Building Code

UL Underwriters' Laboratories, Inc. use United States Code

USM United States Mineral Products Co.

VCBT Virtual Cybernetic Building Testbed

WABC WABC-TV New York

WCBS WCBS-TV New York

WF wide flange (a type of structural steel shape now usually called a W-shape). ASTM A 6

defines them as "doubly-symmetric, wide-flange shapes with inside flange surfaces that are substantially parallel."

WNBC NBC4 New York

WNYW F0X5 New York

WPIX WPIX-TV New York

WTC World Trade Center

X
June 2004 Progress Report

WTC 1 World Trade Center Tower 1 WTC 2 World Trade Center Tower 2

WTC 7 World Trade Center Building 7

xi
List of Acronyms and Abbreviations

Abbreviations

X by + plus or minus

°c degrees Celsius

op degrees Fahrenheit

|am micrometer

2D two dimensional

3D three dimensional

cm centimeter

ft foot

ft- square foot

yield strength (AISC usage)

g acceleration (gravity)

g gram

gal gallon

h hour

in. inch

kg kilogram

kip a stress unit equal to 1,000 pounds

kJ kilojoule

kN kilonewton

kPa kilopascal

klb 1,000 pounds

ksi 1 ,000 pounds per square inch

kW kilowatt

kW/m" kilowatts per square meter

L liter

lb pound

m meter

-> m" square meter

mm millimeter •

m/s meters per second
June 2004 Progress Report

mill IIIlllUlC

A/f T iVlJ megajoule

MPa

mph miies per nuur ms niiCroscCoriQ

IVl MWvv lllCga wdii NIN lie W lUll

PaJT a. L/udCdl

r^niinrlc UVJU-llClo t^pt L/tl r*iiHir* CU-UIL/ fnnt IVJ^Jl

plf pounds per linear foot

psf pounds per square foot

psi pounds per square inch

s second

xiii
List of Acronyms and Abbreviations

\

This page intentionally left blank.

xiv
Metric Conversion Table

To convert from to Multiply by

AREA AND SECOND MOMENT OF AREA

square foot (fr)

square inch (in")

square inch (in")

square yard (yd")

square meter (m")

square meter (m")

square centimeter (cm'

square meter (m^)

9.290 304 E-02

6.4516 E-04

6.4516 E+00

8.361 274 E-01

ENERGY (includes WORK)

kilowatt hour (kW * h)

quad (1015 BtulT)

therm (U.S.)

ton of TNT (energy equivalent)

watt hour (W * h)

watt second (W * s)

joule (J

joule (J

joule (J

joule (J

joule (J

joule (J

3.6 E+06

1.055 056 E+18

1.054 804E+08

4.184 E+09

3.6 E+03

1.0 E+00

FORCE

dyne (dyn)

kilogram-force (kgf)

kilopond (kilogram-force) (kp)

kipd kip=1000 Ibf)

kip(l kip=1000 Ibf)

pound-force (Ibf)

newton (N)

newton (N)

newton (N)

newton (N)

kilonewton (kN)

newton (N)

1.0 E-05

9.806 65 E+00

9.806 65 E+00

4.448 222 E+03

4.448 222 E+00

4.448 222 E+00

FORCE DIVIDED BY LENGTH

pound-force per foot (Ibf/ft)

pound-force per inch (Ibf/in)

newton per meter (N/m)

newton per meter (N/m)

1.459 390 E+01

1.751 268 E+02

HEAT FLOW RATE

calorieth per minute (calth/min)

calorieth per second (calth/s)

kilocalorieth per minute (kcalth/min)

kilocalorieth per second (kcalth/s)

watt (W)

watt (W)

watt (W)

watt (W)

6.973 333 E-02

4.184 E+00

6.973 333 E+01

4.184 E+03

XV
Metric Conversion Table

To convert from to Multiply by

LENGTH

foot (ft) meter (m) 3.048 E-01

inch (in) meter (m) 2.54 E-02

incii (in) centimeter (cm) 2.54 E+00

micron (m) meter (m) 1.0 E-06

yard (yd) meter (m) Q 1 AA P n 1 y. 14'+ C.-U1

iviAao and iViuiviii,rN i \jt irNt^Ki ia

Iciiogram-force second squared

per meter (kgf * s"/m) kilogram (kg) 9.806 65 E+00

pound foot squared (lb * ft") kilogram meter squared (kg * m") 4.214 011 E-02

pound inch squared (lb * in") kilogram meter squared (kg * m") 2.926 397 E-04

ton, metric (t) kilogram (kg) 1.0 E+03

ton, short (2000 lb) kilogram (kg) 9.071 847 E+02

MASS DIVIDED BY AREA

pound per square foot (lb/ft") kilogram per square meter (kg/m~) 4.S62 4/0 b+UO

pound per square inch

{no! pound force) (lb/in") kilogram per square meter (kg/m") 7.030 696 E+02

MASS DIVIDED BY LENGTH

pound per foot (lb/ft) kilogram per meter (kg/m) 1.488 164 E+00

pound per inch (lb/in) kilogram per meter (kg/m) 1.785 797 E+01

pound per yard (lb/yd) kilogram per meter (kg/m) 4.960 546 E-01

PRESSURE or STRESS (FORCE DIVIDED BY AREA)

kilogram-force per square centimeter (kgf/cm') pascal (Pa) 9.806 65 E+04

kilogram-force per square meter (kgf/m^) pascal (Pa) 9.806 65 E+00

kilogram-force per square millimeter (kgf/mm") pascal (Pa) 9.806 65 E+06

kip per square inch (ksi) (kip/in') pascal (Pa) 6.894 757 E+06

kip per square inch (ksi) (kip/in') kilopascal (kPa) 6.894 757 E+03

pound-force per square foot (Ibf/ft") pascal (Pa) 4.788 026 E+01

pound-force per square inch (psi) (Ibf/in") pascal (Pa) 6.894 757 E+03

pound-force per square inch (psi) (Ibf/in") kilopascal (kPa) 6.894 757 E+00

psi (pound-force per square inch) (Ibf/in") pascal (Pa) 6.894 757 E+03

psi (pound-force per square inch) (Ibf/in') kilopascal (kPa)

xvi

6.894 757 b+UU
June 2004 Progress Report

To convert from to Multiply by

TEMPERATURE

degree Celsius (°C)

degree centigrade

degree Fahrenheit (°F)

degree Fahrenheit (°F)

kelvin (X)

kelvin (K)

degree Celsius (°C)

degree Celsius (°C)

kelvin (K)

degree Celsius (°C)

T/K = t/°C + 273.15

t/ °C * t /deg. cent.

t/°C = (t/°F2 32)/1.8 T/K = (t/°F + 459.67)/ 1.

t/°C = T/K 2 273.15

TEMPERATURE INTERV AL

degree Celsius (°C)

degree centigrade

degree Fahrenheit (°F)

degree Fahrenheit (°F)

degree Rankine (°R)

kelvin (K)

degree Celsius (°C)

degree Celsius (°C)

kelvin (K)

kelvin (K)

1.0 E+00

l.OE+00

5.555 556 E-01

5.555 556 E-01

5.555 556 E-01

V ELOCITY (includes SPEED)

foot per second (ft s)

inch per second (in/s)

kilometer per hour (km/h)

mile per hour (mi h)

mile per minute (mi/min)

meter per second (m/s)

meter per second (m^s)

meter per second (m/s)

kilometer per hour (km'h)

meter per second (m/s)

3.048 E-01

2.54 E-02

2.777 778 E-01

1.609 344 E+00

2.682 24 E+01

VOLUME (includes CAPACITY)

cubic foot (ft^)

cubic inch (in^

cubic yard (yd^)

gallon (U.S.) (gal)

gallon (U.S.) (gal)

liter (L)

ounce (U.S. fluid) (fl oz)

ounce (U.S. fluid) (fl oz)

cubic meter (m )

cubic meter (m^)

cubic meter (m^)

cubic meter (m^)

liter (L)

cubic meter (m')

cubic meter (m^)

milliliter (mL)

2.831 685 E-02

1.638 706 E-05

7.645 549 E-01

3.785 412 E-03

3.785 412 E+00

1.0 E-03

2.957 353 E-05

2.957 353 E+01

xvii
Metric Conversion Table

This page intentionally left blank.

c

xviii
Table of Contents

List of Figiires D-ii

List of Tables D-iii

Appendix D

Interim Report on Preliminary Stability Analysis of the WTC Towers D-1

D. 1 Introduction D-1

D.2 Model Description and Assumptions D 1

D.2. 1 Steel Properties D-2

D.2. 2 Boundary Conditions: Spring Supports D-2

D.2. 3 Floor Systems D-3

D.2.4 Applied Loads D-3

D.3 Analysis Procedures D-5

D.3 . 1 Staged Construction D-6

D.3. 2 Eigenvalue Buckling Analysis D-7

D.3. 3 Redistribution of Forces within the Core Areas D-8

D.3.4 Nonlinear Analysis with Plastic Hinges D-10

D.4 Results D-11

D.4. 1 Results of Linear Stability Analysis D-1

D.4. 2 Results of Redistribution of Forces within the Core Analysis D-1

D.4. 3 Results of Nonlinear Analysis D-14

D.5 Summary and Preliminary Findings D-19

D-i
List of Figures

Figure D-1 . Plan of typical truss-firamed floor with loading areas indicated

Figure D-2. Plan of typical core column layout D-9

Figure D-3. North and south elevations of WTC 1 indicating columns and spandrels removed due

to aircraft impact and fire effects D-10

Figure D^. Load vs. deformation in column 1 11 at floor 98 (north face, west side of damage) D-16

Figure D-5. Load vs. deformation in column 145 at floor 95 (north face, east side of damage) D-17

Figure D-6. Load vs. deformation in column 332 at floor 97 (south face, west side of damage) D-17

Figure D-7. Displacements and locations of plastic hinges in the north and south exterior walls of

WTC 1 after impact D-19

Figure D-8. Displacements and locations of plastic hinges in the north and south exterior walls of

WTC 1 after impact and fire D-20

D-ii
List of Tables

Table D-1 . Steel strength used in the reduced tower model D-3

Table D-2. Superimposed dead load and service live load on typical floor D~5

Table D-3. Dead, superimposed dead, and live loads on mechanical floors D-5

Table D^. Core columns removed from WTC 1 , assumed destroyed by aircraft impact D 9

Table D-5. Ultimate tensile capacities of core column splices D-1

Table D-6. Tensile loads on columns above damaged area, and column load to ultimate capacity

ratios for Core Damage Case 1 D-1

Table D-7. Tensile loads on columns above damaged area, and L/C ratios indicating likely

progression of splice failures for Core Damage Case 2 D-1

Table D-8. Distribution of loads on exterior walls and core columns at floor 99 for Core Damage

Case 2 D 18

Table D-9. Hinge states of members where plastic hinges formed during nonlinear analysis D-1

D-iii
Appendix D

This page intentionally left blank.

D-iv
Appendix D

Interim Report on Preliminary Stability Analysis of the

WTC Towers

D.1 INTRODUCTION

The objective of this appendix is to present preliminary system stability analyses of the World Trade

Center (WTC) towers to: (1) examine the overall stability of the towers when floors are removed;

(2) study possible redistribution mechanisms when core columns are destroyed by aircraft impact; and

(3) study the response of the tower when columns and spandrels in the exterior walls and columns in the core are destroyed by aircraft impact, and columns in the exterior are damaged due to the subsequent

fires, as observed in photographs and videos of WTC 1 . The analyses use a reduced and modified

version of the global reference structural model of WTC 1 and the model of a typical truss-framed floor

(floor 96 of WTC 1), both developed within the framework of Project 2 of the investigation using

SAP2000, version 8 (see Appendix B). Although analyses are conducted using models of WTC 1, some

of the results and findings apply to WTC 2 as well.

The analyses use a staged construction technique to account for the sequential construction of the towers,

especially in the zone of the hat trusses. Linear buckling analysis and nonlinear analysis with plastic

hinges are used in the reduced global model of WTC 1 to study the effects of removal of, respectively,

floors and damaged exterior and core columns, representing the effects of aircraft impact and subsequent

fire effects. In addition, a linear analysis of the typical floor model is used to study the load redistribution

mechanisms after losing columns in the core of the tower.

Section D.2 presents a description of the reduced global model of WTC 1 used in this study, including the modifications that were made to the reference model. Section D.3 outlines the analysis procedures,

including the staged construction methodology, the eigenvalue buckling analysis, the nonlinear analysis

with plastic hinges, and the linear analysis of the typical floor model. The results of these analyses are presented in Section D.4, and Section D.5 presents a summary of the analysis and results.

D.2 MODEL DESCRIPTION AND ASSUMPTIONS

The models considered for the preliminary system stability analyses of the WTC towers were based on

the reference structural analysis global model of WTC 1 and the typical truss-framed floor model

developed by the firm of Leslie E. Robertson Associates, R.L.L.P. (LERA) under contract from NIST

within the framework of Project 2. These reference models, developed using Computers and Structures,

Inc.'s SAP2000 Software, Version 8, were reviewed and approved by National Institute of Standards and

Technology (NIST) (see Appendix B). The reference global models are linear elastic, three-dimensional

structural analysis models and include the 1 10-story above grade structure and 6-story below grade

structure for each of the two towers. The original models use frame elements to represent the exterior

columns and spandrels, the core columns, and the hat trusses. Each element in the models is assigned

cross-sectional properties and steel strength according to the original design documents, as well as later modifications made to the towers.

D-1
Appendix D

A reduced version of the original WTC 1 global model was used in this project to assess typical behavior

of the intact structure, as well as the performance of the damaged structure, due to aircraft impact and fire effects. The intent of the reduced model was to minimize the computational effort without a major

sacrifice in model performance. The reduced model included the global model of the structure above

floor 84 of WTC 1 . The structure below was removed and replaced with equivalent springs as summarized in Section D.2.2. The modifications and loads applied to the model are summarized below.

The model of a typical truss-framed floor (floor 96 of WTC 1) was used to study the load redistribution

mechanisms inside the core upon losing core columns due to aircraft impact. The floor model contains all primary structural members of the floor system, including primary and bridging trusses, beams in the

core, strap anchors, viscoelastic dampers, exterior and core columns above and below floor level, spandrel

beams, and concrete slabs. The gravity loads applied to the model, including dead loads, superimposed

dead loads, and service live loads are presented in Section D.2.4.

D.2.1 Steel Properties u

The values of the yield and ultimate strengths of the structural steel used in the WTC 1 reduced tower

model were set to match the room-temperature properties, which were determined by Project 3 of the NIST investigation, by replacing the nominal strength included in the reference models with actual strength values. Project 3, "Mechanical and Metallurgical Analysis of Structural Steel," provided

estimates for typical steel properties based on test results from a limited number of steel specimens from

the towers, construction documents that indicate the occasional substitution of higher strength steels for lower strength steels, and historical data from steels of that era. These estimates differentiate among

steels with the same designation from different manufacturers and from different areas of the buildings; in particular, steel in the exterior columns, core columns, and floor trusses each had slightly different

properties for steels with the same designation. In cases where steel with a particular designation had

different properties in the exterior and core columns, the properties associated with the steel in the

exterior columns were used in the reduced global model. The steel properties used for the work reported

herein are listed in Table D-1 . ^

D.2.2 Boundary Conditions: Spring Supports -

The reduced model of WTC I was supported by vertical springs assigned to each joint (core and exterior)

at floor 84. The spring stiffness coefficients were obtained from a separate model of the tower below

floor 84. For that purpose, a concentrated gravity load was applied to each column node at floor 84 of the

tower model below floor 84, and the spring stiffnesses were estimated by dividing the applied load by the measured vertical displacement of each column at floor 84. At the bottom of the reduced model, each

joint with an assigned vertical spring was restrained from horizontal translation and rotation about all three axes. These boundary conditions provided results that most closely matched those obtained from

analyzing the whole tower (i.e., all 116 floors).

D-2
Interim Report on Preliminary Stability Analysis of the WTC Towers

Table D-1. Steel strength used in the reduced tower model.

Model Yield Strength Model Ultimate Strength

Design Yield Strength F,

ksi (MPa) ksi (MPa) ksi (MPa)

36 (248.2) 35.6(245.5) 61.2(422.0)

42 (289.6) 53.1 (366.1) 74.9(516.4)

45 (310.3) 53.1 (366.1) 74.9(516.4)

46 (317.2) 53.1 (366.1) 74.9 (516.4)

50 (344.7) 54.0(372.3) 75.6(521.2)

55 (379.2) 60.8(419.2) 82.6(569.5)

60 (413.7) 62.0 (427.5) 87.3 (601.9)

65 (448.2) 69.6 (479.9) 90.4 (623.3)

70 (482.6) 76.7 (528.8) 92.0(634.3)

75 (517.1) 82.5 (568.8) 96.8 (667.4)

80 (551.6) 91.5 (630.9) 99.4 (685.3)

85 (586.1) 104.8 (722.6)^^ 116.0(799.8)'

90 (620.5) 104.8 (722.6)' 116.0(799.8)'

100 (689.5) 104.8(722.6) 116.0(799.8)

a. The steel fabricator used steel with a nominal strength of 100 ksi in place of steels with specified

strengths of 85 ksi and 90 ksi.

D.2.3 Floor Systems

Floor systems distribute gravity loads to the core and exterior columns. Actual member properties of the

floor elements have relatively little effect on the towers' stability, but would significantly increase model

complexity and decrease its efficiency. To capture their effect, each floor of the tower in the reduced

global model was modeled with a rigid diaphragm, except for floor 1 07 to the roof, which were modeled

using flexible diaphragms as described in Appendix B. Rigid diaphragms constrain all nodes at a

particular floor to move as a single unit. Flexible diaphragms differ only in the level of constraint. Both

types of diaphragms do not affect the relative vertical displacements of the nodes. Modeling floors with

diaphragms (rigid or flexible) ignores the floor's capability of redistributing loads from column to column

in a damaged case (particularly within the core columns). More detailed models developed within the

framework of Project 2 for the aircraft impact analysis and Project 6 for the thermal-structural and

collapse initiation analysis will address this issue.

D.2.4 Applied Loads

Gravity loads from the floor systems were applied as joint loads on columns in the model. They are comprised of: dead load (DL), which includes the self-weight of all structural members and the floor systems; superimposed dead load (SDL), which includes additional static dead loads such as partitions,

fireproofing, ceiling systems, and floor coverings; and service live load (LL) which includes occupants

and furnishings. Each load was applied to the model as a separate load case. Identical loads were used in the reduced global model of WTC 1 on floors 85 through 106. These floors were considered to be typical

floors as described below. Loads varied on floors 107 through 1 10, and on the roof The antenna load

D-3
Appendix D

(724 kips) was distributed among eight points near the center of the roof. These loads should be

considered preliminary; NIST is working with LERA to further refine them.

The loads were developed based on a realistic assessment of service loads and their distribution

throughout the towers. The service live loads were assumed to be 25 percent of the design live loads. This parametric value can easily be varied in a sensitivity analysis. Actual self-weights were used for the

dead loads, and additional loads on the mechanical floors were accounted for explicitly.

The detailed model of a typical truss-framed floor, floor 96 of WTC 1 (see Appendix B), was used to determine the actual loads on floors 85 through 106 of the reduced global model. The detailed floor model contains four distinct areas, each with its own load, as shown in Fig. D-1 . The superimposed dead

and live loads applied to each of these areas were determined from the design documents and are listed in Table D-2. In the core, the design live loads varied from 40 psf (1.92 kN/m") to 100 psf (4.79 kN/m")

and were scaled to service live loads from 10 psf (0.479 kN/m') to 25 psf (1.20 kN/m'), while the

superimposed dead load varied from 29 psf (1.39 kN/m') to 49 psf (2.35 kNW). The loads due to the

slab, trusses, beams, columns, and spandrels were all calculated based on the actual weights of the

members. The reactions at each column due to the loads and self-weight of this typical floor were

calculated separately for the dead load and superimposed dead load cases. The weights of the columns

and spandrels were then subtracted from the DL results to determine the load on each column from the

floor system. These loads were then applied as point loads to the reduced global tower model. The loads

due to the self-weight of the columns and spandrels were calculated by the analysis software (SAP2000)

for the reduced global tower model.

Figure D-1 . Plan of typical truss-framed floor with

loading areas indicated.
Interim Report on Preliminary Stability Analysis of the WTC Towers

Table D-2. Superimposed dead load and service live load on typical floor.

Core

Long One-way

Slabs

Short One-way

Slabs Two-way Slabs

Area Ift^ (m^)l 9274(861.6) 13186 (1,225.1) 5228 (485.7) 12233 (1,136.5)

Superimposed Dead Loads fpsf ( kN/ni')/

Mechanical & electrical 2.0 (0.096) 2.0(0.096) 2.0 (0.096)

Ceiling 2.0 (0.096) 2.0 (0.096) 2.0(0.096)

Floor covering 2.0 (0.096) 2.0 (0.096) 2.0 (0.096)

Fireproofing 2.0 (0.096) 2.0 (0.096) 4.0 (0.192)

Total SDL Varies 8.0 (0.383) 8.0 (0.383) 10.0 (0.479)

Lire Loads fpsf ( kN/m')J

Service LL Varies 17.5 (0.838) 21.3 (1.020) 13.8(0.661)

For the mechanical floors (floors 107 through 1 10) and roof, the design DL, design SDL, and service LL

values were determined from the design documents and information provided by LERA. These loads,

which are listed in Table D-3, were applied as uniform loads to the typical floor model to estimate the corresponding column reactions. The column reactions were then applied as point loads on the reduced

tower model.

Table D-3. Dead, superimposed dead, and live loads on mechanical floors.

Floor 107 108 109 110 Roof

Dead Loads fpsf(kN/m')]

Concrete slab Reinforcing steel

Steel deck

Structural steel

100.0 (4.788)

2.0 (0.096)

2.0 (0.096)

13.0 (0.622)

69.0 (3.304)

3.0 (0.144)

2.0 (0.096) 20.0 (0.958)

69.0 (3.304)

3.0 (0.144)

2.0 (0.096)

20.0 (0.958)

104.0 (4.980)

3.0 (0.144)

2.0 (0.096) 20.0 (0.958)

48.1 (2.304)

2.0 (0.096)

2.0 (0.096)

(a)

Total DL 117.0 (5.602) 94.0 (4.501) 94.0 (4.501) 129.0 (6.177) 52.1 (2.496)

Superimposed Dead Loads [psf (kN/m2)J

Partitions

Ceiling

Mech. & elec.

Fireproofing

Flooring

12.0 (0.575)

2.0 (0.096)

2.0 (0.096)

2.0 (0.096) 57.0 (2.729)

10.0 (0.479)

3.0 (0.144)

5.0 (0.239)

31.0 (1.484)

10.0 (0.479)

3.0 (0.144)

5.0 (0.239)

31.0 (1.484)

50.0 (2.394)

5.0 (0.239)

50.0 (2.394)

5.0 (0.239)

5.0 (0.239)

Total SDL 75.0 (3.591) 49.0 (2.346) 49.0 (2.346) 55.0 (2.633) 60.0 (2.873)

Live Loads fpsf (kN/m2)]

Service LL 25.0 (1.197) 18.8 (0.898) 37.5 (1.796) 18.8 (0.898) 37.5 (1.796)

a. The roof structural steel is explicitly included in the tower model.

D.3 ANALYSIS PROCEDURES

Both linear and nonlinear analyses were performed on the reduced global model of WTC 1 to examine the

tower stability and assess how the tower responded to the representative impact and fire damage. Due to

D-5
Appendix D

the difference in stiffness between the core and the exterior columns, and the presence of the hat trusses, it was necessary to use nonhnear, staged construction to analyze the intact structure. Subsequently, two

different series of analyses were performed independently.

An eigenvalue-based buckling analysis was performed using the reduced global model of WTC 1 to determine the reserve capacity of the columns to buckling, and to determine how much the unsupported

column length would need to increase, through floor-constraint removal, before the columns lacked any

reserve capacity.

A nonlinear analysis of the tower with damage to exterior walls and core columns was performed on the

reduced global model of WTC 1 to determine if the tower could withstand that level of structural damage,

and to assess the response of the tower when columns are lost due to aircraft impact and fire effects.

In addition, an analysis was conducted of the typical truss-framed floor model to study the mechanism by

which the floor loads were redistributed when the core columns were severed by aircraft impact. In this analysis, the core columns that were assumed to be missing were replaced by equivalent vertical springs,

representing the stiffness of the hat trusses and columns between the affected floors and hat trusses. The

following describes the details of the various analyses.

D.3.1 Staged Construction

From a linear analysis of the response of the intact WTC towers to gravity loads, it was determined that a simple linear analysis does not produce realistic stress distributions in the core and exterior columns. All

loads in a linear model are applied instantaneously, which is not unreasonable for most structural models.

Tall buildings sustain loads gradually, as the structure is built from the ground up, and any differential deformation is accounted for during construction. In addition, the hat trusses atop the tower were applied

stress-free to the existing structure subjected to dead loads, but prior to the application of live loads. The

linear analysis (without staged construction) of the tower models resulted in unrealistic, large forces and

stresses in some hat truss members, connecting spandrels, and core columns within the hat trusses, due to differential settlement between the core and exterior columns in the model.

A staged construction analysis of the towers eliminates these nonexistent, large stresses. This method more closely approximates the way in which the towers were constructed and the loads applied. The

staged construction analysis had three stages. First, the floors below the hat truss (up to floor 106)

constituted the initial model. The dead and superimposed dead loads were applied to these elements, and

the model was analyzed. Second, the upper, remaining stories including the hat truss were added to the

model. These newly added components did not initially have internal forces or stresses, even though the

components added in the first stage were loaded and stressed. The remaining portions of the dead and

superimposed dead loads were then added to these top floors, and the model was again analyzed; this analysis continued from the stress and strain state at the end of the first stage. In the third construction

stage, the live and antenna loads were added to the entire model, and the analysis continued from the end

of the second stage. This analysis method produced reasonable stresses in the hat truss region of the

undamaged towers.

D-6
Interim Report on Preliminary Stability Analysis of the WTC Towers

D.3.2 Eigenvalue Buckling Analysis

The objective of this analysis was to assess the overall stability of one of the towers, namely WTC 1, under service loads, without any aircraft impact damage and subject to a progression of floor removal.

Stability was measured through column buckling strength, which was reduced in each column as floors were removed in the model and column unbraced lengths were increased. Floor removal was modeled by

removing the rigid diaphragm constraint at all columns, discussed in Section D.2.3, for that particular

floor. Each node within that floor was then free to translate (e.g., buckle) in either lateral direction. The

four columns above and below each removed floor were subdivided into sixteen segments per floor to achieve sufficient resolution for estimation of buckling loads. If instability was identified using a linear

stability (eigenvalue buckling) analysis, the analysis was rerun after buckled columns were removed and

their loads were redistributed to neighboring columns. This process continued until either the structure was stable or the progression of local instabilities indicated overall system instability.

The buckling analysis began with the "removal" of floor 96. The analysis calculated the load factor (eigenvalue), x, for the first buckled column. If A was greater than one, all columns were stable under the given loading condition, which signifies system stability. If A was less than one, a column had buckled

under the applied loads. This column was identified by visually examining the buckled mode shape of the

structure at the end of the analysis. Only the first buckling mode was considered in the analysis.

Buckling of a single column might not result in a collapse of the tower due to the load-redistribution

capability of the structure. To investigate overall stability, the buckled column was removed from the

model above and below the removed floor(s). Any joint loads applied to a removed column were

distributed to neighboring nodes. This eliminated any load carrying capacity of the failed column without

eliminating its applied load, but rather redistributing it. The analysis was rerun, and the next buckled

column was identified until A was greater than one or until the progression indicated that a global

instability had likely been attained. If the structure attained stability, floor "removal" progressed

sequentially to floors 95, 97, 94, 98, etc.

The linear bucking analysis in SAP2000 only provided the load factor, Al, for the linear combination of

DL, SDL, service LL, and antenna loads, but without staged construction. Since staged construction was

employed to best represent the application of these loads, A must be obtained from a relationship with Ai. The buckling load in the linear case (staged construction not used) is equal to the axial force in the critical

(i.e., buckled) column. Ft, times Al. Since the buckling load is the same in either the linear case or the staged construction case, the load factor is defined as:

where Fsc is the axial load in the same column from the staged construction analysis.

The procedure described above was also performed on the undamaged WTC 1 reduced global model with

a reduced modulus of elasticity (E') applied to all core and exterior columns directly above and below

removed floors. A value for E' equal to 21,460 ksi (E' = 0.74E), corresponding to a uniform column

temperature of 600 °C, was used in the analysis.

(1)

D-7
Appendix D

D.3.3 Redistribution of Forces within the Core Areas

Analyses of the global models of the towers indicated that when columns are severed in the exterior walls,

the walls can redistribute their load through the vierendeel action of the wall above the severed columns.

However, when columns are severed in the core, the possible load redistribution mechanisms include:

(1) load redistribution to neighboring core columns through the nonlinear, large deflection, tensile membrane action of the floor, (2) load redistribution to the hat truss through tensile loads on the columns

between the affected floors and the hat truss, or (3) a combination of both. The objective of this analysis

is to determine the actual mechanism that occurs for a given damage pattern in the core columns of

WTC 1.

The reduced global model of the tower lacks a complete floor system. As described in Section D.2.3, the

floor systems were modeled as rigid or flexible diaphragms, which do not provide a path for vertical loads

to be redistributed within the floors. Instead, when a core column is assumed to be damaged, all loads on

that column from floors above the damage zone are redistributed through the hat truss in the model. This

causes large tension forces in the damaged core columns.

A two-step approach was used to examine how the loads might redistribute. First, the typical floor model was analyzed with assumed damage to core columns. The severed columns were replaced by equivalent

vertical springs, representing the combined stiffness of the hat truss and the axial stiffness of the columns

between the floor and hat truss. In the analysis of the floor system, damage to the exterior walls of the tower was ignored, since it is assumed that the walls are capable of redistributing their loads. This

analysis estimated what portion of the load would be redistributed as forces in the springs that will be

transmitted to the hat truss, and what portion would be redistributed to neighboring columns through the

floor system. Second, the tensile capacities of the core column splices between the affected floors and the

hat trusses were estimated to determine if the columns could carry the calculated tensile loads.

To determine the equivalent stiffness of the hat truss, a separate model of the hat truss was first analyzed.

For that purpose, a concentrated gravity load was applied at the node corresponding to the severed

column, and the spring stiffness was estimated by dividing the applied load by the measured vertical displacement at that node. Then the axial stiffness of each of the columns above the damaged area was

calculated. Finally, the model of the typical floor (Floor 96 of WTC 1) was modified to simulate the case of a floor above the damaged zone of the tower. The vertical support was removed from the base of the severed core columns, and spring restraints equivalent to the combined stiffness of the columns above and

the hat truss were added to the tops of these columns. The floor model was then analyzed to determine

how the loads would redistribute.

Two damage patterns in the core of WTC 1 were considered for this analysis: the first assumes

destruction of fifteen columns (Core Damage Case 1), and the second assumes that only eight columns

were severed (Core Damage Case 2). Table D^ contains a list of core columns that were assumed to be

destroyed for both damage cases (see Fig. D-2 for column locations).

D-8
Interim Report on Preliminary Stability Analysis of the WTC Towers

Table D-4. Core columns removed from WTC 1, assumed destroyed by

Core Core Damage Case 1 Core Damage Case 2 Column Lowest Floor Highest Floor Lowest Floor Highest Floor

503 96

504 95 96 94 97

505 95 96 94 96

506 95

603 96

604 95 96 94 97

605 95 96 94 95

606 94

703 96 94 95

704 96 94 97

705 96

706 96 94

803 96

804 96

805 96

903 95 96

501

601

1 701

1801

1 901

1 1001

502

602

503 504 505

702

802

603 604 605

703 704 705 ^06

803 804 805

506

606

507

607

707

806

902

1002

903 904 905 906

1003 1004 1005 1006

a H_

907

1007

508)

608

708

807

9081

IOO81

Figure D-2. Plan of typical core column layout (courtesy FEMA).

D-9
Appendix D

D.3.4 Nonlinear Analysis with Plastic Hinges

This analysis considered the nonlinear response of WTC 1 when an estimated pattern of damage had

occurred. The damage scenario considered for this analysis included the following:

• Representative aircraft impact damage: based on photographic evidence, members in the north

exterior wall of WTC 1 that were visibly severed or missing were assumed to be incapable of

carrying load and were removed from the model, while members that appeared to be mostly intact were assumed to be capable of still carrying full load. This damage case also includes an exterior

panel in the south face of the tower (columns 329 through 331 between floors 94 and 96) that was

destroyed by the aircraft impact. In addition, eight columns in the core were assumed severed

(see Core Damage Case 2 in Table D^).

• Representative fire damage: 24 columns on the south face of WTC 1 between floors 96 and 98 were assumed to have buckled and lost all load carrying capacity. This assumption is based on

video evidence that indicates that columns in this area were visibly deformed inward a few

minutes before the tower collapsed.

The exterior members that were removed in this damage scenario are indicated in Fig. D-3

Figure D-3. North and south elevations of WTC 1 indicating columns and spandrels

removed due to aircraft impact and fire effects.

D-IO
Interim Report on Preliminary Stability Analysis of the WTC Towers

To estimate how the damaged structure responded, the analysis considered geometric nonlinearities (large

deflections and P-A effects) and material nonlinearities through a series of nonlinear, plastic hinges that were added to capture the post-yield behavior of structural members. The plastic hinges were placed in the reduced global model of WTC 1 based on a linear analysis of the damaged structures to determine the most stressed zones using a demand/capacity analysis. These hinges allow the members to act as nonlinear components, yielding once the stress on the member exceeds the material yield stress, continuing to accept some load at a reduced stiffness, and finally failing once an ultimate strain has been

reached at an assumed ductility of 6. Hinges that considered both axial and bending forces (PMM hinges) were used in columns and hat truss members. Hinges that considered bending about the primary axis of

the member, and shears in both the primary and secondary directions (MVV hinges) were used for most

of the spandrels. Hinges that considered only bending about the primary axis (M3 hinges) were used for a small number of spandrels at the tower comers.

This analysis does not account for local bucking of columns; neither does it consider the failure or the role of the floor system in redistributing the loads. More detailed models, currently being developed within

the framework of Projects 2 and 6, will account for these factors.

The damage due to aircraft impact analysis started from the end of the staged construction, described in Section D.3.1. At this stage, the set of damaged structural members that represent members destroyed by

aircraft impact were removed from the reduced global model of WTC 1 . This was followed by another

stage, where the set of damaged structural members that represent members severely weakened by fire were removed from the model. For all analysis stages, room-temperature mechanical properties were

used for all steels.

D.4 RESULTS

D.4.1 Results of Linear Stability Analysis

An initial analysis of the reduced undamaged model of WTC 1 under service loads with the 96th floor removed (i.e., the diaphragm constraint removed for all nodes at floor 96) produced a load factor for staged construction, A, of 1.91. This indicated that no columns buckled under the application of DL,

SDL, service LL, and antenna loads, and that the structure was stable. The structure was still stable with

the additional removal of floor 95 (A = 1.03). The analysis with floors 95, 96, and 97 removed yielded

A = 0.65 and the buckled column (core column 705, see Fig. D-2) was identified through visual

observation of the first buckled mode shape.

Column 705 was removed from the model between floors 94 and 98, and the column's joint loads at

floors 95, 96, and 97 were evenly distributed to joints of columns 704, 706, and 804. The analysis

produced A = 0.78 and indicated that column 704 had buckled. Column 704 was then removed from the model in a similar fashion to column 705. The combined joint loads of columns 704 and 705 were then

distributed to neighboring joints at columns 703, 706, 803, 804, and 805. The load redistribution was

proportional to the distance of each joint from the point halfway between joints 704 and 705. This

analysis produced A = 1.38, which indicated a stable tower with three floors removed.

The rigid diaphragm constraint at floor 94 was then removed from this latest model, i.e., floors 94 through

97 were unconstrained, columns 704 and 705 were omitted between floors 93 and 98, and the joint loads

D-11
Appendix D

at each removed floor from these two columns were redistributed as above. The eigenvalue buckling

analysis produced a load factor of 0.92 for this model and indicated that column 601 buckled. Column

601 was removed between floors 93 and 98, and its joint load was distributed to columns 501, 502, 602,

and 701 . This analysis produced A = 0.97 and indicated column 608, similarly located along the perimeter of the core columns like column 601, buckled. The model with column 608 removed and its load distributed to columns 508, 507, 607, and 708 yielded A = 1.25. Thus, the tower was stable with four

floors removed and with the redistribution of loads from removed columns 705, 704, 601, and 608.

Subsequent models with floor 98 removed suggested that the structure did not attain A greater than one, and that the structure had likely reached a failed state.

When the modulus of elasticity was reduced from E = 29,000 ksi to E' = 21,460 ksi in columns above and

below removed floors, the conclusions changed slightly but the progression of column failures remained

the same. The tower maintained its overall stability with floor 96 removed (A = 1.38). With floors 96 and

95 removed, the model of the intact structure indicated that column 705 buckled {A = 0.83), but that

stability was achieved through the removal of column 705 (A = 1 .02). With the removal of a third floor

(97th), column 704 was also removed and its load redistributed in the model to maintain overall stability

(/I = 1.11). The additional removal of a fourth floor (94th) produced a series of buckled columns

(601, 608, 904, and 604) that indicated the structure would likely not achieve overall stability.

To summarize, the eigenvalue analysis examined the stability of the undamaged tower under service loads

through increased unbraced column lengths in the absence of material nonlinearities. For the case with

columns at room temperature, the tower was stable when two floors were removed. Two core columns

buckled when three floors were removed, but the tower maintained its overall stability. Similarly, the tower maintained its stability when four columns buckled with four floors removed. This analysis

suggested that global instability of the tower occurred when five floors were removed from the model.

The case with columns at the region of removed floors at temperature of 600 °C showed the tower

maintained overall stability with one floor removed, with two floors removed and one buckled column,

and with three floors removed and two buckled columns. This case produced tower instability with four

floors removed from the model.

D.4.2 Results of Redistribution of Forces within the Core Analysis

The typical floor model was analyzed with 15 severed core columns (Core Damage Case 1) replaced with

springs representative of the combined stiffness of the columns and hat truss. The analysis indicated that most of the load redistribution would take place initially through the hat truss, with the columns above the damaged zone carrying large tensile forces. A small portion of the load would be redistributed within the

floor system. This is due to the greater stiffness of the hat truss-column assembly relative to the flexural

stiffness of the floor system with fifteen severed columns.

When eight columns were assumed severed in the core (Core Damage Case 2), the floor system had a

larger stiffness than that with fifteen columns severed (Core Damage Case 1). Consequently, the contribution of the floor in redistributing the gravity loads was larger, and the tensile forces in the columns above the damaged zone were reduced relative to the tensile forces for the case of fifteen severed

core columns.

D-12
Interim Report on Preliminary Stability Analysis of the WTC Towers

Above the impact levels, the core columns were typically two or three stories high, wide flange segments

that were connected together with bolted splices. In the upper floors of WTC 1, where the column tensile capacities were analyzed, the columns were spliced at floors 98, 101, 104, and 106. Only the splices for columns that were assumed to be damaged were analyzed. The splice connections on these columns

typically consisted of two splice plates, one bolted to each flange of the column, connected to the columns

by eight or twelve, 3/4 in. (19 mm) A325 bolts. At floor 106, where the columns connected to the hat

truss, 7/8 in. (22.2 mm) bolts were used. The splice plates were made with A36 steel, which was assumed

to have an ultimate tensile capacity of 61 ksi (422 MPa) (see Table D-1). Since the connections were

bearing connections with the bolts in single shear, the ultimate shear capacity of each 3/4 in. (19 mm) boh

was estimated to be 31.8 kip (219 MPa). When the strengths of both the splice plates and bolts were

estimated, the splice plates were found to be consistently stronger than the bolts, so the columns would

fail in tension through shearing of the bolts. Table D-5 lists the ultimate capacities of the splices on each

of the columns assumed to be damaged in this analysis.

Table D-5. Ultimate tensile capacities of core column sp ices.

Column

Number

Floor 98 Floor 101 Floor 104 Floor 106

kip (kN) kip (kN) kip (kN) kip (kN)

503

504

505

506

519.6 (2,311)

381.6 (1,697)

381.6 (1,697)

519.6 (2,311)

381.6 (1,697)

381.6 (1,697)

381.6 (1,697) 381.6 (1,697)

381.6 (1,697) 254.5 (1.132) 254.5 (1,132) 381.6 (1,697)

346.4 (1,541) 346.4 (1,541) 346.4 (1,541) 346.4 (1,541)

603

604

605

606

254.5 (1,132) 254.5 (1,132) 254.5 (1,132) 254.5 (1,132)

254.5 (1,132) 254.5 (1,132) 254.5 (1,132) 254.5 (1,132)254.5 (1,132) 254.5 (1,132) 254.5 (1,132) 254.5 (1,132)

346.4 (1,541) 346.4 (1,541) 346.4 (1,541) 346.4 (1,541)

703

704

705

706

254.5 (1,132) 254.5 (1,132) 254.5 (1,132) 254.5 (1,132)

254.5 (1,132) 254.5 (1,132) 254.5 (1,132) 254.5 (1,132)

254.5 (1,132) 254.5 (1,132) 254.5 (1,132) 254.5 (1,132)346.4 (1,541) 346.4 (1,541) 346.4 (1,541) 346.4 (1,541)

803

804

805

254.5 (1,132) 254.5 (1,132) 254.5 (1,132)254.5 (1,132) 254.5 (1,132) 254.5 (1,132)

254.5 (1,132) 254.5 (1,132) 254.5 (1,132)

346.4 (1,541) 346.4 (1,541) 346.4 (1,541)

903 381.6 (1.697) 254.5 (1,132) 254.5 (1,132) 346.4 (1,541)

A comparison of the columns' tensile forces with the capacities of column splice connections is presented

in Table D 6 for Core Damage Case 1 . The table indicates that, for the assumed service loads and

damage pattern, the splice connections for interior core columns at the 700 and 800 lines are capable of

resisting the tensile forces imposed on them. Splice coimections on the 600 line are at the critical stage,

but splices at the north perimeter core columns (500 line) are likely to fail. Failure of the column

connections at the 500 line will require the floor to redistribute its loads to neighboring intact columns.

This will result in overloading the columns at the 600 line, and consequently, the floor has to redistribute

its loads through nonlinear, large deflection, tensile membrane action.

D-1
Appendix D

Table D-6. Tensile loads on columns above damaged area, and column load to

ultimate capacity ratios for Core Damage Case 1. Floor 98 Floor 101 Floor 104 Floor 106

Column

Number

Column Load

kip (kN)

Load to Capacity

Ratio

Column Load

kip (kN)

Load to Capacity

Ratio

Column Load

kip (kN)

Load to Capacity

Ratio

Column Load

kip (kN)

1 .oad to Capacity

Ratio

503 109.3 (486) 0.21 273.2 (1215) 0.72 437.1 (1944) 1.15 546.3 (2430) 1.58 504 82.8 (368) 0.22 207.0 (921) 0.54 331.2 (1473) 1.30 414.0 (1841) 1.20 505 92.7 (412) 0.24 231.8 (1031) 0.61 370.9 (1650) 1.46 463.6 (2062) 1.34 506 214.7 (955) 0.41 375.7 (1671) 0.98 536.7 (2387) 1.41 644.0 (2865) 1.86 603 64.6 (287) 0.25 161.5 (718) 0.63 258.4 (1149) 1.02 323.0 (1437) 0.93 604 57.5 (256) 0.23 143.8 (640) 0.57 230.1 (1024) 0.90 287.7 (1280) 0.83 605 72.3 (321) 0.28 180.7 (804) 0.71 289.1 (1286) 1.14 361.3 (1607) 1.04 606 138.7 (617) 0.55 242.8 (1080) 0.95 346.9 (1543) 1.36 416.2 (1851) 1.20 703 39.1 (174) 0.15 97.8 (435) 0.38 156.5 (696) 0.61 195.6 (870) 0.56 704 20.1 (90) 0.08 50.4 (224) 0.20 80.6 (358) 0.32 100.7 (448) 0.29 705 27.3 (121) 0.11 68.2 (303) 0.27 109.1 (485) 0.43 136.3 (606) 0.39 706 27.2 (121) 0.11 68.0 (303) 0.27 108.9 (484) 0.43 136.1 (605) 0.39 803 24.8 (110) 0.10 62.0 (276) 0.24 99.2 (441) 0.39 124.0 (552) 0.36 804 36.2 (161) 0.14 90.4 (402) 0.36 144.7 (644) 0.57 180.9 (805) 0.52 805 18.9 (84) 0.07 47.1 (210) 0.19 75.4 (335) 0.30 94.3 (419) 0.27

For the case where eight columns were assumed severed in the core (Core Damage Case 2), the resuhs are presented in Table D-7. The Table indicates that the columns spHce connections are capable of resisting

the tensile loads except for column 505, where the load to capacity ratio is approximately 1.25 at floor 104 and 1.15 at floor 106. Successive removal of columns that were assumed to lose their splice

connections indicated that the failure of connections would propagate to the 500 and 600 column lines in the core. Splice connections at columns 704, 705, and 903 should remain intact. Table D-7 indicates,

however, that the load to capacity ratio at the splices did not exceed 1.25 for all cases considered. These

values might not be conclusive to determine connection failure or survival due to the uncertainties in the

loads on the floors and the capacities of the splice connections.

D.4.3 Results of Nonlinear Analysis

Two cases were considered for this analysis based on the results presented in Section D.4.2. The first assumed that core column splices above the eight severed columns (Core Damage Case 2) had failed, and

the load was being distributed through the floor system to neighboring columns (Case A). The second

case assumed that splices were intact, and the load was being transmitted to the hat truss via tensile forces

in the columns (Case B). For both cases, the results of the nonlinear analysis show that WTC 1 had

significant reserve structural capacity after aircraft impact. Moreover, the loads and deformations in

critical members varied little between the two cases. The results are described in detail for Case A only.

D-14
Interim Report on Preliminary Stability Analysis of the WTC Towers

Table D-7. Tensile loads on columns above damaged area, and L/C ratios indicating

likely progression of splice failures for Core Damage Case 2. Floor 98 Floor 101 Floor 104 Floor 106

Column Column Load L/C Column Load L/C Column Load L/C Column Load L/C

Number kip (kN) Ratio kip (kN) Ratio kip (kN) Ratio kip (kN) Ratio

Loads with all column splices intact 504 34.7 (154) 0.09 138.9 (618) 0.36 243.1 (1081) 0.96 312.5 (1390) 0.90 505 79.5 (354) 0.21 198.8 (884) 0.52 318.1 (1415) 1.25 39 7.6 (1769) 1.15 604 21.3 (95) 0.08 85.2 (379) 0.33 149.1 (663) 0.59 191.7 (853) 0.55 605 77.0 (343) 0.30 154.0 (685) 0.61 231.0 (1028) 0.91 282.4 (1256) 0.82 703 45.0 (200) 0.18 90.0 (400) 0.35 134.9 (600) 0.53 164.9 (734) 0.48 704 3.6 (16) 0.01 14.3 (64) 0.06 25.1 (112) 0.10 32.2 (143) 0.09 706 21.0 (93) 0.08 36.7 (163) 0.14 52.4 (233) 0.21 62.9 (280) 0.18 903 36.2 (161) 0.09 90.6 (403) 0.36 145.0 (645) 0.57 181.2 (806) 0.52 Loads with splices at columns 504 and 505failed

504 0 0 (0) u.O (0) 0.00 505 0.00 0.0 (0) 0.00 0.0 (0) 0.00 0.0 (0) 0.00 604 29.0 (129) 0.11 115.9 (515) 0.46 202.8 (902) 0.80 260.7 (1160) 0.75 605 103.6 (461) 0.41 207.3 (922) 0.81 310.9 (1383) 1.22 380.0 (1690) 1.10 703 43.1 (192) 0.17 86.2 (383) 0.34 129.3 (575) 0.51 158.0 (703) 0.46 704 3.0 (13) 0.01 12.0 (53) 0.05 20.9 (93) 0.08 26.9 (120) 0.08 706 20.1 (89) 0.08 35.1 (156) 0.14 50.2 (223) 0.20 60.2 (268) 0.17 903 36.2 (161) 0.09 90.5 (403) 0.36 144.8 (644) 0.57 181.0 (805) 0.52 Loads with splices at columns 504, 505, and 605failed

504 0.0 (Oi 0.0 (0) 0-0 Ml: 0.0 (0) 505 0.0 (0) 0.00 0.0 (0) 0.00 0.0 (0) 0.00 0.0 (0) 0.00 604 42.8 (191) 0.17 171.4 (762) 0.67 299.9 (1334) 1.18 385.6(1715) 1.11 605 0.0 (0) 0.00 u.oo o.u ;

1

;

n.fin

703 45.8 (204) 0.18 91.5 (407) 0.36 137.3 (611) 0.54 167.8 (746) 0.48 704 3.5(16) 0.01 14.0 (62) 0.05 24.5 (109) 0.10 31.5 (140) 0.09 706 22.6 (101) 0.09 39.6 (176) 0.16 56.5 (251) 0.22 67.8 (302) 0.20 903 36.2 (161) 0.09 90.5 (403) 0.36 144.8 (644) 0.57 181.0 (805) 0.52

Loads with splices at columns 504, 505, 604, and 605failed

504 0.0 (0) 0.00 0.0 (0) U.oo 0.0 (0) U.OO U.U (0) 0.00 505 0.0 (0) 0.00 0.0 (0) 0.00 0.0 (0) 0.00 0.0 (0) 0.00 604 0.0 (0) 0.00 0.0 (0) 0.00 0.0 (0) 0.00 0.0 (0) 0.00

605 0.0 fO) 0.00 0.0 (0) 0.00 0.0 (0) 0.00 0.0 (0) 0.00

703 57.6 (256) 0.23 115.2 (513) 0.45 172.9 (769) 0.68 211.3 (940) 0.61 704 5.1 (23) 0.02 20.6 (91) 0.08 36.0 (160) 0.14 46.3 (206) 0.13 706 25.5 (113) 0.10 44.6 (198) 0.18 63.7 (284) 0.25 76.5 (340) 0.22

903 36.1 (161) 0.09 90.3 (402) 0.35 144.4 (642) 0.57 180.5 (803) 0.52

D-15
Appendix D

The analyses show that the most stressed members were the columns next to the damaged area on the north wall of the tower. The analyses show that the tower also remained standing after losing columns in the south wall due to fire effects with some reserve capacity left. This indicates that additional loss or weakening of columns in the core, weakening of additional columns in the exterior, or additional loss of

floors is needed to collapse the tower.

Figures and D-5 show the load deformation curves for columns 1 1 1 and 145 (see Fig. D-3) on either

side of the damage on the north face of the tower. Both of these columns yielded during the impact

damage analysis, but had sufficient strength and ductility to resist the peak loads. Note that the loads on

these two columns were slightly reduced during the fire damage analysis. This occurred because the south face of the tower lost stiffness when members were lost to the fire, which caused the upper portion

of the tower to rotate slightly toward the south. This redistributed a small portion of the load on the north

face through the hat trusses to the core. The columns at the edge of the damage on the south face

experienced the opposite effect. As can be seen in Fig. D-6, column 332 on the west side of the damage

on the south face (see Fig. D-3) did not have a significant change in its load during the impact damage

stage, but received a large additional load during the fire damage analysis. This column remained within

the linear response range throughout the analysis.

1200

1000

—Construction Stages — Impact Damage — Fire Damage

a>u

X

<

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 Deformation (inches)0.40 0.45 0.50

Figure D-4. Load vs. deformation in column 111 at floor 98

(north face, west side of damage).

Table D-8 shows the distribution of axial loads in columns at floor 99, immediately above the damaged

zone for the various loading stages. For the floors below the hat trusses (construction stage 1) about

57 percent of the dead load was carried by the core columns, with the rest distributed among the four

exterior walls. The mechanical floors and roof tended to have a large percentage of their loads carried by

the exterior, so at the end of the final construction stage, the load was nearly evenly distributed between

the core and exterior. Significant load redistribution occurred during the damage cases; however most of

the redistribution was from the north and south walls to the east and west walls. Only 1.7 percent of the

total load was redistributed from the exterior to the core.

D-16
Interim Report on Preliminary Stability Analysis of the WTC Towers

1200

g_ 800

Construction Stages

- Impact Damage

•Fire Damage

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0 35 0.40 0.45 0.50 Deformation (inches)

Figure D-5. Load vs. deformation in column 145 at floor 95

(north face, east side of damage).

1200

1000 i

— Construction Stages — Impact Damage — Fire Damage

Q.

0)u

800

600

>< 400 <

200

0

0.00 0.05 0.10 0,15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 Deformation (inches)

Figure D-6. Load vs. deformation in column 332 at floor 97

(south face, west side of damage).

D-17
Appendix D

Table D-8. Distribution of loads on exterior walls and core columns at floor 99 for Core

Damage Case 2.

Const. Stage 1 Const. Stage 2 Const. Stage 3 Impact

Damage Fire Damage

Case (kip) (%) (kip) (%) (kip) (%) (kip) (%) (kip) (%)

Total axial force 27,719 45,694 54,639 54,641 54,641

Force Distribution betn>een Core and Exterior

Core columns 15,828 57.1 24,466 53.5 27,397 50.1 27,791 50.9 28,318 51.8

Exterior columns 11,891 42.9 21,228 46.5 27,242 49.9 26,850 49.1 26,323 48.2

Force Distribution bettveen Exterior Faces

100 face 3,562 12.9 6,104 13.4 7,610 13.9 6,732 12.3 6,519 11.9 200 face 2,389 8.6 4,551 10.0 6,084 11.1 6,539 12.0 6,765 12.4 300 face 3,562 12.9 6,064 13.3 7,548 13.8 7,000 12.8 6,445 11.8 400 face 2,378 8.6 4,509 9.9 6,000 11.0 6,579 12.0 6,594 12.1

Even with the loss of 34 columns on the north face and 24 columns on the south face, relatively few

structural members were overstressed. As listed in Table D-9, plastic hinges had formed in only nine

members, and only three members had more than a small amount of plastic deformation. Of the members

with plastic hinges, six were exterior columns, and three were exterior spandrels. None of the core columns had hinges form. Three beams in the hat truss at floor 107 experienced some yielding. These

members were all light, short connecting members, and the yielding was most likely due to modeling

idealization rather than overloading that would have occurred in the real structure. The hinges in the

columns and spandrels all formed near the sides of the openings created by the aircraft impact and at the edges of the region that appeared to fail inward due to the fires. Figure D-7 shows the displacements and

plastic hinges that occurred in the north and south faces of the tower during the impact damage analysis

stage, while Fig. D-8 shows the displacements and plastic hinges from the fire damage analysis stage.

Table D-9. Hinge states of members where plastic hinges formed during

nonlinear analysis.

Columns with Plastic Hinges

Column Line Lower Floor Upper Floor Impact Damage Fire Damage

111 98 99 Some strain hardening Some strain hardening

111 99 99 mid floor Yielded Yielded

111 99 mid floor 100 Some strain hardening Some strain hardening

145 94 95 Yielded Yielded

145 95 95 mid floor Yielded Yielded

145 95 mid floor 96 Some strain hardening Some strain hardening

Spandrels with Plastic Hinges

Floor Level Start Column End Column Impact Damage Fire Damage

99 110 111 Yielded Yielded

96 144 145 Yielded Yielded

98 331 332 Yielded

D-18
Interim Report on Preliminary Stability Analysis of the WTC Towers

(a) North Face (b) South Face

Figure D-7. Displacements and locations of plastic hinges In the north and south

exterior walls of WTC 1 after impact.

D.5 SUMMARY AND PRELIMINARY FINDINGS

Preliminary system stability analyses of the WTC towers have been performed to: ( 1

) examine the

overall stability of the undamaged tower upon removal of floors, (2) study possible load redistribution

mechanisms upon losing columns in the core due to aircraft impact, and (3) study the response when

columns in both the exterior walls and the core are assumed destroyed due to aircraft impact, and columns

in the exterior are damaged due to the subsequent fires, as observed in photographs and videos of WTC 1

The analyses used the typical truss-framed floor model and a reduced version of the global reference

model of WTC 1 with proper modifications. Modifications included adding vertical springs at the bottom

of the reduced models to account for the removed lower portion of the towers, and using actual

(vs specified) steel properties and service loads on the towers. The analyses used the staged construction

technique to account for the sequential construction of the towers, especially in the zone of the hat trusses.

D-19
Appendix D

Some Strain Hardening

Approaching Ultimate Capacity

l^t Ultimate Ca^j

Degrading

Approaching Ultimate Strain

(a) North Face (b) South Face

Figure D-8. Displacements and locations of plastic hinges in the north and south

exterior walls of WTC 1 after impact and fire.

Linear buckhng analysis and nonUnear analysis with plastic hinges were used to study the effects of

removal of floors and loss of exterior and core columns, respectively. In addition, analysis of the floor system, where severed core columns were replaced by equivalent springs representative of the combined

stiffness of the hat trusses and columns between the floors and hat trusses, was conducted to study the mechanism by which the floor loads were redistributed when the core columns were destroyed by aircraft impact.

The following presents some preliminary findings based on the analyses under service loading conditions:

• Linear stability analysis was used to examine the stability of the undamaged WTC 1 under

service loads through increased unbraced column lengths (floor removal). The tower was stable when two floors were removed. Two core columns buckled when three floors were removed, but

the tower maintained its overall stability. The tower also maintained its stability when four

columns buckled with four floors removed. The analysis suggested that global instability of the tower occurred when five floors were removed from the model. Assuming that all columns at the

J-' D-20
Interim Report on Preliminary Stability Analysis of the WTC Towers

region of removed floors reached a temperature of 600 (reduced modulus of elasticity), the analysis indicated that removal of four floors would induce global instability.

• Analysis of the typical truss-framed floor model with fifteen core columns assumed severed

indicated that, under service loads, the floors first attempted to redistribute their loads to the hat

trusses through tension in the columns above the damage. The load followed this path due to the

relatively large stif&iess of the hat trusses-column system compared to the flexural stif&iess of the

floors. This resulted, however, in the ultimate tensile capacity of some column splices below the hat trusses to be exceeded, and ultimately, the floors would have redistributed their loads directly

to neighboring core columns. When only eight core columns were assumed severed, the analysis

indicated that the tensile forces in the columns were smaller, due to the relatively larger stiffness of the floor. These forces may still have failed the columns at the splices. Since the load to capacity ratio at the splices did not exceed 1 .25 when eight columns were severed, and due to the uncertainties in the loads on the floors and the capacities of the splice connections, the results are not conclusive as to whether splice failure would occur or not.

• Nonlinear analysis that included geometric nonlinearities and material nonlinearities using plastic

hinges was conducted on the reduced global model of WTC 1 . The model assumed the following

damage to the tower: (1) due to aircraft impact, loss of columns and spandrels in the north face,

and an exterior panel in the south face of the tower (both based on photographic evidence), as well as eight columns in the core; and (2) due to fire, loss of columns in the south face, which

were shown in videos to be bowing inward a few minutes prior to collapse. The analysis

indicated that after aircraft impact, the tower maintained its stability, where the highest stressed elements were the exterior columns next to the damaged area on the north face of the tower. The

tower also maintained its stability after losing columns in the south wall due to fire effects with some reserve capacity left, indicating that additional loss or weakening of columns in the core, weakening of additional columns in the exterior, or additional loss of floors is needed to collapse

the tower. More detailed models will account for local bucking of columns, and the failure and

role of the floor system in redistributing the loads, factors that are not considered in this analysis.

D-21
Appendix D

This page intentionally left blank.

c

D-22
Table of Contents

List of Figures E-ii

List of Tables E-iii

Appendix E Interim Report on Contemporaneous Structural Steel Specifications E-1

E.l Scope of Report E-1

E.2 Units and Abbreviations E-2

E.3 Sources of Information E-2

E.4 Tower Design - Structural Steel Documents , E-3

E.4. 1 Specification of Steel Grades (Minimum Yield Strength) E-3

E.4. 2 Structural Overview E-3

E.5 Contemporaneous Steel Specifications E-1

5

E.5. 1 Standards Called for in the Steel Contracts E-16

E.5. 2 Steels Used in Construction E-20

E.5. 3 Recommended Values for Mechanical Properties E-29

E.5. 4 Sources of Information E-34

E.6 Contemporaneous Construction Specifications E-37

E.6.I Fabrication of the Various Components E-37

E.7 Reference Lists E-41

E.7.1 References from Publicly Available Sources E^l

E.7. 2 Private Communications E^4

E.7. 3 References from Nonpublic Sources E-45

Attachment 1 Steel Companies Involved in the World Trade Center E-49

Attachment 2 Notes on ASTM Standards for Structural Steel E-53

E-i
List of Figures

Figure E-1. Schematic diagram of the tower structure E-A

Figure E-2. WTC tower floor plan and column numbers E-5

Figure E-3. Cross-section of perimeter columns; sections with and without spandrels E-6

Figure E^. Characteristic perimeter column panel consisting of three full columns connected by

three spandrels E-7

Figure E-5. Partial elevation of exterior bearing-wall frame showing perimeter column panel

construction. Highlighted panel is three stories tall (36 ft) and spans four floors. Distance between panels has been exaggerated E-8

Figure E-6. Typical welded box members and rolled wide flange shapes used for core columns

between floors 83 and 86 (to scale) E-9

Figure E 7. Core column layout in WTC towers E-10

Figure E-8. Schematic diagram of a floor truss E-1

1

Figure E-9. Hat truss in upper floors E-1

3

Figure E-10. Schematic diagram of the stress-strain behavior of a structural steel E-21

*

E-ii
List of Tables

Table E-1 . Metric equivalents of common yield strengths E-2

Table E-2. Number of WTC 1 and WTC 2 perimeter columns damaged by aircraft impact E-14

Table E-3. Number of core columns with a given minimum yield strength within the floors penetrated by the aircraft E-14

Table E^. Number of perimeter columns of specified grades in floors with significant fire E-14

Table E-5. Number of core columns of specified grades in floors with significant fire E-15

Table E-6. Steels specified as acceptable by PONYA in its contract with steel fabricators E-1

7

Table E-7. Summary of mechanical properties from relevant ASTM International structural steel standards from WTC era E-1

8

Table E-8. Summary of chemistry data from relevant ASTM International structural steel standards from WTC era E-1

9

Table E-9. Summary of Japan Industrial Standard structural steel standards from 1974 E-20

Table E-10. Steel companies involved in WTC construction and their contracts E-21

Table E-1 1. Properties of Laclede ASTM A 242 steels obtained from Laclede mill test reports E-22

Table E-1 2. Specified properties for Yawata contemporaneous steel grades E-24

Table E-1 3. Reported properties for Yawata contemporaneous steel grades E-25

Table E-14. Mechanical properties of U.S. Steel and Bethlehem V-series steels E-27

Table E-15. Chemistry and mechanical property data for a Fuji Steel plate and a Colvilles plate

used for core columns E-28

Table E-1 6. Databases searched for WTC information E-28

Table E-1 7. Estimated yield strengths (Fy) for grades of steel above Floor 9 E-33

Table E-1 8. Trade journals examined for WTC steel information E-35

Table E-1 9. Sources examined for mill test reports and other construction information, other than

the (LERA) archives E-36

Table E-20. Comparison of chemistry requirements for ASTM A 325 "Standard Specification for High-Strength Bolts for Structural Steel Joints, including Suitable Nuts and Plain

Hardened Washers" between 1970 and 2002 standards E-39

E-iii
Appendix E

This page intentionally left blank.

c
Appendix E

Interim Report on Contemporaneous Structural

Steel Specifications

The purpose of Project 3, Mechanical and Metallurgical Analysis of Structural Steel, of the National

Institute of Standards and Technology (NIST) World Trade Center (WTC) Investigation is to analyze

structural steel available from WTC 1, 2, and 7 for determining the metallurgical and mechanical

properties and quality of the metal, weldments, and connections, and providing these data to other

investigation projects. (For test plan details, see <http://wtc.nist.gOv/media/WTCplan_new.htm#proj3>.)

The properties determined under this project will be used in two ways:

1 . Properties will be correlated with the design requirements of the buildings to determine if the specified steel was in place in the towers.

2. Properties will be supplied for other projects in the Investigation as input for models of

building performance.

E.1 SCOPE OF report

This appendix describes the WTC tower structure and critical structural elements to be characterized in Project 3. This includes the structural design and properties specified by the structural engineers for columns, floor systems, and connections.

Contemporaneous (late 1960s era) specifications are described for various types and grades of steel designated by the ASTM International, the American Institute of Steel Construction (AISC), and other

national and international organizations. It also includes information from numerous suppliers of the steel

for the structure. The structural steel for the towers was supplied through at least a dozen contracts to suppliers and fabricators. Substantial understanding of the consistency, quality, and actual strength of the

steel (as opposed to specified minimum values) can be gained if the production practices and quality

control procedures used by the various steel suppliers are understood. Practices and data from the numerous WTC steel suppliers have been investigated and are reported for both structural steel and

construction practices. In addition, this information has been used to estimate typical mechanical

property values for the many of the grades of steel. These typical values can serve as a guide for the properties to be inserted into the finite element models of building performance and as a point of

comparison for actual properties measured on the recovered steel.

The appendix also includes a review of the standards and specifications used in welding the built-up

columns, and those used in the erection of the towers.

E-1
Appendix E

E.2 UNITS AND ABBREVIATIONS

Yield strengths of the steels and the dimensions of the building are expressed in English units with metric

(SI) equivalents. The steels were specified to English unit-based ASTM standards, and the building was

built to foot and inch dimensions. ASTM standards differentiate between English and metric units by

denoting them with completely different designations and frequently by publishing them as separate

documents. This appendix uses English units for values that were contractually specified during the

construction (primarily component dimensions and steel strengths). Table E-1 shows the SI equivalents

of the common yield strength grades of steel.

Table E-1. Metric equivalents of common yield strengths.

iVl IVlPa I a 36 248

42 290

45 310

46 317

50 345

55 379

60 414

65 448

70 483

75 517

80 552

85 586

90 621

100 689

In reviewing some of the historical documents, NIST found ambiguities in the use of the measure "ton." NIST has assumed that in any source originating in the United States, a "ton" refers to 2,000 lb (i.e., a short ton). For sources originating in Japan, NIST assumes that a "ton" refers to 1,000 kg (= 2,204.6 lb,

i.e., a metric ton). For any source originating in Great Britain, NIST assumes that a "ton" is 2,240 lb (a

"long" or U.K. ton) and that a "tonne" is 1,000 kg. In this appendix, all weights in tons are converted to short tons (= 2,000 lb).

This appendix follows the American Iron and Steel Institute (AISI) convention and denotes yield strength

with the symbol F, . The ASTM International uses the symbols YS (or YP) and Sy.

E.3 SOURCES OF INFORMATION

This appendix is based on three different types of sources. Open literature sources like journal and trade

magazine articles, books, historical standards, and publicly searchable databases comprise the first type.

The second type comprises personal interviews by NIST investigators with individuals and company

representatives, and information they provided voluntarily. Sources of information where NIST has

E-2
Interim Report on Contemporaneous Structural Steel Specifications

entered into material release agreements with organizations or individuals comprise the third type.

Documents provided by Leslie E. Robertson Associates (LERA), which is the source of most of the contemporaneous information on the construction of the buildings, is an example of the third type. This

archive has been useful in identifying the specific steels and standards used in the construction. Although

it is voluminous, the LERA archive does not include every document generated during the construction of

the towers. Section E.5.4 summarizes the search strategies for open literature information and provides

details on the companies and individuals contacted and the information they provided

This report identifies the type of source in the reference. For example, a reference to a book or other

publicly available document appears as (Smith 1968). The symbol t denotes a personal communication

to a NIST investigator, for example (Jones 2003 f)- In the case of a source bound by a Material Transfer

Agreement, the symbol § appears in the reference, for example (Monti 1969 §). The reference lists appear as Section E.7.

E.4 TOWER DESIGN - STRUCTURAL STEEL DOCUMENTS

E.4.1 Specification of Steel Grades (Minimum Yield Strength)

Specifications (ASTM, AISI, etc.) typically place limits on chemical composition or mechanical

properties or, most commonly, both. Various mechanical properties may be specified, such as tensile strength, minimum yield strength, ductility, and toughness. Other material properties may not appear in a

specification, yet are critical in building design; the most important such property is perhaps the elastic modulus, or stiffness, which does not appear in specifications because there is little variability among the various steels.

In practice, the material property of greatest importance for characterizing a particular steel is the yield

strength (F,). In the United States, steel is often referred to according to its yield strength; for example, a "50 ksi steel" is steel with a minimum yield strength of 50,000 lb/in". Skilling, Helle, Christiansen, &

Robertson (SHCR), structural engineers for the WTC towers, followed this convention, and the structural engineering plans are marked with the minimum yield strength for each piece of structural steel.

E.4.2 Structural Overview

The WTC tower buildings had a frame-tube construction consisting of closely spaced perimeter columns

coupled to a rectangular service core (Fig. E l). The buildings had a square footprint, 207 ft 2 in.

E-3
Appendix E

Central Core

Figure E-1. Schematic diagram of the tower structure.

(63.14 m) on a side with chamfered comers. From floor 9 to floor 107, the perimeter columns consisted

of closely spaced built-up box columns. The service core at the building center was approximately 87 ft by 137 ft (26.5 m by 41.8 m) and connected to the perimeter columns by a floor panel system that provided an essentially column-free office space, see Fig. E-2. In addition to showing the location of

perimeter and core columns. Fig. E-2 describes the column numbering scheme used to identify each

column on a given floor.

The WTC tower structural steel plans (SHCR 1967 §) point out the major structural elements of interest. The main features of structural interest are the perimeter columns, the core columns and associated

framing, the trusses that supported the floors, and the connections between and within these elements. In

addition, a hat truss located within floors 1 07 to 110 tied the core to the perimeter columns and provided a base for the television mast atop WTC 1 and support for a proposed mast atop WTC 2.
Interim Report on Contemporaneous Structural Steel Specifications

Source: McAllister 2002.

Figure E-2. WTC tower floor plan and column numbers.

The structural engineering plans provide the location, cross-sections, and grade of steel (i.e., required

minimum yield strength) for each of the thousands of structural elements in the buildings. In all, 14

different grades of steel were specified, ranging in yield strength from 36 ksi to 100 ksi. In addition to yield strength requirements, Port of New York Authority (PONYA) documents provided by LERA

specified allowable steels using ASTM or other standards (details in Section E.5 in this report).

Requirements for bolts and welds are also given.

Perimeter Columns and Spandrels

Between floors 9 and 107, the perimeter structure consisted of closely spaced, built-up box columns.

Each building face consisted of 59 columns spaced at 40 in. ( 1 .02 m). The columns were fabricated by

E-5
Appendix E

welding plates of steel to form an approximately 14 in. (0.36 m) square section (Fig. E-3). Adjacent

columns were interconnected at each floor level by deep spandrel plates, typically 52 in. (1.32 m) deep

(Fig. E^).

Flange

(Plate 1

Outer Web (Plate 2)

14.0 in.

\^ /—

13.5 in. Section at individual column

15.75 in. \|nnerWeb (Plate3)

Outside of building

40.0 in.

Splice Plates

/ Inside of building

Spandrel Plate (Plate 4)

Section at spandrel

Figure E-3. Cross-section of perimeter columns; sections with and without spandrels.

The perimeter columns were prefabricated into panels, typically three stories tall and three columns wide

(Fig. E-4). Heavy end, or "butf plates with F, = 50 ksi and 1.375 in. to 3 in. (3.5 mm to 7.6 mm) thick were welded to the top and bottom of each column. Fillet welds were used inside the columns along three edges, with a groove weld on the fourth, outside edge. During erection, abutting spandrels were bolted

together, and columns were bolted to the adjacent columns, all using ASTM A 325 bolts except for the heaviest butt plates, which used ASTM A 490 bolts. Other than at the mechanical floors, panels were

staggered (Fig. E-5) so that only one third of the units were spliced (i.e., connected) in any one story. At

the mechanical floors (75 and 76 in the upper level of the buildings), however, every perimeter column was spliced at the same level, floors 74 and 77. These splices were both welded and bolted.
Interim Report on Contemporaneous Structural Steel Specifications

Figure E-4. Characteristic perimeter column panel consisting of three full columns

connected by three spandrels.

Fourteen grades of steel were specified in the design documents for the perimeter columns, with

minimum yield strengths of (36, 42, 45, 46, 50, 55, 60, 65, 70, 75, 80, 85, 90, and 100) ksi. Twelve

grades of steel were specified for the spandrels, with the same strength levels as the columns but without

the two highest strength steels. The structural engineering plans indicate that the flanges and webs of a given column section consist of a single grade (i.e., minimum yield strength) of steel, but each column

and spandrel within a single prefabricated panel could be fabricated from different grades of steel.

Columns in the upper stories were typically fabricated of lighter gage steel, as thin as 0.25 in. (6.35 mm),

with the grade of steel dictated by the calculated gravity and wind loads. In this manner the gravity load on the lower stories was minimized. In the lower stories the perimeter column flanges were often more

than 2 in. (51 mm) thick.

The spandrels formed an integral part of the columns: there was no inner web plate at spandrel locations.

(Fig. E-3). Spandrels were generally specified with a yield strength lower than that of the column webs

and flanges, as well as a heavier gage than the adjacent inner webs.

E"7
Appendix E

J,

r

Floor

Floor

Floor

Floor

Floor

Floor

J

Figure E-5. Partial elevation of exterior bearing-wall frame showing perimeter column

panel construction. Highlighted panel is three stories tall (36 ft) and spans four floors.

Distance between panels has been exaggerated.

Core Columns

Core columns were of two types: welded box columns and rolled wide flange (WF) shapes (Fig. E-6).

The columns in the lower floors were primarily very large box columns as large as 12 in. by 52 in. (0.30 m by 1.32 m) composed of welded plates up to 7 in. (178 mm) thick. In the upper floors the columns shifted to the rolled WF shapes. The transition floors are indicated in Fig. E-7 for each of the core columns. Core columns were typically spliced at three-story intervals. The splices in the impact and

E-8
Interim Report on Contemporaneous Structural Steel Specifications

fire zones were at floors 75, 77, 80, 83, 86, 89, 92, 95, 98, and 101. Diagonal bracing was used at the mechanical floors and in the area of the hat truss. Core box columns were 36 ksi or 42 ksi. Core wide

flange columns were specified to be one of four grades, but were primarily 36 ksi and 42 ksi steel; only

about 1 percent of all the core columns were made of 45 ksi or 50 ksi steel.

22.0 in.

22.0 in Column 504

:1.31 in.

15.0 in.

14.0 in.

Column

701

.1.50 in.

Columns 1001 1008

501 508

14WF730

22.44 in.

17.89 in.

4.91 in. Columns 607 906 1.62 in. 14WF61

xl^ Column 705

14WF21^ I ^ iO.64 in.

15.87 in. 13.91 in.

15.825 in. 10.00 in. Figure E-6. Typical welded box members and rolled wide flange shapes used for core columns between floors 83 and 86 (to scale).

The core area was framed conventionally with beams. There were numerous openings in the core area

floor for elevators and stairwells. Since fewer elevators were needed at the upper floors, part of the core

area was not needed for services. In Fig. E-7, the dashed line shows the perimeter of the core, and shaded

areas indicate typical enclosed areas for elevators and other services.

E-9
Appendix E

502,

83

Column #

Floor of transition from box to WF columns

I WF Column "1 * o. , , xo^i^uxi \ Shape of column at 84th floor

I Box Column J

Typical enclosed area for elevators and other services

501

~83

601.

~80'

1 83

95

901

I 89

502,

83

.602,

80

-702.

7 I

802.

7 JJ02,

1 48

4m

.77

503^

83

I

Jos:

80

^504^

86

I

;604)

80

703.

75

704.

<1

I M

803.

95

I I H

(505)

86

(506)

83

(507:

83

) (508)

83

I I I I

(605) (606) ciot:) (608)

80 80 80 80

C705)

7

I

( 24

I

C708)

92,

£805) C806£ Cm)

89,

.903,

I 80 1 77

.905.

86

90^

I 48

907^

I 48

-908

48

1

(ipo^ (ipo§;

|86 n

86

Figure E-7. Core column layout In WTC towers.

c

Flooring System

In the great majority of floors, the floor area outside the central core was supported by a series of 29 in. (0.74 m) deep, composite open web bar joists ("floor trusses") that spanned between the core and

perimeter wall (see Fig. E-8). At the core, the floor trusses were bolted to seats generally attached to channels that ran continuously along the core columns. At the perimeter columns, the floor trusses were

bolted and then welded to seats, mounted on spandrels at every other column. The floor trusses were

approximately 60 ft (18.3 m) or 35 ft (10.7 m) long (depending upon the relative orientation of the

building core), spaced at 6 ft 8 in. (2.0 m). There were of dozens of variants.

E-10
Interim Report on Contemporaneous Structural Steel Specifications

3/8" Gusset Plate Welded to Column and Top Chord

Perimeter Column Spandrel

Source: McAllister 2002.

Figure E-8. Schematic diagram of a floor truss.

The prefabricated floor modules were typically 20 ft (6.1 m) wide, containing two sets of doubled trusses

in the interior and a single truss along each edge. Thus, each seat supported either a double truss within a floor panel, or two single trusses from adjacent floor panels. In addition, the bottom chord of each pair of

trusses was attached to perimeter spandrels with visco-elastic dampers. Bridging trusses ran perpendicular to the main bar trusses and were spaced at 13 ft 4 in. (4.06 m). The floor panels were

covered with a corrugated steel floor deck that rested on the bridging trusses. Flutes in the deck ran

parallel to the main trusses. Once in place, 4 in. (100 mm) of lightweight concrete was poured for the

floor. Figure E-4 shows an assembled floor panel before the concrete floor was poured.

E-11
Appendix E

The minimum yield strength of the steel for the floor trusses was specified to be 50 ksi "unless otherwise

noted." In practice, several of the designs specified 36 ksi steel as well as 50 ksi steel (see Section E.5.2

for complete details).

All seats were specified to be of 36 ksi minimum yield strength. There were over 30 varieties of

perimeter seats, with various thicknesses from 3/8 in. to 7/8 in. in 1/8 in. increments (9.5 mm to 22.2 mm

in 3.2 mm increments). Core seats were 7/16 in., 1/2 in., 5/8 in., or 3/4 in. thick (11.1 mm, 12.7 mm,

15.9 mm, or 19 mm).

The floor in the core area was typically framed with rolled structural steel shapes acting compositely with

formed concrete slabs. Certain floors outside the core were also supported by rolled structural steel shapes rather than trusses. These included the mechanical floors and the floors just above the mechanical

floors (e.g., floors 75, 76, and 77). Beam framing was typically W27' beams in the long span region and

W16 beams in the short direction with beams spaced at 40 in. The floor was 5.75 in. thick, normalweight concrete poured on a 1.5 in. fluted steel deck, acting compositely with the steel beams. The

concrete on the beam-framed floors above the mechanical floors was 8 in. thick, normal-weight concrete

in the core area and 7.75 in. thick normal-weight concrete outside the core.

Floors 107 to 110

At the top of each tower (floor 107 to the roof), a hat truss interconnected the core columns (Fig. E-9).

Diagonals of the hat truss were typically W12 or W14 wide flange members. In addition, four diagonal

braces (18 in. by 26 in. box beams spanning the 35 ft gap, and 18 in. by 30 in. box beams spanning the

60 ft gap) and four horizontal floor beams connected the hat truss to each perimeter wall at floor 108

spandrel. The hat truss was designed to provide a base for antennae atop each tower, although only the

WTC 1 antenna was actually built.

Perimeter columns for floors 107 to 110 also differed from the lower floors, and were alternating small

tube columns or wide flange columns, with the wide flange columns supporting the floor system.

Impact Zone

The impact zones of the two towers are of particular interest, and special testing of the steels in this region

will be conducted. High strain-rate mechanical tests and high-temperature mechanical property tests will

focus on those steels most prominent in the impact zones, as indicated below.

In WTC 1, the perimeter columns torn out or otherwise damaged by the airplane impact (as judged from

photographs of the building) were predominantly specified as 55 ksi and 60 ksi steel. In WTC 2, most

damaged columns were specified in the 55 ksi to 65 ksi range, though there was a wide range of steel

The "W" in W27 beam denotes the shape of the beam, which is like the letter "H" (see Figure E-6). The number following the "W" is the nominal depth of the beam in inches. The second number denotes the weight of the beam in pounds per foot. A

W27 by 1 14 beam is 27.28 in. high and weighs 1 14 lb/ft. W shapes should not be confused with HP (sometimes called H)

shapes. Like W shapes, HP shapes have flanges with parallel faces, but unlike W shapes, the webs and flanges of HP shapes have equal thickness. The common I-beam is denoted as an S shape, which differs from a W shape in that the flange faces are not parallel. Instead, the inside flange surface has a slope of 1/6.

E-12
Interim Report on Contemporaneous Structural Steel Specifications

Diagonal Braces

(box beams)

Plan

/ /

110th Floor

109th Floor 108th Floor 107th Floor 106th Floor 105th Floor 104th Floor 103rd Floor

Section

Source: McAllister 2002:Fig. 2-10; Leslie Robertson Associates.

Figure E-9. Hat truss in upper floors.

E-13
Appendix E

grades involved. Table E-2 summarizes the steel grades in the perimeter columns damaged by the

impact. In the table, the impact zone is defined as floors 94-98 in WTC 1 and floors 78-83 in WTC 2.

Table E-2. Number of WTC 1 and WTC 2 perimeter columns damaged by aircraft impact.

Column Design Minimum Yield Strength Fy (ksi)

50 55 60 65 70 75 80 85 90 100

WTC 1 3 27 17 5 WTC 2 1 6 13 16 2 1 1 2 1

Although the extremities of the airplanes extended onto surrounding floors, these are the floors over which the airplanes penetrated into the buildings.

The number of core columns damaged by the impact is not known. In the WTC 1 impact zone, the core columns were almost entirely wide flange shapes. In the WTC 2 impact zone, the core columns were a mix of box and wide flange shapes. As is typical of all core columns, the steel was predominantly

specified as 36 ksi and 42 ksi minimum yield strength. Table E-3 describes the distribution of core column types in the impact zones.

Table E-3. Number of core columns with a given minimum yield strength within the

floors penetrated by the aircraft.

Column Yield Strength F, (ksi)

Type WTC 1 (floors 94 to 98) WTC 2 (floors 78 to 83)

36 42 45 50 36 42 45 50

Box 0 3 38 15 Wide flange 88 44 3 3 81 6 0 1 Note: Core columns were three stories tall and were spliced at floors 77, 80, 83, 86, 89, 92, 95, and 98. The splice is several feet above the floor at the story indicated. Therefore, in the WTC 1 impact zone there were three sets comprising

141 individual columns. C

Floors Involved in Post-Impact Fires

Special attention will be given to characterizing the performance of the structural steel found in floors engaged in the post-impact fires. The steels most vulnerable to heat from the fires were located in the zone damaged by the impact since those members were already under additional loads. Table lists the perimeter column types and grades of steel within these floors, defined here as floors 92 to 100 for WTC 1, and floors 77 to 83 for WTC 2. Table E-5 lists this information for the core columns.

Table E-4. Number of perimeter columns of specified grades in floors with

significant fire.

Floors

Perimeter Column Design Minimum Yield Strength Fy (ksi)

45 46 50 55 60 65 70 75 80 85 90 100

WTC 1 92 to 100 0 1 26 225 246 196 122 83 40 16 7 16 WTC 2 77 to 83 1 3 34 217 255 88 29 25 26 40 91 105

E-14
Interim Report on Contemporaneous Structural Steel Specifications

Table E-5. Number of core columns of specified grades In floors with

significant fire. Column Yield Strength F, (ksi)

Type WTC 1 (Hoors 92 to 100) WTC 2 (Hoors 77 to 83)

36 42 45 50 36 42 45 50

Box 0 7 69 16 Wide flange 115 58 3

5 86 13 1 3

E.5 CONTEMPORANEOUS STEEL SPECIFICATIONS

This section integrates information from many sources on the steels used in the WTC and has three primary goals. First, contemporaneous (1960s era) American and Japanese steel specifications are summarized. Second, relevant information on steel properties from the construction documents and open

literature sources is presented. Finally, estimated values for typical yield and tensile strengths and

elongations for the numerous steels in the buildings are given (as opposed to the specified minimum

values).

The first and second goals are approached from several directions. As is common practice, the structural engineering plans (obtained from LERA) only specify the minimum yield strengths and dimensions of the beams and columns. The steel contracts that the Port Authority (PONYA 1967, Ch. 2 §) awarded for the

fabrication provided the specifications for the allowable steels to meet those minimum yield strengths.

Those contracts allowed the fabricators to use steels that conformed to certain ASTM Standard

Specifications. In addition, the contracts also permitted the fabricators to use certain proprietary steels from U.S. steel mills. These were required to conform to specific, dated and published data sheets that the steel mills provided. Finally, the contracts also allowed other proprietary steels not listed in the

contract, provided that the Port Authority chief engineer of the project reviewed and formally approved

their specifications (PONYA 1967, Clause I). In all cases, the steels required extensive documentation to be acceptable for use.

Regarding the third goal, the best documentation of typical steel properties is contained in the mill test reports that detail the properties (Fy, tensile strength, elongation, chemistry, etc.) of the individual steel plates and shapes for the steels supplied. During late 2002 and early 2003, NIST investigators contacted

the fabricating companies still in existence, their successors where possible, or in many cases their former

employees, in a search for these mill test reports for steels used in the fire and impact zone, as well as other documents. None of the individuals or corporations retained these records. Section E.5.4

summarizes these contacts. The sources for steel properties NIST has obtained to date sometimes supply

inconsistent values for the properties, so this report is a best effort to supply the steel properties.

This section focuses on the steels used in the area of the impact and fire: the floor panels, the perimeter

columns, the welded core box columns, and the rolled core columns, fabricated by Laclede, Pacific Car &

Foundry, Stanray Pacific, and Montague-Betts, respectively. It does not consider any of the sections of

the buildings remote from the impact and fire sites, so fabricators of sections below the 9th floor (Mosher,

Drier, Levinson, Pittsburgh-Des Moines, and Atlas) are not addressed, although Attachment 1 provides some background information on these companies.

E-15
Appendix E

In this document, "contemporaneous" refers to the standards in effect at the time of construction, in contrast to contemporary (or present-day) standards. ASTM standards are modified and renewed at regular intervals, so the current requirements of a standard may not have been in force during the WTC

era. This distinction is also important because historical versions of standards can be difficult to locate. Attachment 2 summarizes the generally minor differences between the contemporaneous and

contemporary versions of the relevant standards.

E.5.1 Standards Called for In the Steel Contracts

The Port Authority had a generic contract that listed allowable steel standard specifications, which went

to all the fabricators. Generally, it specified that a given steel was acceptable for use if it conformed to one of a list of ASTM standards that were in force during September 1967. It also allowed several steels that were modifications of these ASTM standards. In addition, it allowed a number of proprietary steels made by U.S. steel mills. Finally, it allowed the use of other proprietary steels after formal approval by

the Project Engineer, an employee of PONYA. It was by this last method that Pacific Car and Foundry

(PC&F) received approval to use the Japanese steels in the perimeter columns.

It is important to remember that an ASTM standard can admit a wide variety of steel compositions and

strengths. A specific steel might be capable of meeting several distinct ASTM steel standards. For

instance, in the WTC construction era, ASTM A 36 only specified a minimum 36 ksi yield strength, an

upper and lower tensile strength and carbon, manganese, silicon, phosphorus, and sulfur contents. Many

high-strength low-alloy steels designed to meet other ASTM structural steel standards (e.g., A 572,

A 242) will also meet A 36. Simply identifying a specific steel as meeting a given ASTM standard will not uniquely identify its composition or mechanical properties.

In terms of shapes and tolerances, all the steel was required to meet ASTM A 6, "General Requirements

for Delivery of Rolled Steel Plates..."

Steels

Table E-6 summarizes the allowable steels listed in the contract (in "Chapter 2 (Materials)") between the Port Authority and all the fabricators. Note that it does not list ASTM A 572, a common, current standard

for niobium-vanadium structural steels, which was established only in 1966. The proprietary steels allowed by the contract do include U.S.S. EX-TEN and Bethlehem V-series, however. These steels would conform to ASTM A 572, which was under development in that era. Tables E-7 and E-8

summarize the relevant structural steel specifications from the WTC construction era, including data on

the various "modified" standards allowed in the Materials chapter of the fabricators' contracts.

Although Japanese steel mills supplied much of the steel, NIST has found no evidence that PONYA or

the fabricators ever referred to any Japanese standards. Table E-9 summarizes the relevant Japanese

Industrial Standard (JIS) from the era. They not as detailed as the corresponding ASTM steel standards,

and mostly just specify minimum yield strength and maximum carbon content.

E-16
Interim Report on Contemporaneous Structural Steel Specifications

Table E-6. Steels specified as acceptable by PONYA in its contract with steel fabricators.

Standard F, (ksi) Description of Standard

Structural Steels A 36 36 Structural steel A 242 50 High-strength structural steel A 440 50 High-strength structural steel A441 50 High-strength manganese vanadium steel A 441 modified' 50 As A 44 1 with Cr and increased Cu

ASH 100 Quenched and tempered alloy steel plate for welding

A 514 Modified 100 As A 5 14, but TS requirements waived

USS CON PAC Grades 70 and 80

Bethlehem V series Grades 42, 45, 50, 55, 60, 65

Lukens Grades 45, 50, 55, 60, 80

USS EX-TEN Grades 42,45,50,55, 60, 65, 70

USS COR-TEN "considered to conform to A 441 modified"

Lukens COR-TEN "considered to conform to A 441 modified"

Pressure Vessel Steels A 302 Manganese molybdenum steel for pressure vessels A 302 modified

A 533 Mn-Mo and Mn-Mo-Ni steels for pressure vessels A 533 modified

A 542 Cr-Mo steel for pressure vessels

a. Apparently (Irving 1968) "A 441 modified" was a catch-all term for a group of steels that were codified in 1968 under ASTM

A 588 "High-Strength Low-Alloy Structural Steel with 50,000 psi Minimum Yield Point to 4 in. Thick." Key: Cr, chromium; Cu, copper; Mn, manganese; Mo, molybdenum; Ni, nickel; TS, tensile strength.

E-17
Appendix E

Table E-7. Summary of mechanical properties from relevant ASTM International

structural steel standards from WTC era.

Standard Title Min.(ksi)

TS

Min.

(ksi)

TS

Max.

(ksi)

Elong

Min.

(%) Notes A 36-66' Structural steel 36 58 80 20 For shapes; plates have higher C, Mn,

and Si requirements

A 242-66' High-strength low-alloy structural

steel

50 70 18 Plates and bars t <= 0.75 in.; Group

1&2 shapes

A Add f^l^ T—Ti^Tn ctff^n rrf r\ cfn K^t"! 11*01 ctt^^il nigii-sii ciigiii siruciufdi bicci 70 11 so r Idles diiu Ddfs / ^— o./j 111., oroup 1&2 shapes

A 440-67' High-strength structural steel 46 67 19 Plates and bars 0.75 in. < ? <=1.5 in.; Group 3 shapes; elongation reductions based for / > 0.75 in. A 440-67' High-strength structural steel 42 63 16 Plates and bars 1.5 in. < / <=4 in.; Group 4&5 shapes.; elongation

reductions for t > 3.5 in. A 441-66' High-strength low-alloy structural

tn1 CT^iTiPCf* A/an iirl 11 im ctppl 1 IdllgCllICDC V dl IdUl tllll DlCCI

50 70 18 Plates and bars t <= 0.75 in.; Group

1 ex. i_ jMICIUCd A 441-

1 1 lUUl 1 ICU As A 44 1

, but modified by PONYA 50 70 19 Plates & bars 0.75 in.<= /<= 4 in.;

A 441-66' High-strength low-alloy structural manganese vanadium steel

46 67 19 Plates and bars 0.75 in. < / <=1 .5 in.; Group 3 shapes.; elongation

minimums relaxed for t ^ 0.75 in. A 441-66' High-strength low-alloy structural manganese vanadium steel

42 63 16 Plates and bars 1.5 in. < t<= 4 in.; Group 4&5 shapes

A 441-66' High-strength low-alloy structural manganese vanadium steel40 60 Plates and bars 4 in. < ? <= 8 in.; elongations on 2 in. GL

A 514-65' High-yield-strength, quenched and tempered alloy steel plate, suitable for welding100 115 135 18 r<=0.75 in.

A 514-65' High-yield-strength, quenched and tempered alloy steel plate, suitable for wpldiHiJ100 115 135 18 0.75 in. <(<= 2.5 in.

A 514-65' High-yield-strength, quenched and

ICIlipClCU dilUy t)lCCI pidlC, sUllaUIC lUI welding

90 105 135 17 2.5 in. < ? <= 4 in.

A 5 14- modified'1 UU X X oee

std. AS A J 1 4, out 1 5> waivea in r uin y asteel contract A 529-64 Structural steel with 42 ksi minimum

y iciu poini

42 60 85 19

A 572-70 High strength low-alloy columbium

vanadium steels of structural quality

50 65 18 6 grades; F, = (42 45 50 55 60 65) ksi; different C contents A 573-70 Structural carbon steel plates of improved toughness

35 65 77 20 2 grades 65 ksi or 70 ksi TS

A 588-70 High-strength low-alloy structural

steel with 50 ksi minimum yield point

to 4 in. thick

50 70 18 9 chemistries

a. Allowed by PONYA Steel contract. Chapter 2 "Materials." Key: C, carbon; Elong, elongation to failure; F,,, specified minimum yield strength; Mn, manganese; Si, silicon; TS, tensile strength.

E-18
Interim Report on Contemporaneous Structural Steel Specifications

Table E-8. Summary of chemistry data from relevant ASTM International structural steel

standards from WTC era.

Standard

Chemistry (%)

Other/Notes

C

Max. MnMax.

Si Max. Ni Cr

V

Min.

Cu

Min.

P

Max.

S Max.

A 36-66 shapes 0.26 NR XR 0.2 0.04 0.05 Cu where specified

A3 6-66 plates with

r<0.75 in.

0.25 NR NR 0.04 0.05 Cu where specified

A3 6-66 plates with

(J. /j m. <f<l.D in

0.25 0.8-1.2 NR 0.04 0.05 Cu where specified

A36-66 plates with

1.5 in. <r<2.5 in

0.26 0.8-1.2 0.15-0.3 0.04 0.05 Cu where

specified^

A 242-66 0.22 1.25 0.05 Type 1 A 242-66 0.15 1.40 0.05 Type 2 A 440-67 0.28 1.1-1.6 0.3 0.2 0.06 0.05 A 441-66 0.22 0.85-1.25 0.3 0.02 0.2 0.04 0.05 A 441 -modified 0.19 0.85-1.25 0.15-0.3 0.4-0.65 0.02 0.25-0.4 0.04 0.05

A 441-66 0.22 0.85-1.25 0.3 0.02 0.2 0.04 0.05 A 514-65 8 individual

chemistries, with

Cr, Mo, B

A 529-64 0.27 1.2 0.2 0.04 0.05

A 572-70 0.22 1.35 0.3 0.04 0.05 4 variants with Nb

or Va or Nb-i-Va,

or V+N

A 573-70 0.24 0.85-1.25 0.15-0.30 0.04 0.05 A 588-70 9 individual chemistries, generally with Cr, Ni, V, Nb

a. A 36 plates have different requirements for thicker sections that include higher carbon allowables and slightly different manganese requirements.

Key: B. boron; C, carbon; Cr, chromium; Cu, copper; Mn, manganese; Mo, molybdenum; Nb, niobium; Ni, nickel; NR, no

requirement; P, phosphorus; Si, silicon; S, sulfur; V, vanadium.

E-19
Appendix E

Table E-9. Summary of Japan Industrial Standard structural steel standards from 1974

Standard Grade

Min.

(ksi)

TS

Min.

(ksi)

TS

Max.

(ksi)

C

Max. (%)

Mn

Max.

(%)

Si Max.

(%)

Cr

(%)

Cu

Min.

(%)

P

Max.

(%)

S Max.

(%) Other

JISG3 106-73 Rolled

Steel for Welded

Structure

SM50a 45 71 88 0.20 1.5 0.55 0.04 0.04 Add any element

"if necessary"

SM50b

SM50C

45 71 88 0.18 0.04 0.04 Add any element

"if necessary"

SM'SOYa SMSOYb

5

1

71 88 0.20 1.5 0.55 0.04 0.04 Add any element

"if necessary"

SM53b

SM53c

51 75 92 Add any element

"if necessary"

SM58 65 82 104 0.18 1.5 0.55 0.04 0.04

JIS G3 11 4-73 Hot

Rolled Atmospheric

Corrosion Resistant

Steel for Welded

Structure

SMASOa

SMASOb

SMASOc

51 71 88 0.19 1.4 0.75 0.3-1.2 0.2-0.7 0.04 0.04 + Mo or Nb or Ni

or Ti or V or Zr

SMA58b 65 82 104 0.19 1.4 0.75 0.3-1.2 0.2-0.7 0.04 0.04 +Mo, Ni, Nb, Ti, Va and or Zr

JIS G3 10 1-73 Rolled

Steel for General

Structure

SS55 57 78 0.30 1.6 0.04 0.04 Add any element

"if necessary"

SSSO 40 71 88 0.05 0.05

Key: C, carbon; Cr, chromium; Cu, copper; F,, yield strength; JIS, Japan Industrial Standard; Mo, molybdenum; Nb, niobium;

Ni, nickel; P, phosphorus; Si, silicon; S, sulfur; Ti, titanium; TS, tensile strength; V, vanadium; Zr, zirconium. Note: Compositions are given as mass fractions. Thickness range for all standards is 16 mm< / < 40 mm.

Source: World Steel Standards, Handbook of Comparative (1974).

Fasteners

Section E.6 covers fastener standards in the section on connections (bolts and welds).

E.5.2 Steels Used in Construction

Information from the suppliers and fabricators was used to identify the specific steels supplied to meet

those contractual requirements. Table E-10 and Attachment 1 provide background information on the various fabricators of WTC steel, including tons of steel reported in their contracts. The rest of this section summarizes information on the steels used in the impact and fire zones of the towers.

Floor Trusses *

Laclede Steel manufactured the trusses for the composite floor panels for both WTC 1 and WTC 2 from

steel they made and rolled at their mill in Alton, Illinois. The chords were fabricated from hot-rolled

angles, while the web was fabricated from hot-rolled round bar, Fig. E-10.

E-20
Interim Report on Contemporaneous Structural Steel Specifications

Table E-10. Steel companies involved in WTC construction and their contracts.

Fabricator Current Status Component Tons

Pacific Car & Foundry, Co. Sold in 1974 Exterior columns and spandrels 55,800

Montague Betts, Co. Inc No longer a steel fabricator

Rolled columns and beams above 9th

floor

25,900

Pittsburgh-Des Moines Steel Co.

Bifurcation columns ("trees") 4th to 9th

floor

6,800

Atlas Machine & Iron Works No longer in business Box columns below the biiurcation columns to 4th floor13,600

Mosher Steel Co. Currently active Core box columns below the 9th floor 13,000

Stanray Pacific Corp. Closed in 1971 Core box columns above the 9th iloor 3 1

, 1 00

Levinson Steel Co. bold in lyy/, parent

company in bankruptcy

Supports for slabs below grade lz,000

Laclede Steel Co. Bankrupt in 2001, new

owners of rolling mill

Floor trusses Unknown

Drier Structural Steel Co, Inc. Unknown Grillages Unknown

Total 141,170

Source: Feld 1971.

0.00 0.01 0.02 0.03 0.04 0.05

Strain

Figure E-10. Schematic diagram of the stress-strain behavior of a structural steel.

E-21
Appendix E

According to internal Laclede documents (Bay 1968 f), the top chord angles, as well as most round bars, were fabricated to meet ASTM A 242 (F,, = 50 ksi). Only 1.09 in. (27.7 mm) and 1 13/16 in. (46.0 mm)

round bars and the bottom chord angles were specified as ASTM A 36. Conversations with Laclede

metallurgists (Brown 2002 t) active during the WTC construction revealed that even for components

specified as ASTM A 36, Laclede would have supplied a vanadium, micro-alloyed steel with a typical

Fy = 50 ksi, similar to a contemporary A 572 steel. In all the Laclede documents NIST examined, there were only two different mill test reports on A 242 steel, both from mid- 1969; see Table E-11. These mill

test reports indicate that the A 242 steel supplied is a niobium-containing steel similar to modem ASTM

A 572 steels with yield points that exceed the specified minimum by about 10 ksi.

Table E-11. Properties of Laclede ASTM A 242 steels obtained from Laclede mill

test reports.

Component (ksi)

Element Composition (%)

C Mn P S V Nb Source

2 in. by 1.5 in. by 0.25 in. bulb

angle heat 83033

62.8 0.20 0.86 0.014 0.044 NR 0.020 (Kamper 1968 t)

3 in. by 2 in. by 0.25 in. bulb

angle heat 83 162

60.1 0.19 0.77 0.013 0.043 NR 0.015 (Kamper 1968 t)

1.14 in. rod heat 76056 54 0.19 0.80 0.005 0.024 NR NR (White 1969b f) 2 tests Key: C, carbon; Mn, manganese; Nb, niobium; NR, not reported; P, phosphorous; S, sulfur; V, vanadium.

Note: Compositions are reported % mass fractions.

Perimeter Columns and Spandrels

The perimeter wall columns, fabricated by PC&F, comprise three important sub assemblies: the columns,

the spandrels, and the truss seats. The structural engineering plans called for the columns to be fabricated

from 14 grades of steel with F,, - (36, 42, 45, 46, 50, 55, 60, 65, 70, 75, 80, 85, 90, and 100) ksi. Above

floor 75, more than half of the columns have yield strengths greater than or equal to 55 ksi and less than

or equal to 70 ksi. The spandrels were fabricated from 12 grades of steel with Fy = (36, 42, 45, 46, 50, 55,

60, 65, 70, 75, 80, and 85) ksi. The truss seats were specified to be fabricated from steel with Fy = 36 ksi minimum. -

Yawata Iron and Steel Co. supplied most of the steel to PC&F for the perimeter columns and spandrels.

In general, the exterior (or web) and side (or flange) plates of each column and the spandrels were

fabricated from Japanese steel, and the inner web plate (plate 3, see Fig. E-3) was fabricated from

domestic steel (Symes 1969a §; White 1969a §). Searches of archival material yielded no information on

the steels for the truss seats beyond the fact that they were specified as Fy = 36 ksi. A contemporaneous Yawata document (Yawata 1969 t) indicates that Yawata shipped 46,000 metric tons of WEL-TEN 60, 60R, 62, 70, and 80 to PC&F. That document refers to WEL-TEN 80, rather than

WEL-TEN 80C, which is a Yawata steel with a different chemistry, but identical yield strength. The

document certainly must actually mean WEL-TEN 80C, because all other sources, including other

Yawata sources, that mention WEL-TEN steels refer to WEL-TEN 80C. Most sources, for instance, Feld

(1971), put the PC&F contract at 55,800 tons. Assuming the Yawata document (1969 f) refers to metric

tons, that would still leave a minimum of 5,100 tons from other sources. The inner web plate (plate 3, Fig. E-3) represents about 12 percent of the total area of a perimeter column panel. The 5,100 tons

E-22
Interim Report on Contemporaneous Structural Steel Specifications

unaccounted for in the Yawata contract is not inconsistent with the assertion that the inner web was

usually fabricated from domestic steel, while the remaining plates were fabricated from Yawata steel.

Several sources (ENR 1967; Monti 1967a §; White 1967a §; Feld 1967a §) indicate that Kawasaki Steel also supplied PC&F, but apparently only 36 ksi grade (Feld 1967a §). Ronald Symes (2002 t), PC&F

chief engineer, could not remember any other foreign steel suppliers other than Kawasaki. However, the

fabricators only interacted with the Japanese import companies rather than with the steel mills directly.

Mitsui (now Mitsui USA) imported the Japanese steel for PC&F. Because the flanges and spandrels are the primary structural components of the perimeter columns, and they were all fabricated from Yawata

steel, the properties of the perimeter columns can be based on the mechanical properties of the Yawata

steels.

During the 1960s Yawata produced a number of named, proprietary grades (such as WEL-TEN and

YAW-TEN series) of weldable steels with specified minimum properties. Several of these named grades

supplied to PC&F (WEL-TEN 60, WEL-TEN 62, WEL-TEN 80C) are common in the contemporaneous

literature, and open literature publications (Ito 1965a, Ito 1965b; Goda 1964) describe many of their physical and mechanical properties other than specified minimum strength quite extensively. For two of

the named, proprietary grades that Yawata supplied to PC&F (WEL-TEN 60R and WEL-TEN 70), NIST

has been unable to find corroborating specifications or mechanical property data, even in consultation

with Nippon Steel. It is possible that these names were assigned simply for convenience for the WTC

construction. Chemically, WEL-TEN 60, 60R and 62 are similar to contemporary ASTM A 588, with

their Cr additions and high silicon contents, though none would meet that specification exactly.

WEL-TEN 60, 62, and 70 are heat-treated steels, while WEL-TEN 60R is a hot-rolled steel. WEL-TEN 80C is a Cr-Mo steel that is very similar to contemporary A 514 steels, and possibly could

have been manufactured to meet that contemporary specification. According to PC&F documents (Symes

1967c §), Yawata intended to supply grades that would meet the "ASTM A 441 -modified" specification

(see Table E-7) of PONYA for the lower strength column plates. From the proposed specification, these

"A 441 -modified" compositions were similar to contemporary A 588 steels, with their added Cr and use of Nb for strengthening. Their chemistries do not correspond to any other named grade of Yawata steel, for example WEL-TEN 50, WEL-TEN 55, YES 36, YES 40 or YAW-TEN 50. For the intermediate

strength plates (55 ksi, 60 ksi, and 65 ksi), Yawata intended to fiimish heat-treated WEL-TEN grades for the thicker sections and the hot-rolled "A 441 modified" grades for the thinner sections. Tables E-12 and

E-13 summarize these specifications and representative properties, obtained from a variety of documents.

Note that not all the sources agree on yield strength or chemistries, probably because Yawata could tailor the steels for specific applications. The entries at the top of the table are for the steels that a PC&F memo

(Symes 1967c §) mentions, while the bottom entries detail representative data culled from many literature sources for all grades of Yawata weldable steels.

NIST has located a total of six mill test reports (tests performed at the Yawata rolling mill) describing

135 plates (Symes 1969b §; Barkshire 1969a §; White 1969c §) of Yawata steels: two for F,, = 75 ksi, one

for Fy = 70 ksi, two for F,. = 50 ksi, and one for F, = 45 ksi. When the originals were microfilmed after the construction was completed, the technician did not rotate the landscape pages into portrait orientation, so the sheets only show the measured yield point, tensile strength and elongation, but not chemistry. For

each steel, the measured yield strength of the plates increases with decreasing thickness. The thickest

WEL-TEN 62 plates (/ = 1.5 in.) plates typically have yield strengths 5 ksi higher than the specified yield

strength. The thinnest plates (t = 0.375 in.) have yield strengths 15 ksi to 20 ksi higher than the stated

E-23
Appendix E

o

-ami_

"o

0)

+->

(/>

(/) 3

O

0)c

(0o

a.

C

o

u

re >-

(/) a> E

o

CLO

•aoE

u

(UQ.

(0

I liJ0) n

1^

5 1.^

s 11

s 11

^11

il

ii

fin

I

Hi

S8

III

ii

il

E-24
Interim Report on Contemporaneous Structural Steel Specifications

I #

I sir

flj

g g

CD O

iimm

II

ili

2 S C 22

I

illlll oo a. o

llilM

ifffif

E-25
Appendix E

yield strength. For the lower strength plates (F, = 45 ksi and Fy = 50 ksi) the measured yield strength

increases less rapidly with decreasing thickness: to a first approximation, their strength is independent of

thickness. They average 7.4 ksi and 11. 8 ksi higher than the specified yield strength, respectively.

Contemporaneous documents indicate that PC&F also purchased V-series (White 1968a §; 2003 j) and

modified V-series plate from Bethlehem Steel (Symes 1967a §), EX-TEN and modified EX-TEN from

U.S. Steel (Symes 1967a §; White 2003 j; Barkshire 1968a §), and various Kaisaloy grades (Barkshire

1968b §) from Kaiser steel, for use in the interior plates. The inner plate (plate 3, see Figure E-3) is usually half the thickness of the flange plates, and never exceeds 15/16 in. thick, and so represents at most

5 percent of the mass of steel in the entire contract. Status reports from mid- 1968 indicate that PC&F

phased out U.S. Steel and Kaiser and replaced them with Bethlehem as the only domestic

supplier (Barkshire 1968c §). Presumably most of the inner web plates (plate 3) in the columns (see

Fig. E-3) near the impact floors were made from hot-rolled Bethlehem V-series steels. Table E-14

summarizes the properties of the V-series (Alloy Digest 1970) and modified V-series

steels (Symes 1967b §). c

' In summary, NIST has extensive data from open literature sources for properties other than chemistry and

yield strength for the 65 ksi WEL-TEN 60, the 70 ksi WEL-TEN 62, and the 100 ksi WEL-TEN 80C.

Properties for the "A 44 1 -modified" grades and for WEL-TEN 70 and WEL-TEN 60R must be estimated

theoretically, from accepted literature values for plate steels, or experimentally from tests on recovered

steels.

Core (Welded Box Columns)

Stanray Pacific Corp. fabricated the welded core columns in both buildings above floor 9. The plans

called for two grades of steel with 36 ksi and 42 ksi minimum yield strengths. Contemporaneous Stanray

Pacific documents (Morris 1967 §; Warner 1967 §) indicate that Stanray Pacific purchased nearly all the

steel plate for the core columns from two sources. The 10,240 tons from Colvilles Ltd. (Dalzell Works,

Motherwell, Scotland) and 21,760 tons from Fuji Iron and Steel (Hirohata Works). The total of

32,000 tons is close to the 31,100 tons that Feld (1971) reported in his Czv/7 Engineering article that summarizes the construction of the WTC towers. It is likely, then, that these two mills supplied nearly all the steel for the welded core columns. Telephone conversations with M. McKnight (2003 t), formerly

with the British Steel Export Association, which imported the steel to the United States, confirmed

Colvilles as a supplier to Stanray Pacific.

The same document (Warner 1967 §) that details the major suppliers, indicates that Fuji Steel supplied all plates thinner than 1 .75 in. Both mills supplied plates with t>l .75 in., but even there, Fuji supplied about

60 percent of the total mass of steel used. In the fire and impact floors of WTC 1 (floor 94 to floor 98),

only three of the columns are welded, box columns, and all three are made from plate thinner than 1.75 in. In the fire and impact floors of WTC 2 (floor 78 to floor 84) only 9 of 52 welded box columns are made

from plate 1 .75 in. or thicker. In terms of steel properties for modeling, then, the columns can be modeled

with the properties of the Fuji-supplied plates alone. NIST has located a mill test report for a single Fuji

Steel A 36 plate (Morris 1969 §), and a third-party chemical analysis of a Colvilles A 36

plate (Walton 1968 §) (Table E-15). Other than these, NIST has located no other mill records. See

Table E-16 for the search details.

E-26
Interim Report on Contemporaneous Structural Steel Specifications

> I #

1^

If. o

_g

s

6?o

•ao

CO

is1°

s

•3

il o &

8©©

21

a. O

M Dl, Q

<

E-27
Appendix E

Table E-15. Chemistry and mechanical property data for a Fuji Steel plate and a Colvilles

TS Elong C Mn Si Ni Cr V Cu P S

Description (ksi) (ksi) (%) (%) (%) (%) (%) (%) (%) (%) (%) (%) Other Source

12.6 ton A 36 plate

3 in. by 65.5 in. by

453.75 in. Rolled at Hirohata works, Fuji Steel; tested August 5, 1969.

38.4 64.9 32 0.2 0.96 0.2 ND ND ND ND 0.013 0.008 (a)

Chemical analysis of a 6 in. by 52 in. by 18 ft 0.75 in. Colvilles A 36 plate Heat H218 Slab 1804H by

Materials Testing

Laboratory, Los Angeles,

CA, February 2, 1968.

ND ND ND 0.2 0.99 0.3 0.2 <0.01 0.005 0.2 0.017 0.035 0.01 Mo,

0.02 Co

(b)

a. Morris 1969.

b. Walton 1969. Key: C, carbon; Cr, chromium; Cu, copper; Elong, elongation to failure; F,, specified minimum yield strength; ND, not detemiined; Mn, manganese; Ni, nickel; P, phosphorus; S, sulfur; Si, silicon; TS, tensile strength; V, vanadium.

Note: Compositions expressed as mass fractions.

Table E-16. Databases searched for WTC information.

Database Query Earliest year covered

Cambridge Scientific Databases: Metadex, Weldasearch

Yawata

World Trade Center

1966 (Metadex)

1967 (Weldasearch)

OCLC FirstSearch Database: WorldCat

Search for steel periodicals—used to identify

possible additional sources of information

Search for library holdings of

contemporaneous steel catalogs. Also

searched on Alibris for used steel data sheets.

1 9th century

American Society of Civil Engineers Database

www.pubs.asce.org

World Trade Center, Yawata, Stanray, Pacific Car and Foundry: no useful information

1973

The LERA archives contain several examples of steel substitutions from other mills. Because the sum of

the Colvilles and Fuji contracts, 32,000 tons (Warner 1967 §), is larger than the PONYA value of the

contract, 31,100 tons (Feld 1971), these were probably isolated, uncommon occurrences. They are not

relevant for estimating steel properties. The documents were probably retained because they documented

substitutions that required authorization by PONYA. These records include mill test reports for a single

A 7 plate purchased from Crest Steel and rolled by Nippon Kokan Steel (Fukuyama, Japan)

(Tarkan 1969 §) and eight A 36 plates with 3.25 in.>/>7.25 purchased from Lukens Steel (Morris

1969b §). A report (Yamada 1967 §) of the first shipment of plates from Japan lists the plates as being

A 36 and A 572 grade 42. The appearance of A 572 is notable, because it is not listed in the PONYA

steel contract list of steels that could be used without requesting formal approval. The document is not a

mill test report, however, so it not completely certain that the 42 ksi plates were actually supplied to A 572. It is also possible that documents authorizing the use of steels meeting A 572 have not survived.

E-28
Interim Report on Contemporaneous Structural Steel Specifications

Core (Rolled Wide flange Shapes)

Montague-Betts Steel fabricated all the rolled WF shapes for the core columns as well as all the beams in both towers above floor 9. These rolled shapes represent a significant fraction of the total core columns

in the fire and impact zone. Above floor 80 in WTC 2, more than half of the core columns were WF

shapes, and above floor 94 in WTC 1, 43 of the 46 columns are WF shapes. The plans called for steels with 36 ksi, 42 ksi, 45 ksi, and 50 ksi minimum yield strengths, but very few of the rolled shapes used the 45 ksi or the 50 ksi material. Various sources (Davis 2002 t; Yawata 1969 t) confirm that Montague-Betts purchased about 12,000 tons (of a total contract of 25,900 tons) of A 36 and A 441 wide

flange shapes from Yawata Iron and Steel, Sakai Works. An additional 1 ,200 tons came from

Dorman-Long, Lackenby Works, Middlesborough, England (Gallagher 1968 §; Goode 1967 §). Given

the size of the Yawata contract, it is likely that it represents the majority, if not all, of the WF core columns. Because Yawata engineers felt that the "A 441 -modified" composition was protected by a U.S. Steel patent (Clarkson 1967 §), they also obtained permission to supply high-strength steel to different "A 44 1 -modified" composition (see Table E-3) with 0.2 percent to 0.4 percent mass fraction

added Ni (White 1967b §). Whether this approval represents a complete substitution of a Yawata specific

alternate "A 441 modified" for the original A 441 modified, or simply an alternate specification for use in limited instances, is unknown. Montague-Betts CEO William Davis (2002 t), who worked on the

project, confirmed that Montague-Betts also purchased steel from Bethlehem and U.S. Steel, the only two

domestic mills that produced 14WF rolled sections heavier than 87 lb/ft (AISl, 1973). To date, NIST has

found no mill records for chemistry or mechanical properties for any of the column steels used in the Montague-Betts contract. See Table E 15 for the search details.

E.5.3 Recommended Values for Mechanical Properties

From the data NIST has recovered from various sources, it is possible to recommend values for estimated

yield strength for the various steels for use in analyzing the performance of the buildings. These sources

include mill test reports of WTC steels from corporate archives and contemporaneous studies of the

properties of plates and shapes of structural steels. These estimates should be confirmed with results of

mechanical tests on recovered steel, because they include assumptions about general steelmaking

practices that may not have been employed for the specific steels in the WTC.

Central to the estimation of properties is the data from the mill test report that accompanies every piece of

steel sold to ASTM International structural steel specifications. In this report, the steel mill attests to certain measures of the quality and properties of the steel supplied. To understand the steel mechanical

properties, it is important to recognize the limitations on the information contained in the mill test reports.

Most of the characterization for structural steel for buildings is conducted on a per heat (or ladle) basis. A

heat of steel weighs up to several hundred tons and represents the unit at which the steel mill modifies the chemistry for the intended application. Heats of molten steel are poured into ingots to solidify. After

solidification and homogenization, the steel mill rolls the ingots into plates and structural shapes. A

single heat may supply the steel for many ingots, and a single ingot can supply the steel for many plates or shapes.

For structural steel intended for buildings, both in the WTC era and now, the mill test report contains the

results of a single chemical analysis of the steel, taken before the ladle of molten steel is poured into the

E-29
Appendix E

ingot to solidify. It also contains the results of one or two tension tests, depending on the size of the heat,

to evaluate the yield and tensile strengths of the steel. Yield strength is the stress at which the steel first begins to deform permanently, rather than elastically. Buildings are designed so that the stresses do not exceed the yield strength of the steel. Tensile strength represents the maximum stress the steel can carry. The test specimen does not necessarily come from the plate purchased, nor is it likely that it originates

from a plate of identical thickness to the one purchased. Therefore, the properties of the plate may differ slightly from the properties that the mill test reports. In essence, the mill test report is a quality control

tool. It represents a check that the properties of that production of plates or shapes are in the range that they should be. The mill test report is not the average of a collection of tests, nor is it a guarantee that the

entire plate or shape has a yield strength or chemistry that would meet the specification.

During the 1960s and 1970s, several studies (AISI 1973; Galambos 1976; Alpsten 1972) characterized the

variability in properties of steels supplied to various standards. These studies asked the question, "If I buy a 36 ksi steel, what is the mean value of the yield strength of the plates that the steel mill supplies to me?" They answered this question by examining thousands of mill test reports, but not by doing

independent product testing. Because the tension test to certify the mechanical properties is conducted

near the end of the production process, scrapping a heat of steel because it did not meet the intended

specification is undesirable. Thus, steel mills generally strive to make steels in which the strength

exceeds the intended specification. Typically, the yield strengths in the mill test reports exceeded the specified minimum values. The exact value depended on the value of the yield strength specified in the

standard, and whether the steel was supplied as plates or shapes. Of course, the yield strength in the mill

test report will never be less than the standard calls for, because the steel could not have been sold as meeting the standard. The results of these studies are useful in estimating the properties of WTC steels when no other corroborating evidence is available.

A second question that some studies attempted to answer was, 'Tf I buy an A 36 plate (a steel with

Fy = 36 ksi), what is the probability that a tensile test that I do on that plate will yield a value less than

36 ksi?" Here, the question is about tests that the user conducts, and the studies attempted to characterize

the distribution of strengths, rather than the mean value. The American Iron and Steel Institute commissioned the most complete and relevant of these studies in the early 1970s. It compared the results of subsequent tensile tests to the value listed on the mill test report. The most important conclusion from

this study is that it is not uncommon for a product tension test to produce a yield strength that is less than

the standard allows. The executive summary of the AISI report shows an example for an A 36 steel (specified minimum yield strength of 36 ksi) where measured yield strength on the mill test report is 38 ksi (i.e., 6 percent over the minimum). Even in this plate, there is a 22 percent probability that a second test will produce a yield strength less than 36 ksi, i.e., below the specified minimum yield

strength. Because the distribution of yield strengths is reasonably narrow, there is only a 0.1 percent

probability that the test will have a yield strength less than 30 ksi, however. It is likely, therefore, that some tension tests done on recovered steel as part of the WTC investigation will produce yield strengths

that are less than the relevant standard called for. The occasional appearance of a low yield strength in

tests of recovered steel cannot be interpreted as meaning that the steel was defective, or even that it did

not meet the standard to which it was supplied.

Several further corrections must be made in estimating the deformation properties of structural steel for modeling. The three most important of these arise because the tensile test method specified in the

standard does not perfectly match real deformation conditions. In the mill tension test, a test specimen is

E-30
Interim Report on Contemporaneous Structural Steel Specifications

cut from the plate and machined into the proper shape. It is then pulled in tension in a testing machine at a constant, prescribed elongation rate, while measuring the resulting load on the specimen. In contrast, the steel in a building supports loads that can be considered to be quasi-static.

The elongation rates used in the mill tension tests are relatively high, to maximize throughput.

ASTM A 370 allows a maximum strain rate of 0.001 s ', which causes yielding within 5 s for most

structural steels. The yield strength of structural steel increases slightly with increasing testing rate. For

modeling the static behavior of the building, the relevant strength is not the one measured in the mill test, but instead is the so-called "static yield strength." This is the strength that would be measured at infinitesimally slow deformation rate, which is naturally the relevant rate for the gravity loads in a

statically loaded building. Typically, the static yield strength is 1 ksi to 4 ksi less than the value on the mill test report, as established in extensive studies from the 1960s (Rao 1966; Johnson 1967;

Galambos 1976), and methods exist to calculate the expected static yield strength from tests conducted

dynamically. These corrections are necessary to estimate properties relevant to the airplane impact

conditions.

A second correction that must be made arises from the microstructural behavior of low alloy steels (such

as steels specified to A 36 and A 440) near the yield strength. During tensile testing, these steels often

exhibit what is known as a yield drop (Fig. E-10). The stress necessary to initiate the first bit of

permanent deformation (yield) is larger than the stress necessary to continue the deformation. During the elongation in the test, the load rises linearly until permanent deformation initiates at a single location in the test specimen. Frequently the stress can drop 3 ksi to 5 ksi upon yielding. A localized band of

deformation passes through the test specimen, and the load drops to a lower constant value. Because the

specimen is tested at constant extension rate, rather than at constant load, the deformation band

propagates through the test specimen until the entire specimen has begun to deform permanently. This

behavior manifests itself as a region of constant stress deformation known as yield point elongation. For

all structural steels with specified yield strengths less than 100 ksi, ASTM standards allow the mill test to report the maximum value of the stress reached before the load drop, called the yield point, rather than the lower, constant value, called the lower yield stress. The yield point phenomena occur only in tests that have uniform stress states. Beams loaded in bending, for example, will not show this sort of stress-strain behavior. For modeling purposes the lower yield stress is the relevant parameter for modeling yield

behavior.

For estimating the properties of rolled wide flange shapes, one must correct for variation in yield strength

with location from which the test specimen is taken. During the WTC era, but not currently, ASTM

standards specified that the test specimen for the mill test report be taken from the web section (in the "cross bar" of an "H" shaped specimen) of the rolled shape, rather than the flange. In typical rolled shapes, however, the flange is the thicker section, and accounts for most of the load-carrying capacity of

the column. Because it is thicker, it cools more slowly from the rolling temperature, and generally has a lower yield strength than the flange. Many studies, summarized by Alpsten (1972), have characterized

this difference as being 2 ksi to 4 ksi for nominally 36 ksi shapes. It was not uncommon for the yield

strength of a flange to be 1 ksi to 2 ksi below the specified nominal value (from the web) for the standard.

There is a similar problem for estimating the yield strength of plates. The steel community has

recognized that for a given specified minimum yield strength, thinner plates often exhibit a higher yield

strength than thicker plates. Thinner plates have had more hot working and cool faster than thicker plates rolled from the same heat (Alpsten 1973; Galambos 1978). Indeed, the high-strength plates that the

E-31
Appendix E

surviving Yawata mill test reports describe (Section 0) show this effect, but the low-strength plates do

not. The effect is difficult to model, however, because mills can adjust the composition of heats intended

for specific thicknesses, while still meeting the chemistry requirements of the standard specification, to keep the actual yield strength close to the specified minimum. In the absence of a well-defined method

for estimating the thickness effect, it must be regarded as a source of uncorrectable uncertainty.

Table E-17 lists estimated yield strengths for the relevant steels from the impact and fire zone. It contains two columns. The first, labeled "Estimated mill F, " is an estimate of the average value of the

yield strength that would have been reported on the mill test reports. It is based on surviving mill test reports where they are available, and on literature estimates where no mill test reports have survived. The

values were estimated by multiplying the specified minimum value by a constant, k, where A: = 1.12 for plates (Baker 1969) and k= 1.2 for shapes (Alpsten 1972). The second column corrects the estimated

average mill test report F, to the value for the static yield strength, using the correction factor of Rao

(1966) of 3.6 ksi. The value for the rolled core shapes is further corrected to the expected yield strength

for the flanges (since the mill test reports are for specimens taken from the webs) using the value from the

AISI report (1973) of -2.4 ksi.

Floor Trusses

Based on the mill test reports summarized in Table E-11, NIST recommends using Fy = 58.4 ksi for angles specified as either A 242 or A 36, and 50.4 ksi for rounds specified as A 242. Based on the

conversations with Laclede personnel (Brown 2002), A 36 rounds are estimated to have Fy = 43.4 ksi. Table E-17 summarizes these recommendations.

Perimeter Columns and Spandrels

Table E-17 provides the current best estimate of the properties of the Yawata grades for each indicated

minimum yield strength. Most important in Table E-17 is the entry that shows that PC&F obtained

permission (White 1968b) to substitute F, = 100 ksi (WEL-TEN 80C) material for F,, = 90 ksi applications, but not to upgrade any other yield strengths by 10 ksi or larger anywhere else. Documents

(Symes 1969a §) from early 1969 indicate that PC&F did not use any F,, = 85 ksi steel in the building, so any steel specfied as Fy = 85 ksi would have to have been supplied at Fy = 100 ksi as well. Nicholas

Soldano, PC&F General Manager in 1969 (2002 t), confirmed that they had also been granted permission

to substitute 45 ksi steel for 42 ksi. Ronald Symes (2002 t), project engineer for PC&F, confirmed that they followed the 5 ksi yield increments, so with the exception of the Fy = 85+ ksi and Fy = 42 ksi steels, there would be grades for each yield strength. Estimates of the yield stress use the average values of the

plates in the mill test reports NIST has located (for "A 441-modified" with Fy = 45 ksi and Fy = 50 ksi and

WEL-TEN 62 with Fy = 70 ksi and F, = 75 ksi). Where no data from mill test reports exist, NIST

recommends using the literature value as described above. Estimates for WEL-TEN 80C use the average

values for the data found in a literature report (Ito 1965b).

E-32
Interim Report on Contemporaneous Structural Steel Specifications

Table E-17. Estimal ed yield strengths (F^) iFor grades of steel above Floor 9. Grade

Fy

(ksi)

Estimated

Mill test report F, (ksi)(l)

Estimated static

Fy

(ksi) (2) Tiiickness Range Steel Source Notes

Perimeter Column Plates 1, 2, 4 (flanges, exterior ofbuilding, and spandrels) -see Fig. E-3)

36 40.3 35.6 Yawata A 36 (3) 42 56.8 53.2 Yawata "A 441 modified" (4,5) 45 56.8 53.2 Yawata "A 441 modified" (5) 50 57.7 54.1 Yawata "A 441 modified" (5)

55 61.6 58.0 For plates with t<=\.5 in. Yawata "A 441 modified" (6) (7) 55 61.6 58.8 For plates with t> 1.5 in. Yawata WEL-TEN 60 (3) (7) 60 67.2 63.6 For plates with /<=1.25 in. Yawata "A 441 modified" (6) (7) 60 67.2 63.6 For plates with t> 1 .25 in. Yawata WEL-TEN 60 (3) (7) 65 72.8 69.2 For plates with t>0.5 in. Yawata WEL-TEN 60 (3) (7) 65 72.8 69.2 For plates with /<=0.5 in. Yawata WEL-TEN 60R (3)(7) 70 78.4 74.8 Yawata WEL-TEN 62 (5) 75 84.0 80.4 Yawata WEL-TEN 62 (5) 80 89.6 86.0 Yawata WEL-TEN 70 (3) 85 105.0 101.4 Yawata WEL-TEN 80C (8) (9) 90 105.0 101.4 Yawata WEL-TEN 80C (8) (9)

100 105.0 101.4 Yawata WEL-TEN 80C (9)

Perimeter Column Plate 3 (faces interior ofbuilding -see Fig. E-3)

42 47.0 43.4 Bethlehem V42 (3) 45 50.4 46.8 Bethlehem V45 (3)

50 56.0 52.4 Bethlehem V50 (3)

55 61.6 58.0 Bethlehem V55 (3) 60 67.2 63.6 Bethlehem V60 (3)

60 67.2 63.6 0.75in.<?<=1.5 in. Bethlehem V60-modified (3)

65 72.8 69.2 /<=0.375 in. Bethlehem V65 (3)

65 72.8 69.2 0.375in.</<=1.5 in. Bethlehem V65-modified (3)

75 84.0 80.4 /<=1.0 in. Bethlehem V75-modified (3)

Core Box Columns

36 40.3 36.7 Fuji Steel, Colvilles (3) 42 47.0 43.4 Fuji Steel, Colvilles (3)

Core Rolled Columns

36 43.2 37.3 Yawala + others (3)

42 50.4 44.5 Yawata + others (3)

45 54.0 48.1 Yawata + others (3)

50 60.0 54.1 Yawata + others (3)

Floor Trusses

50 62.0 58.4 A 242 and A 36 angles (6)

36 41.6 38.1 d= 1.09 in. and 1 13/16 in. Laclede A 36 rounds (6)

50 54.0 50.4 All other rounds Laclede A 242 rounds (6)(10)

E-33
Appendix E

Table E-17. Estimated yield strengths (Fy) for grades of steel above the Floor 9

(continued).

Grade

Fy

(ksi)

Estimated

Mill test report Fy

(ksi)(l)

Estimated actual

(ksi) (2) Thickness Range Steel Source Notes

Notes:

1 This Fr is the estimated average F,. on that would have been reported on the mill test reports, had they been available. For WF shapes, it represents the value from a specimen taken from the web.

2 Estimated average mill test report F, corrected for rate and location effects. For a WF shape, this represents the value appropriate for the

flange.

3 Based on reported literature properties for plates (Galambos 1978:Table 3; citing Baker 1969) and rolled shapes: (Alpsten 1975: Fig. 13; Galambos 1978). Estimated flange ^..reduced by 2.4 ksi (AlSl 1973:Table 22).

4 Fy = 42 ksi steel substituted with Fy = 45 ksi (Soldano 2002 f)-

5 Based on averages from Yawata mill test reports (Symes 1969b §; Barkshire 1969a §; White 1969c §).

6 Based on Laclede mill test reports (Table E-1 1) and conversations with Laclede metallurgists (Brown 2002).

7 Use of A 441 -modified vs. WEL-TEN based on White memo (White 1969a).

8 Fy = 85 ksi and Fy = 90 ksi steel substituted with Fy = 100 ksi (Symes 1969a; White 1968).

9 Based on typical values from manufacturer reports.

10 Assumed to be chemically identical to A242 angles.

Core (Welded Box Columns)

In the absence of any confirming mill test reports, the best estimate of yield strength for the core columns

is 12 percent higher than specified value (Baker 1969), also listed in Table E-17.

Core (Rolled Wide flange Shapes)

Given the tonnages of wide flange shapes supplied, it is likely that Yawata supplied all the rolled core columns, but NIST has found no confirming evidence of this. Furthermore, NIST has found no open

literature information on chemistry or typical mechanical properties of Yawata rolled shapes. In the absence of mill records or steel mill source identification, the best estimate of the yield strength for the

expected average mill test report F,. for core rolled shapes is 20 percent higher than the specified

minimum yield strength, as detailed by Alpsten (1972) and corrected for the difference between flanges

and webs (AISC 1973), summarized in Table E-17.

E.5.4 Sources of Information

Preliminary searches used open literature sources of information, including trade journals to locate

information on the various companies and steels involved in construction. Table E-1 8 lists the journals

examined, and the strategy for locating WTC specific information. As mentioned. Table E-1 6 lists similar information for the databases and search strategies used to locate WTC information.

E-34
Interim Report on Contemporaneous Structural Steel Specifications

Table E-18. Trade journals examined for WTC steel information.

Journal Search Method

Acier Stahl Steel 1966 to 1972 Tables of Contents.

Civil Engineer-ASCE 1965 to 1973 Index on WTC.

Engineering News Record 1967 to 1973 Index on WTC, New York

Also, see compilation volume of all articles published (ENR 1972) City.

The Iron Age 1966 to 1968 Index on Japan, WTC,

structural steel, fabricator and steel company

name.

Iron and Steel Page-by-page for 1968 to 1971.

Iron and Steel Engineer 1967 to June 1968 Table of Contents,

Dateline column, Industry news column.

Index is not topical.

Japan's Iron and Steel Industry 1967-1970 1967 to 1970 page-by-page.

Metal Construction Pa2e-bv-Da2e

Metal Progress Page-by-page.

Modem Steel Construction Tables of Contents. Ninon Kmzoku Gakkaishi (J. Jap. Inst. Metals) Cursory, WTC era.

Steel 1966 to 1969 Index on Japan, WTC,

fabricator and steel company name.

Transactions of the Iron and Steel Institute of Japan 1965 to 1969 Table of Contents and news

pages.

Stahlbau 1966 to 1973 Index under Hochbau.

Steelways

Structural Engineer 1966 to 1972 cursory. Welding Design and Fabrication Cursory.

West of Scotland Iron and Steel Institute Journal 1966 to 1969 Tables of Contents.

After identifying the fabrication companies, NIST contacted Laclede Steel Corporation, Nippon (formerly

Yawata) Steel, PACCAR (formerly Pacific Car and Foundry), Montague Belts, Dovell Engineering, and

several former employees of Stanray Pacific and Pacific Car and Foundry. NIST did not attempt to contact fabricators that were only involved in the lower floors (Atlas Machine and Iron Works, Levinson,

Mosher, and Drier). Table E-19 summarizes these contacts and information. Most of the infomiation in

this report came from the archives of LERA.

Initially, NIST had hoped to find the mill test reports for the steel used, which would have provided

complete yield (Fy) and tensile strength and chemistry information for all the steels. Each fabricating

company, as part of the quality control program required by their contract with PONYA, supplied this information to Tishman, the general contractor, to SHCR, the structural engineers, and to PONYA.

Unfortunately, Laclede, Montague-Betts (Davis 2003 t), PACCAR (Bangert 2002 t) (the new name of

Pacific Car and Foundry), SHCR (Magnussen 2002 t), and Tishman (Christensen 2003 t) all confirm that they have no mill test reports from that era.

E-35
Appendix E

Table E-19. Sources examined for mill test reports and other construction information,

other than the (LERA) arc hives.

Contact Background Result

Laclede Steel Coiporation

David McGee

Larry Hutchison

Laclede fabricated the trusses for the

floor panels.

During Nov. 2002 NIST personnel visited Laclede, which shared material from its archive, including two mill test reports. Ronald Symes Former Chief

Engineer, PC&F

PC&F fabricated the perimeter

columns.

Symes did not retain any WTC documents

relating to steel properties, but he did have

information on welding

Nicholas Soldano Former

general manager, PC&F

Soldano provided information on steel substitutions, but had no WTC documents.

D. Bangert, VP for facilities PACCAR

PACCAR owned Pacific Car &

Foundiy before selling it in 1974. PACCAR retained no records relating to any aspect of PC&F

Nippon Steel USA

Tomokatsu Kobayashi, VP

Nippon Steel formed by the merger

of Yawata and Fuji Steel, which

together supplied most of the Japanese steel.

Nippon located several 1960s era data

sheets for Yawata WEL-TEN steels, but no mill test reports for steels used in the WTC.

Mitsui USA, Janet Garland Mitsui imported the steel for PC&F Mitsui has no WTC records.

Carl Lojic, former president,

Joseph Tarkan, former Chief

Engineer, Stanray Pacific

Stanray Corp closed its fabricating

business in 1969, and has apparently

gone out of business.

Neither Lojic nor Tarkan retained any

documents from the project.

Corns Construction &

Industrial Homi Sethna

Corns (formerly British Steel) owns

the works that rolled the thicker

plate for the welded core columns.

Corns was unable to locate any records from the WTC era.

Tony Wall, President, Dovell

Engineering

Dovell was the detailer for Stanray

Pacific. The Northridge earthquake damaged their building. During clean-up they disposed

of all WTC documents.

William Betts, CEO

Montague-Betts

Montague-Betts fabricated all rolled shapes above the 9th floor.Six years after completion,

Montague-Betts destroyed, as per company policy, all records relating to the WTC construction. Mambeni-Itochu Steel Tadashi Yaegashi Chief

Administrative Officer

Marubeni-Itochu succeeded

Marubeni-Iida, which imported the Yawata steel for Montague-Betts.

"All sales transactions going back to the 1960's have been destroyed"

SGS US Testing Company

ivicn rrancoueri

SGS succeeded US Testing and The

Superintendence Co., both of which

inspected the Japanese steel.

SGS was unable to locate any documents

from that era.

Skilling, Ward, Magnussen,

and Barkshire (SWMB); Jon Magnussen, partner

SWMB is the successor to the

structural engineering firm that designed the towers.

SWMB retained no WTC records. They

transferred everything to LERA. NIST has

access to these records. Tishman Realty and

Construction; Linda

Christensen

Tishman was the general contractor

for the construction.

"[0]ur archive facility has standing orders

that any and all files over seven years in age are to be destroyed."

NIST also contacted several of the inspection companies (Franconeri 2003 t) and the steel mills

(Sethna 2003 t) and steel importing companies (Garland 2004 j; Yaegashi 20031), as well as Crest Steel,

which some Stanray Pacific communications mention (Steinberg 2002 t)- All confirmed that they

retained no records relating to steel for the WTC.

E-36
Interim Report on Contemporaneous Structural Steel Specifications

NIST investigators located six pages of mill test reports for PC&F in the LERA archives, and several

individual mill test reports in the Laclede archives.

E.6 CONTEMPORANEOUS CONSTRUCTION SPECIFICATIONS

Section E.4, Contemporaneous Steel Specifications, traces the sources and grades of steel used to fabricate structural steel components for the WTC towers. This section supplements that by extending

further into the construction process, specifically adding information on the fabrication (welding) of

components and the erection of the buildings.

E.6.1 Fabrication of the Various Components

Floor Trusses

Laclede Steel manufactured the trusses for the floor panels for both WTC 1 and WTC 2 from steel they

made at their mill in Ahon, II. The chords of the trusses were fabricated from hot-rolled angles, while the web was from hot-rolled round bar. The web and the chord angles were joined by resistance welding

(Laclede 1969).

Little information is available on the standards used for fabrication of the floor trusses. However, floor

joist standards existed since 1929. The AISC Steel Construction Manual (1972) Standard Specifications

for Open Web Steel Joists specifies that 36 ksi and 50 ksi minimum yield strength steel are permitted in such bar joists, and that "Joint connections and splices shall be made by attaching the members to one

another by arc or resistance welding or other approved methods." A Technical Digest from the Steel Joist

Institute (Somers 1980) also confirms the use of resistance welding.

Exterior Wall Columns and Spandrels

The perimeter column panels, fabricated by PC&F, comprise three important sub assemblies: the columns, the spandrels, and the seats. A Welding Design and Fabrication article (1970a) describes the

fabrication sequence, which began with forming the inside wall of the panels (using a butt joint to link the spandrel plates to the inner column webs), followed by the addition of the flanges and outer web plate of

the columns by six simultaneous submerged arc welds. PC&F constructed a 16-station automated

production line to keep up with the schedule of 55,800 tons of perimeter column panels between

November 1967 and August 1970, an average of 1,400 tons per month.

The construction contract states that the submerged arc electrodes used in the WTC were purchased to the requirements of ASTM Standard A 558 "Specification for Bare Mild Steel Electrodes and Fluxes for Submerged Arc Welding." This standard was withdrawn in 1969, and was replaced by an equivalent

American Welding Society (AWS) Standard A 5.17 "Bare Mild Steel Electrodes and Fluxes for Submerged Arc Welding." The period 1965 to 1969 was one of transition, during which AWS assumed

the responsibility of maintaining the standards for welding filler materials. Because the contract was

awarded in 1967, the fabrication was likely started with the requirements of the 1965 version of the

E-37
Appendix E

ASTM Standard (ASTM A 558-65T, jointly published by AWS as AWS A 5.17-65T), but later perimeter

column panels may have included some minor changes associated with the conversion to the 1969 version

of the AWS Standard (AWS A 5. 1 7-69). Distorted columns were straightened in the conventional manner by heating just after column assembly, so any low-strength areas in the steel plates and changes in microstructure should not be interpreted solely in terms of the airplane impact and subsequent fires.

The Welding Design and Fabrication article (1970b) further states that PC&F inspected the perimeter

column panel welds using either ultrasonic, or visual and magnetic particle techniques.

The inner wall assembly (the spandrels and inner plates of the perimeter column panels) was joined with

complete joint penetration welds according to the requirements of AWS D 2.0 "Specifications for Welded

Highway and Railway Bridges." This probably refers to the 1966 version of AWS D 2.0. They may have

chosen this standard over D 1.0 "Code for Welding in Building Construction" because, at the time, D 1.0 was limited to steel strengths under 60 ksi (Fenton 1966). AWS D 2.0 specifies various dimension and

strength requirements for the assemblies and their welds (e.g., paragraphs 302 and 403). This standard,

like most standards, lags the steel technology of the time. Thus, it seems to be mostly designed around

the application of fairly old steels, like A 7, A 36, and A 373. However, newer steels, such as the higher

strength steels used in the WTC towers, could be used after formal approval.

Once the inner wall was ready, the columns were assembled from outer web plates, butt plates, diaphragm

plates, and flange plates (Welding Design 1970a). Once assembled and preheated, the plates were joined

in the main fillet weld gantry, a station that made six, 0.75 in (19 mm) fillet welds simultaneously along

the length of the perimeter column panel. Then the panel was jacked 90 degrees, and the other six fillet welds were made along the length of the panel. At fiill production, this gantry laid down 2,900 lb (1,300 kg) of weld metal a day. These large fillet welds started 6 in. (150 mm) from the ends of the

columns, so manual welding was used to finish the welding of the ends and to make any repairs.

Core (Welded Box Columns)

Stanray Pacific Corp. fabricated the welded core columns in both buildings above floor 9. Like PC&F,

they used large assembly fixtures and triple submerged arc welding stations to achieve high production

rates. Review of some of the correspondence generated during the initial stages of the fabrication shows

the level of attention to welding and inspection details needed to meet the requirements of PONYA and

SHCR as described below.

A September 1967 draft of the contract between PONYA and The United States Testing Laboratory (a

third-party inspector) lists the documentation that would be required of the work at Stanray Pacific

Corp (White 1967c §). This contract prescribes daily and weekly written reports of components that are accepted, those that are rejected, and a summary of any problems, with copies going both to the

construction manager and to SHCR. In addition, a weekly report was sent with all the chemical and

physical (mechanical) tests perfonned. The inspectors checked the various steps from plate delivery

(checking heat number, specification conformance and condition), through fabrication (alignment,

100 percent visual inspection of the welds, and selection of regions for non-destructive testing), to final inspection (perpendicularity of milled ends, overall length, cleaning, and marking). PONYA also had a procedure to inspect the steel from all sources. The procedure included double-checking the mill

certificates by performing a tensile test and a check analysis on 1 out of 10 heats selected at

E-38
Interim Report on Contemporaneous Structural Steel Specifications

random (Monti 1967b §). The requirements were still higher for steel with strengths above 50 ksi or from

foreign sources. The welding procedures, welders and welding operators were qualified in accordance

with requirements of Appendix D of AWS Codes D 1.1 -66 and D 2.0-66. The welding electrodes for manual metal arc welding conformed to ASTM A 233-64T, E60 and E70 series (also AWS A 5.1-64T).

Mild steel electrodes and fluxes for submerged arc welding conformed to ASTM A 588-65T (also

AWS A 5.17-65T) and to Section 1.17.3 of the AISC Specification for Structural Steel Buildings.

By October 1967, welders were being qualified, magnetic particle inspector qualification was being

discussed (based on a minimum of 40 hours of training), and chemical analysis of the steel was underway

(Chauner 1967a). The level of inspector oversight continued to increase until by November 10 "U.S.

Testing inspectors are all over the place and recording a lot of information" (Chauner 1967b). The level of attention to detail increased even more after a surprise visit to Stanray by Hugh Gallagher, a PONYA

inspector, on November 20, 1967 (Gallagher 1967).

While reading the correspondence, one senses that toward the beginning of the contracts, the various

fabricators faced major (and perhaps unexpected) challenges introduced by both the tight production

schedule and PONYA and SHCR's strict quality requirements.

Connections (Bolts and Welds)

The Port Authority contract allowed the use of ASTM A 307, A 325, and A 490 fasteners. The WTC

Design Standards book (p. DSl-6) calls for the use of ASTM A 325 bolts with no indication of type.

According to the standard, they would have therefore been supplied as Type 1 . As in the contemporary

version of ASTM A 325, Type 1 boks in 1970 had F, = 120 ksi for diameters up to and including 1 in, and Fy = 105 ksi for larger diameters. ASTM A 325-70 does differ significantly from ASTM A 325-02 in several ways. In particular, the specification for Type 2 bolts was withdrawn in 1991 . ASTM A 325-02

also admits three new chemistries for Type 1 bolts. In ASTM A 325-02, the specification for Type 1 Carbon Steel bolts most closely approximates the Type 1 bolts of A 325-70. Table E-20 compares the chemistry requirements of the two standards. A 325-70 also admits a slightly wider range of acceptable

hardness, which is currently in Table 3 of A 325-02.

Table E-20. Comparison of chemistry requirements for ASTM A 325

"Standard Specification for High-Strength Bolts for Structural Steel Joints,

including Suitable Nuts and Plain Hardened Washers"

between 1970 and 2002 standards

Element

ASTM A 325-70

(% mass fraction)

Maximum

ASTM A 325-02

(% mass fraction)

Maximum

C 0.27 0.28-0.55 Mn 0.47 0.57 P 0.048 0.048

S 0.058 0.058

Si 0.13-0.32

Key: C, carbon; Mn, manganese; P, phosphorus; S, sulfur; Si, silicon. Note: Data are for product, not heat, analysis. Mechanical property requirements are identical between

versions.

E-39
Appendix E

Spandrels of adjacent perimeter column panels were attached together with high-strength bolted shear

connections. Adjacent spandrels were butted to each other with splice plates on the inside and outside

(Fig. E-3). For floors 9 to 107, each spandrel was connected to the splice plates with anywhere from 6

to 32 bolts, depending on design load. Splice plates were all 36 ksi steel regardless of spandrel grade.

Bolts for all connections between spandrels conformed to ASTM A 325. Minutes of a May 1967

(Feld 1967a) meeting between PC&F, PONYA, and Koch, state that no A 490 bolts were to be used for the spandrel splice plates, and that only A 325 bolts were to be used there. "Bow-tie" spandrels in trees below the floor 9 were connected with heavy 42 ksi splice plates with A 325 or A 490 bolts in friction cormections.

Perimeter columns were bolted via the butt plates to those immediately above and below, with four bolts

in the upper stories and six bolts in the lower stories. Other than at the mechanical floors, panels were

staggered (Fig. E^) so that only one third of the units were spliced in any one story. At the mechanical

floors, every column contained a splice, and columns were welded together as well as bolted.

Seats for the trusses that supported the floor were welded to spandrels in the perimeter column panels and

to channels or core columns at the central core. The trusses were positioned on the seats and held in place

with construction bolts until welded to the seats. The construction bolts generally remained in place after welding.

Construction (On-site Assembly)

During fabrication, Karl Koch Erecting Co. used a combination of bolting, shielded metal arc (SMA)

welding (E701 8), and gas metal arc welding (semiautomatic Fab Co 71 with CO: shielding) to join the components (Welding Design 1970b). The E7018 low-hydrogen SMA electrode would likely have been

produced to ASTM Standard A 233-64T (also published by AWS as A 5.1-64T), then AWS

Standard A 5.1-69 for the later parts of the fabrication. The 3/32 in. (2.4 mm) diameter Fab Co 71 (sic, probably should be FabCO 71, a trademark of Hobart Brothers Company) was an E70T-1 flux cored arc (FCA) electrode and would likely have been produced according to ASTM A 559 (withdrawn in 1969),

then AWS A5.20-69. Higher-strength SMA electrodes (ASTM A 316 until 1969, then AWS A 5.5-69) were also permitted by the contract. More than 48,000 lb (22,000 kg) of electrodes were used in each of

the towers (Welding Design 1970b). Koch used a combination of visual and ultrasonic inspection on the

joints. They estimated that rework would cost three times as much as the original weld, so they inspected

early and often to minimize any rework. One reason that rework was so expensive is that some welds

took as many as 200 passes, so they wanted to catch any problems before the later passes made access more difficult.

Perhaps the most common construction standard for buildings of the period was AWS D 1.0 "Welding in Building Construction" (Fenton 1966). This document was subject to frequent revisions by the responsible committee. Some versions that may have been specified for parts of the WTC towers were

the versions published in 1966, 1967, and 1968. The 1967 and 1968 revisions addressed issues such as the details on the use of multiple-electrode submerged arc welding, more requirements on qualification of

the welders (especially tack welders), and the addition of radiographic inspection. Many of these

revisions may have been driven by the needs of the WTC design. Because the D2.0 code referenced in the discussion on fabrication of perimeter column panels above only covers the use of submerged arc and

E^O
Interim Report on Contemporaneous Structural Steel Specifications

shielded metal arc welds (unless through special application of Section 5), use of D 1.0 (specifically

through the use of Section 502) might have been the easiest way to cover the use of FabCO 7 1 electrode.

Incidentally, the apparent misspelling of FabCO 71 in one of the references points out the problem of

inconsistencies in some of the references. The likely explanations include both authors' faulty memories

of some details, but also changes that occurred after an article (perhaps based on the near-term

construction plans) went to press. An apparent example of the later case involves the plan to use

electroslag welding to fabricate the "trees," the branching columns that formed the transition from the 10 ft (3 m) spacing of columns in the lobby area to the 40 in. (1 m) spacing of columns for all the upper

floors. Gillespie's book (1999) describes the fabrication of these trees by electroslag welding. However,

Koch's book (2002) describes their inability to get the electroslag process operating under field conditions

(in a location described as the "belly band," halfway up between the front doors and the branching of the

trees), so they welded all these large joints manually.

Examination of the perimeter columns shipped to NIST revealed arc welds at the ends of the trusses, where they were attached to the columns during erection. These welds supplemented the bolt attachment

at the seats, and were probably produced by gas metal arc or shielded metal arc electrodes.

E.7 REFERENCE LISTS

E.7.1 References from Publicly Available Sources

This section lists references from the open literature, primarily magazine and journal articles and books.

Alloy Digest. 1965. WEL-TEN lOON. Serial #826.

Alloy Digest. 1967. WEL-TEN50. Serial #966.

Alloy Digest. 1968. WEL-TEN 60-LT. Serial #1003.

Alloy Digest. 1969. WEL-TEN 80C-LT. Serial #1061.

Alloy Digest. 1970. Bethlehem V Steel. Filing Code SA-257

Alpsten, G. A. 1975. Variations in mechanical and cross-sectional properties of steel. In Tall Building

Criteria and Loading vol. lb of Planning and Design of Tall Buildings. Edited by Thomas C. Kavanagh et al. New York: American Society of Civil Engineers. 755 805.

American Institute of Steel Construction (AISC) 1974. The Variation of Product Analysis and Tensile

Properties Carbon Steel Plates and Wide Flange Shapes. Contributions to the Metallurgy ofSteel. 1-120.

American Institute of Steel Construction (AISC). 1973. Manual ofSteel Construction. New York:

American Institute of Steel Construction.
Appendix E

American Institute of Steel Construction (AJSC). 1972. Standard Specifications and Load Tables for

Open Web Steel Joists, Longspan Steel Joists, Deep Longspan Steel Joists. New York: American

Institute of Steel Construction.

American Welding Society (AWS). 1 965. Tentative Specification for Bare Mild Steel Electrodes and

Fluxes for Submerged-Arc Welding. New York: American Welding Society and American Society

for Testing and Materials.

American Welding Society (AWS). 1966. Specifications for Welded Highway and Railway Bridges.

New York: American Welding Society.

American Welding Society (AWS) Structural Welding Committee. 1967. Addenda to D1.0-66 Codefor

Welding in Building Construction on and SRI-65 Gas Metal-Arc Welding with Carbon Dioxide

Shielding. New York: American Welding Society.

American Welding Society (AWS) Structural Welding Committee. 1968. Supplement to AWS Dl. 0-66,

Codefor Welding in Building Construction, and AWS D2. 0-66, Specifications for Welded Highway

and Railway Bridges, on Requirementsfor Submerged Arc Welding with Multiple Electrodes. New

York: American Welding Society.

American Welding Society (AWS). Committee on Filler Metal. 1969. Specification for Bare Mild Steel

Electrodes and Fluxes for Submerged-Arc Welding. New York: American Welding Society.

Baker, M. J. 1969. Variations in the mechanical properties of structural steels. In Reports ofthe Working Commissions, Symposium on Concepts ofSafety ofStructures and Methods ofDesign.

International Association for Bridge and Structural Engineering. London. 165-174.

Brockenbrough, R. L., and B. G. Johnston. 1968. The structural steels and their mechanical properties.

Chap. 1 in USS Steel Design Manual. United States Steel Corporation. Pittsburgh, PA.

Civil Engineering-ASCE. 1970. World Trade Center shows on New York City skyline, 40:81.

Engineering News Record (ENR). 1967. Steel Ahoy! November 1 1.

'

Engineering News Record (ENR). 1972. The World Trade Center, its planning, finance, design and

construction as reported through the weeksfor more than a decade. New York:McGraw-Hill.

Feld, L. S. 1971. Superstructure for the 1,350-ft World Trade Center. C/v/7 Engineering-ASCE.

41:66-70.

Fenton, Edward A. 1966. Codefor Welding in Building Construction. New York: American Welding

Society.

Galambos T. V. and M. K. Ravindra. 1978. Properties of steel for use in LRFD. Journal ofthe Structural Division-ASCE, 104(9): 1459-1468.

Gillespie, Angus Kress. 1999. Twin Towers: The Life ofNew York City's World Trade Center. New

York: New American Library.
Interim Report on Contemporaneous Structural Steel Specifications

Goda, S., T. Ito, H. Gondo, I. Kimura, and J. Okamoto. 1964. Present status of weldable high strength

steel, Yawata Technical Report (Yawata Seitetsu Kenkyu). 248:5086-5163.

Groner, Alex. 1981. PACCAR The Pursuit ofQuality, Bellevue, Wa: Documentary Book Publishers.

Handbook of Comparative World Steel Standards. 1974. Tokyo: International Technical Information

Institute.

Iron Age. 1966. Yawta advertisement, vol. 198. October 6.

Irving, R.R. 1968. Construction, a materials arena. The Iron Age. November 1 : 59-66.

Ito, T., K. Moriyama, and Y. Sogo. 1965a. Usability of WEL-TEN 80C welded joints of high-tension

steel (in English). Ycmata Technical Report (Yawata Seitetsu Kenkyu). 253 :6307-63 1 6.

Ito, T., K. Moriyama, and Y. Sogo, 1965b. Usability of WEL-TEN 80C welded joints of high-tension

steel (In Japanese). Yawata Technical Report (Yawata Seitetsu Kenkyu). 253 6232-6244 (1965).

Japan's Iron and Steel Industry. 1968. New products and processes. In Japan 's Iron and Steel Industry

1968 ed., edited by Sukeyuki Kawata. Tokyo: Kawata Publicity, Inc.

Johnson, R. F. 1967. The measurement of yield stress. In Strong Tough Structural Steel. England: The

Iron and Steel Institute. 51-60.

Koch, Karl, and Richard Firstman. 2002. Men ofSteel: the Stoiy ofthe Family that Built the World

Trade Center. New York: Crown Publishers.

McAllister, T., ed. 2002. World Trade Center Building Performance Study: Data Collection,

Preliminary Obserx-ations, and Recommendations. FEMA403. Federal Emergency Management

Agency. Washington, DC, May.

Otani, M. 1966. Fundamental properties of high tension steel (in Japanese). Yawata Technical Report

(Yawata Seitetsu Kenkyu). 257:706^7 1 17.

Rao, N. R. N., M. Lohrman, and L. Tall. 1966. Effect of strain rate on the yield stress of structural steels. ASTMJournal ofMaterials. l(l):241-262.

Rodengen, Jeffrey L. 2000. The Legend of Trinity. Fort Lauderdale, FL: Write Stuff Enterprises.

StanrayCorp. 1970. 1 969 Annual Report.

StanrayCorp. 1971. 1 970 Annual Report.

Somers, Robert E., and Theodore V. Galambos. 1980. Welding ofOpen Web Steel Joists. Technical

Digest No. 8. Steel Joist Instimte Richmond, VA. Based on inclusion of statistics on U.S. joist

production in 1979.

E-43
Appendix E

Welding Design and Fabrication. 1970a. Welding and abricating 55,000 tons of steel for the World Trade

Center, July:50-52.

Welding Design and Fabrication. 1970b. Welding and inspecting the World Trade Center-giant among

giants, February:53-56.

Woldman's Engineering Alloys. 1990. Materials Park, OH: ASM International.

Zaizen, T. K. Moriyama, and M. Kawshima. 1968. On the Yawata's structural steel plates for low

temperature applications. Yawata Technical Report (Yawata Seitetsu Kenkyu). 262:8239-8250.

E.7.2 Private Communications ^

The text identifies references that are private communications or unpublished works that are not bound by

any material transfer agreement with the symbol, t- AH contemporaneous memoranda referring to Laclede are from the Laclede archives in Alton, 11. NIST obtained Yawata documents from Nippon Steel USA, New York office.

Bangert, D. 2002. Telephone interview with William Luecke, NIST. Confirmation that PACCAR has no

records of the WTC contract. Structural steel division was sold "years ago." October 21.

Bay, R. D. 1968. Memorandum No. 1 1, Laclede internal memorandum showing grades of steel for bar

joists, February 28.

Brown, Dale. 2002. Telephone interview with Richard Fields, NIST. Brown, the Laclede metallurgist

during the WTC construction, confirmed that for ASTM A 36, Laclede would have specified a microalloyed steel similar to current ASTM A 572. November 20.

Christensen, Linda (VP and General Counsel, Tishman Construction). 2003. Letter to William Luecke,

NIST. Tishman has retained no records from the WTC construction, in response to letter sent on

19 February. April 2.

Davis, William. 2002. Telephone interview with William Luecke, NIST. Montague Betts furnished

rolled beams for the core of both towers as well as the antenna base for one tower. He remembered

about 60 percent of the steel was American, and the rest was Japanese or British. Confirmed that they

did buy steel from Yawata, and that Yawata had better tolerances than the US steel mills did. All

records of the job were destroyed after 6 years. Montague Betts closed its steel operations in 1992.

November 5.

Franconeri, Rich. 2003. Letter to William Luecke, NIST. SGS U.S. Testing Company was unable to locate any records relevant to the World Trade Center. April 25.

Garland, Janet. 2004. Electronic mail to William Luecke, NIST. Mitsui and Co. USA, New York office,

confirms that they have no records relevant to steel imported for the World Trade Center. January 20.

Kamper, H. G. 1968. Internal Laclede memo to R. D. Bay, Laclede, shows chemistry and yield strength

for A 242 steel. August 8.

E^4
Interim Report on Contemporaneous Structural Steel Specifications

Laclede Steel. 1968. Standard Resistance and Arc Weld Connections used in Truss Manufacture.

February 28.

Magnusson, Jon D. 2002. Letter to William Luecke, NIST. Skilling Ward Magnussen Barkshire (the current name of SHCR) has "absolutely no documents relating to the WTC at our firm here in Seattle." November 12.

McKnight, M. E. 2003. Telephone interview with WiUiam Luecke, NIST. January 21.

Steinberg, P. 2002. Electronic mail to William Luecke, NIST. Steinberg worked for Crest Steel in the 1960s, which supplied steel to Stanray Pacific. They have no records from that era. December 26.

Symes, R. C. 2002. Telephone interview with William Luecke, NIST. PC&F made a serious effort to follow the 5 ksi yield stress increments as noted in the plans. December 20.

Tarkan, Y. N. 2002. Telephone interview with William Luecke, NIST. Tarkan was chief engineer for Stanray Pacific. He remembered that all the steel for Stanray's contract came from Japan. When

questioned about the Crest Steel note in the LERA documents, he thought that Crest might have been

the distributor for that Japanese mill (Nippon Kokan). December 17.

Wall, Tony. 2002. Telephone interview with William Luecke, NIST. Former president of Dovell

Engineering is in no position to provide details of the WTC construction. December 3.

White, James. 2003. Telephone interview with William Luecke, NIST. PC&F used (in addition to Yawata) U.S.S. and Bethlehem Steel for plates (probably for F,. less than 60 ksi). February 1 1.

White, James. 1969b. Memo from SHCR to R. D. Bay, Laclede, returning mill test reports for A 242

steel. Laclede Steel Archives December 29.

Yaegashi, Tadashi. 2003. Letter to William Luecke, NIST. Marubeni-Itochu Steel America confirms that they have no records relating to steel imported for the World Trade Center. February 7.

Yawata Iron and Steel Co. Ltd. 1969. New York World Trade Center Building. Internal Yawata

document.

Yawata Iron and Steel Co. Ltd. 1969b. WEL-TEN 80. Data sheets for WEL-TEN 80 steel.

E.7.3 References from Nonpublic Sources

The text denotes with the symbol § references that are private communications or unpublished works

bound by material transfer agreements.

Barkshire, Art. 1968a. Internal SHCR report to J. White on fabrication at PC&F. Contains 5 page

attachment showing instances of U.S.S. steel used in columns mostly in floors 20 to 30. Tower not

specified. 7 pages. May 15.

E-A5
Appendix E

Barkshire, Art. 1968b. Internal SHCR to J. White showing spandrel plate of Kaisaloy 50-SG in panel

203-16-19A. 6 pages. December 4.

Barkshire, Art. 1968c. Internal SHCR memo to J. White stating that U.S.S. and Kaiser are being phased

out as suppliers with Bethlehem (Seattle) and Japanese mills furnishing all steel. 2 pages with

5 pages attached. June 5.

Barkshire, Art. 1969. Comer Panel Stiffener Plates Memo to R. Symes, PC&F, approving substitution of

steel. Contains three Yawata mill test reports. 6 pages. January 23.

Chauner, Richard. 1967a. Internal SHCR memo to James White. October 27.

Chauner, Richard. 1967b. Internal SHCR memo to James White. November 10.

Clarkson, William W. 1967. Memo from Montague-Betts Steel to R. M. Monti, PONYA, requesting

permission to have Yawata supply steel similar to ASTM A 441 -modified but with 0.2 percent to 0.4 percent mass fraction Ni, to avoid the U.S. Steel patent on the A 441-modified composition.

October 9.

Equivalent Carbon Contents. 1967. Worksheet that calculates equivalent carbon content for various

steels. It indicates that steel would be supplied in 5 ksi intervals. Chemistries correspond to "Yawata

Proposition." June 23.

Feld, Lester S. 1967. Internal PONYA memo to H. Tessler summarizing meeting between PC&F, Koch,

Tishman, SHCR, and PONYA to discuss engineering changes. Discusses spandrel plate splices,

A 325 bolts, not using A 490 bolts for the spandrel splices, and a statement by N. Soldano, PC&F,

that Yawata would furnish imported steel with F,>36 ksi, and Kawasaki would furnish 36 ksi steel. 5 pages. May 9.

Gallagher, H. B. 1968. Internal PONYA memo. W. Borland detailing inspection trip to Great Britain to

visit Colvilles mills at Motherwell and Mossend, and Dorman-Long. May 15.

Gallagher, Hugh. 1967. Internal PONYA memo to D. Brown. December 11.

Goode, Bob. 1967. Internal SHCR memo to Leslie Robertson on Worthington, Skilling, Helle, Jackson

letterhead stating that Dorman-Long will produce 1,200 t of wide flange (WF) s for Montague-Betts.

September 8.

Monti, R. M. 1967a. Letter from PONYA to R. C. Symes, PC&F, mentioning discrepancies between

purchase orders and inspection reports for Kawasaki steel plates. August 21

.

Monti, R. M. 1967b. Memo to R. Morris, Stanray Pacific. November 13.

Morris, R. E. 1969. Letter to James White, SHCR, with attached mill test report for Fuji Steel Plate that appears in other documents. September 10.

Morris, R. E. 1969b. Letter to James White, SHCR, with attached mill test report for Lukens A 36

plates. August 29.
Interim Report on Contemporaneous Structural Steel Specifications

Morris, R. E. 1967. Letter from Stanray Pacific to R. M. Monti, PONYA, showing Colvilles, British Steel Export Assn., and Fuji Steel as source of plate for contract. September 8.

Port of New York Authority (PONYA). 1967. The World Trade Center Contract WTC-214.00

Fabricated Steel Exterior Wall 9'^ Story Splice to RoofNorth and South Tower. This contract was

between PONYA and PC&F, but the materials chapters of the Laclede (WTC 221, Laclede) contract

are identical. February 25.

Port of New York Authority (PONYA). 1967. The World Trade Center Contract WTC-214.00

Fabricated Steel Exterior Wall 9'^ Story Splice to RoofNorth and South Tower. Clause 1 of the contract between PONYA and PC&F defines the term Engineer (who was responsible for approving

proprietary steels) as follows. "'Engineer' shall mean the Chief of the Planning and Construction

Division of the WTC of the World Trade Department of the Authority for the time being, or his successor in duties, acting personally or through his authorized representative, except where provided

herein to be acting personally, who is at present the Construction Manager of the WTC."

February 25.

Port of New York Authority (PONYA). 1967. Change slip DM-1 16 to Stanray Pacific. June 6.

Skilling, Helle, Christiansen and Robertson (SHCR). 1967. WTC Structural Drawing Books.

Symes, R. C. 1969a. Memo from PC&F to M. Gerstman, Tishman, requesting adjustment to payment

because of steel changes. States that plates 1, 2, and 4 (flange, outside web. and spandrel) were made

from imported steel (presumably Yawata) and plate 3 (inside web) was fabricated from domestic

steel. Also contains a table showing tons of steel used by grade and thickness. 6 pages PCF#T-40.

February 5.

Symes, R. C. 1969b. Memo PC&F to R. M. Monti, PONYA, requesting approval for material

substitution, contains Fy = 45 ksi and Fy = 50 ksiYawata mill test reports. February 24.

Symes, R. C. 1967a. Memo from PC&F to R. Monti, PONYA, requesting approval of Bethlehem

V-series steels outside of the published plate sizes. 2 pages. Denied without full information on Septembers, 1967, requested again with further documentation on November 2, 1967. Provisionally

approved November 18, 1967 (no PCF letter #). August 14.

Symes, R. C. 1967b. Letter PC&F to R, Monti (PONYA) requesting approval to use modified

Bethlehem V-series steels outside the published thickness range, with full specifications attached. (PCF #666-39.) 7 pages. Approved November 30, 1967. November 2.

Symes, R. C. 1967c. Memo from PC&F to R. M. Monti, PONYA, including Yawata data sheets. June 6.

Tarkan, Y. N. 1969. Memo from Stanray Pacific to James White, SHCR, requesting approval for use of

a welded plate. Includes mill sheet showing that the plate originated from Nippon Kokan Steel Fukuyama Works and was supplied by Crest Steel. August 12.

E-47
Appendix E

Walton, W. E. 1968. Letter to Malcolm Levy, PONYA, with attached ultrasonic and metallurgical report

(Magnaflux Corp) on plate of "British" (i.e., Colvilles) steel. Details chemical analysis, weld quality

and (poor-quality) micrographs. February 8.

Warner, H. L. 1967. Memo from Stanray Pacific to Malcolm Levy, PONYA, detailing distribution of

plate thicknesses between British and Japanese steels. Total is 32,000 tons. July 7.

White, James. 1969a. Memo from SHCR to R. Monti, PONYA, documenting use of heat-treated steel above (PC&F) and below (PDM) the 9th floor splice. Contains statement that plate 3 (inside web) was fabricated from domestic steel, while plates 1, 2, and 4 (flange, outside web, and spandrel) are imported steel. Also contains table that shows where ASTM 441 -modified and WEL-TEN grades were used, by thickness and yield strength. 28 pages. July 28. .

White, James. 1969c. Memo approving the April 4, 1969, PC&F steel substitutions. Has WEL-TEN 62

mill test report. May 2. . -

White, James. 1968a. Memo from SHCR to R. M. Monti, Port Authority, approving PC&F substitution of

Fy -100 ksi steel for Fy = 90 ksi steel in exterior columns. February 15.

White, James. 1968b. Memo from SHCR to R. M. Monti, Port Authority, approving use of Bethlehem

V60, V65, and V75 steels as specified for PC&F. January 4.

White, James. 1967a. Memo from SHCR to R. M. Monti, PONYA, asking for clarification on origin of

Japanese 36 ksi steel (Yawata or Kawasaki). 2 pages. September 6.

White, James. 1967b. Memo from SHCR to R. M. Monti, PONYA, approving Ni-containing

A 441-modified steel. Has two-page specification for Yawata A 441-modified. October 18.

White, James. 1967c. Memo to PONYA. September 1.

Yamada, H. 1967. Memo from Marubeni-lida, the firm that imported the Fuji steel for Stanray Pacific, to PONYA, listing 1,441 tons of A 36 and A 572 grade 42 steel plates up to 3 in. thick. Plates are 36 ft 3/4 in. long and 36 in. to 94 5/8 in wide. July 18.

E^8
Attachment 1 Steel Companies Involved in the World Trade Center

Most of the fabrication firms that worked on the steel for the World Trade Center (WTC) are no longer in business. This section summarizes the contributions of each of the major steel firms involved, and their current status.

1.1 ATLAS MACHINE AND IRON WORKS

Contract WTC212

Atlas fabricated the 27 in. by 32 in. perimeter box columns, spandrels, and X-bracing below the 4th

floor (Feld 1971) (13,600 tons). This contract was the first major use of electroslag welding in the United

States (Feld 1971).

Most recent address:

Atlas Machine and Iron Works

13951 Lee Highway

Gainesville, VA 22065

Arthur X. Miles, President and Registered Agent

The Virginia Corporation Commission indicates that Atlas went out of business in 1999. The address is

at the intersection of US 29 and 1-66 in Gainesville, Virginia. A drive past the site on November 24,

2002, confirmed that it is inactive.

1.2 DRIER STRUCTURAL STEEL

Drier fabricated the foundation load distribution system (base plates and grillages) (Feld 1971). No

information is available on its current status.

1.3 DOVELL ENGINEERING

Dovell was the detailer for Stanray Pacific. (The detailer makes the detailed fabrication drawings of the columns and beams.)

Current Address

9901 Paramount Blvd Suite 202

Downey, CA 90241

562-927-4770

Dovell President Tony Wall (Wall 2002 f) indicated that the former owner, who was active in the WTC

project, is not in a position to provide details of the WTC project.

E-A9
Appendix E

1.4 GRANITE CITY STEEL

Granite City fabricated the electrical/telephone ducts and the floor deck system (Feld 1971).

1.5 HOBART BROTHERS CO./ITW

Hobart provided the electrodes used for on-site erection by Karl Koch Erecting Company

ITW purchased it several years ago, but it still maintains its headquarters in Ohio.

Current Address

400 Trade Square East

Troy, OH 45373

www.hobartbrothers.com ^

1.6 KARL KOCH ERECTING COMPANY

Koch erected the towers (McAllister 2002).

Skanska, an international construction company, purchased Koch in 1982. Karl Koch III is still alive, and

recently wrote a book "Men of Steel" that includes information about the project (Koch 2002).

1.7 LACLEDE STEEL CO.

Contract WTC226

Laclede fabricated the trusses for the floor system (Feld 1971 ). It entered bankruptcy on November 30,

1998, but re-emerged in January 2001 only to reenter bankruptcy again July 27, 2001. Currently a group

of former employees has purchased the assets.

Current address

21 1 N Broadway

St Louis, MO 63102 ^

314-425-1400

1.8 LEVINSON STEEL

Contract WTC230

Levinson fabricated the below-grade area (12,000 tons of 14WF sections), the plaza, and the damping

units (Feld 1971). Metals USA acquired Levinson in March 1998. The www.metalsusa.com Web site does not list any information on Levinson, however. Metals USA went bankrupt in August 2001, but was

reported to be emerging from bankruptcy on October 31, 2002.

1.9 MONTAGUE-BETTS

Contract WTC226

Montague-Betts fabricated all the rolled columns and beams in the core of both towers, 25,900 tons (Feld 1971). Their contract was for "all rolled columns and beams, including cover-plated sections

E-50
Interim Report on Contemporaneous Structural Steel Specifications

throughout both towers. . .including horizontal trusses on 2nd floor... and exterior wall steel above 107th

floor and the weldments for supporting future T.V. masts," (Feld 1971).

Current address of former owners: 1619 Wythe Rd

PO Box 11929

Lynchburg. VA, 24501

William Davis, President

434-522-3200

William Davis (2002 t), son of the founder (now age 91), confirmed that they furnished all the rolled beams for the core of both towers as well as the antenna base. Montague-Betts closed its steel fabrication

business in 1992, though the family still owns a majority interest in one steel fabrication business in Lynchburg.

1.10 MOSHER STEEL

Mosher fabricated the elevator core framing system to the 9th floor (Feld 1971) (13,000 tons).

Trinity Industries acquired Mosher Steel in November 1973, which is still in business. Rodengen's

(2000, p. 58) book has only a partial chapter on Mosher, and only notes that it "shipped more than

1 3 ,000 tons of steel for the lower portion ..."

1.11 PACIFIC CAR AND FOUNDRY

Contract WTC214

Pacific Car and Foundry fabricated the perimeter column panels from the 9th to 107th floors (Feld 1971),

55,800 tons. It changed its name to PACCAR in 1972. As PACCAR, they manufacture Kenworth and

Peterbilt trucks.

Contact Info: PACCAR Inc. 777 106th Avenue N.E.

Bellevue, WA 98004

Telephone 425-468-7400; Fax 425-468-8216

Dick Bangert (2002 t) (VP for facilities) confirmed that PACCAR sold the structural steel division "years

ago" and has no records from that business. Ron Symes (2002 t), chief engineer for PC&F during the WTC construction, confirmed that the division was sold in 1974. The PACCAR corporate

history (Groner 1981) reports that the WTC contract was not profitable for the Structural Steel Division

because it had estimated the job based on shipping the completed sections by barge to New York, but were unable to obtain insurance to do that. As a resuh, they had to ship by rail, which nearly doubled the shipping costs. These losses, plus concessions to settle strikes in 1969 and 1970 sent the division into a decline from which it never recovered. Nicholas Soldano (2002 t), former general manager, remembered

that the metals recycler Schnitzer bought the Seattle property where the perimeter columns were

fabricated.

E-51
Appendix E

1.12 PITTSBURGH-DES MOINES STEEL

Pittsburgh-Des Moines (PDM) fabricated the perimeter bifurcation columns from the 4th to the 9th floors,

6,800 tons (Feld 1971). The bifurcation columns are also referred to as the "tuning forks" or the trees. Civil Engineering (1970) reported that Lukens Steel "supplied seven basic grades of carbon and alloy

plate steels for use in the welded 'trees. . . steels meet yield strength requirements from 36,000 to 65,000 min psi." Reliance Steel and Aluminum (www.rsac.com) acquired PDM Steel Service Centers in July 2001.

i;,

1.13 STANRAY PACIFIC CORP

Stanray Pacific fabricated the welded core box columns and built-up beams above the 9th floor,

31,100 tons (Feld 1971).

The California business portal report indicates that the company is no longer in business

(Record # C0388500). According to its annual reports, the parent corporation, Stanray (1969, 1970),

decided to close the Stanray Pacific (based in Los Angeles, California) subsidiary during 1969. Joe Tarkan, Stanray Pacific chief engineer for the WTC contract, confirmed this (Tarkan 2002 f).

E-52
Attachment 2

Notes on ASTM Standards for Structural Steel

This attachment summarizes the important aspects of the relevant standards that governed the structural

steel supplied and compares contemporary (current) and contemporaneous (1960s) standards. In general,

the differences between the contemporaneous and contemporary standards are minor, and are usually

additions or deletions of individual steel chemistries or small changes in test protocol. However, because

of these changes, it is possible that a steel that met a construction-era version of a standard might not meet

that same standard today, because the chemistry or elongation requirements have changed. This

statement should not be interpreted to mean that the steel in question as used was unsuitable, however.

The ASTM International defines a standard as "a document that has been developed and established with

the consensus principles of the Society and that meets the approval requirement of ASTM procedures and

regulations." A standard may be a document that specifies the properties of a material, as in the case of

steel standard specifications such as A 36. Other standards are test methods that define the way in which

the properties in a specification must be measured. An example of this is A 370, which defines the test methods for establishing the strength of steel. An important aspect of ASTM standards is that they are consensus documents, established by committees where membership is open to all individuals and

organizations. Except for military construction, the U.S. Government does not establish structural steel standards for the industry. Instead, the ASTM committees that establish steel standards are required to have balanced membership among producers, users, and independent experts. The standards they

produce allow the producers and consumers to efficiently specify materials, without requiring them to include all possible properties and methods in a contract. This report, to avoid confusion with other uses,

will use the term "standard" to refer to all ASTM documents, regardless of their status as Specifications, Test Methods, Terminology Standards, or Practices.

The ASTM issues its standards annually in a multi-volume "Annual Book of ASTM Standards," but

revises an individual standard only when the committee in charge sees a need. ASTM does require that standards be reauthorized every five years, even if they have not been revised. The designation of a standard, for example A 36-66, comprises two parts. The first (for example "A 36") is a shorthand for the

general chemistry and mechanical property requirements, in the case of structural steels. Following the designation is a two digit number denoting the most recent revision year of the standard (for example

"-66," which denotes a substantial revision in 1966). The steel fabrication contracts stipulated that the appropriate standards were those in effect in September 1966. In some cases the relevant standard was

not revised in 1966, and so bears a prior year revision mark.

An individual ASTM standard does not contain all the information to uniquely characterize the steel. Instead, there is a "chain of standards" that defines the properties of the steel. The WTC steel contracts allowed the use of steels that conformed to certain ASTM standards (e.g., A 36, A 242, A 441, A 514).

These standards define the mechanical and chemical properties of the steels, but in turn reference other

standards that define how those properties shall be measured. For instance, all the steel standards, then

and now, require that the steel conform to ASTM A 6 ("Requirements for Delivery of Structural Steel"),

which specifies, among many things, the dimensional tolerances of plates and rolled shapes. The rest of

E-53
Appendix E

this section describes the minor differences between the ASTM standards that governed structural steel used for construction of the WTC, and those that exist today.

2.1 A 6-65 VERSUS A 6-02

ASTM A 6-65 "Standard Specification for General Requirements for Delivery of Rolled Steel Plates,

Shapes, Sheet Piling and Bars for Structural Use," specifies the tolerances for structural steel. Both

versions specify that mechanical properties shall be determined in accord with A 370. At some point

ASTM editorially amended the title of the standard to its present version "Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling." A 6-02 is a much longer and more complex document than A 6-65.

For determining mechanical properties, A 6-65 specifies the size and shape of test specimens, while

A 6-02 references (similar) specimens in A 370. Table 2-1 summarizes the significant differences in determining mechanical properties between A 6-65 and A 6-02. Two differences are particularly

significant. A 6-65 specifies that steels shall be tested in the rolling direction (longitudinally), but A 6-02

requires most plates to be tested in the transverse direction. The location of specimens from shapes is also different: in A 6 they are always taken from the web, but in A 6-02 for the large shapes used for columns, the specimen is taken from the flange. Typically, because the flange is thicker than the web, the flange yield stress will be less than the web yield stress (Alpsten 1975, AISC 1974). In summary, to conform to A 6, most A 36 specimens for the WTC projects would have been tested full thickness. Core

column steels over 1.5 in thick would have been permitted to use the round 0.5 in. (12.7 mm) diameter

specimen because of their thickness. Thin perimeter column plates would have been tested full thickness.

In terms of chemistry, A 6-65 does not require any special method be used to determine the chemistry of

the steel. In contrast, A 6-02 specifies that chemistry is to be determined in accord with ASTM A 751

("Standard Test Methods, Practices, and Terminology for Chemical Analysis of steel products"). A 6-65

requires the mill test report to state the percentages of carbon, manganese, phosphorus and sulfur, as well

as any element required by the individual standard. To that list, A 6-02 adds silicon, nickel, chromium,

molybdenum, copper, vanadium, and niobium (referred to as columbium in the U.S. steel industry). The

chemistry requirements have also been moved between standards. A 6-65 specifies two types of chemical

analysis. The so-called ladle analysis is conducted at the steel mill on the steel before rolling. "Check" or product analyses are conducted on representative samples taken from the finished structural product All

of the contemporaneous steel standards (e.g., A 36-66, etc) specify compositions determined in both ladle and check analyses, where the check analyses are slightly relaxed from the ladle analyses. In contemporary standards, the check analysis values (now called product analysis) have been removed from

the standards to a single table in A 6-02. A spot check of the some of these for A 36-01 and A 242-01

indicates that the values listed in Table B of A 6-02 ("Permitted Variations in Product Analysis") are

identical to the values listed under check analysis in the contemporaneous steel standards of the 1960s.

E-54
Interim Report on Contemporaneous Structural Steel Specifications

Table 2-1. Differences in specimen sampling requirements between A 6-65 and A 6-02e.

Shape Specimen Location Orientation Specimen type and size A 6-65

Beams, channels or zees Web (Sec. 6.4) Longitudinal

(Sec. 6.3)

F Ull~UllLJVLlCoO (Sec. 6.5) Shapes or plates CALCUL aiiuy olcci plates over 1 .5 in. thick

Generally specified as

CUlilCi 111 UlVJULlV-l specifications, but no

apparent restrictions on

position within

thickness for non-fiill-thickness specimens.

Longitudinal

(Sf>r f, W

Full-thickness

(Sec. 6.5)

1 8 in. long specimen with 8 in. gage length

or airaignt-siueu specimen, ror i^l.d in. can use 0.505 in. diameter round specimen

with 2 in. gage length

Alloy steel plates

0.75</<=1.5 in.

Longitudinal May use a round specimen with

d = 0.505 in. very similar to A 370 02

Fig. 4 Alloy steel plates >1.5 in. thick

Longitudinal May use a round specimen with

d = 0.505 in. very similar to A 370 02

Fig. 4 A 6-02e

Shapes: t < 0.75 in. If u >6 in. from the

flange, otherwise from

the web (Sec. 11.3.2)

Full thickness

(Sec. 11.5.1) Longitudinal

(Sec. 11.2)

8 in. or 2 in. gage length flat specimen

A 370 Fig. 3

Shapes: t > 0.75 in. 0.5 in. diameter round specimen (A 370

Fig. 4) or full thickness flat specimen

(A 370 Fig. 3) if desired

Plates: / < 0.75 in. Comer (Sec. 1 1.3.1) Full thickness

(Sec. 11.5.1) Transverse if H'>24 in. (Sec. 11.2)

8 in. or 2 in. gage length specimen A 370

Fig. 3

Plates: />0.75 in. 0.5 in. diameter round specimen (A 370

Fig. 4) or full thickness flat specimen

(A 370 Fig. 3) if desired

Steel products have a natural variability in mechanical properties. Because the mill test for yield and

tensile strength represents only one or two specimens, it is possible that tests conducted on the finished

product may yield properties that differ from the mill test report. Sometimes these tests will yield values

that are lower than the appropriate standard specification. Should a specimen taken as part of the investigation exhibit a yield point or strength less than the applicable standard, this does not imply that the steel as a whole did not meet the standard. A 6-02 makes this quite clear:

X2.1 The tension testing requirements of Specification A 6/A 6M are intended only to characterize the tensile properties of a heat of steel for determination of conformance to the requirements of the material

E-55
Appendix E

specifications. These testing procedures are not intended to define the

upper or lower Umits of tensile properties at all possible test locations

within a heat of steel. It is well known and documented that tensile properties will vary within a heat or individual piece of steel as a

function of chemical composition, processing, testing procedure and

other factors. It is, therefore, incumbent on designers and engineers to use sound engineering judgement (sic) when using tension test results shown on mill test reports. The testing procedures of Specification

A 6/A 6M have been found to provide material adequate for normal

structural design criteria.

Thus, the results of contemporary tension tests on WTC steels can only be used to assert that the steel in question is of a quality that could reasonably be expected to meet a given ASTM standard. It may be that an individual tension test might result in a measured yield point less than that acceptable in the standard.

As long as the measured yield point is close to the specified minimum, the steel in question probably met

the requirements of the standard.

2.2 A 370-67 VERSUS A 370-02

ASTM A 370, "Standard Methods and Definitions for Mechanical Testing of Steel Products," controls the

methods used for mill acceptance testing of heats (or plates) of steel. Aside from minor revisions in 1966,

to incorporate A 443 ("Method of Notch Toughness of Turbine and Generator Steel Forgings") A 370-67

is identical to A 370-66.

By and large A 370-67 and A 370-02 are very similar. Although the section numbers are different, much

of the text is unchanged over the past 35 years. Table 2-2 summarizes the important differences between

the two documents as they relate to tensile testing. As long as the loading rates are specified as the maximum rate in A 370-02, the test results will also meet A 370-67.

2.3 E 6-66 VERSUS E 6-99'^

ASTM E 6, "Standard Terminology Relating to Methods of Mechanical Testing," defines the technical terms used in the various mechanical testing standards. The definitions of elastic limit, elongation, gage

length, Poisson's ratio, proportional limit, reduction of area, and tensile strength are word-for-word

identical in the two standards. The definitions of yield point and yield strength differ textually, but not in

spirit. Table 2-3 summarizes the textual differences between the two versions.

E-56
Interim Report on Contemporaneous Structural Steel Specifications

Table 2-2. Differences between A 370-67 and A 370-02.

A 370-67 A 370-02

Section lOd suggests that tests defined in terms of

strain rate are acceptable, but not feasible with

production grade equipment

Section 7.4. specifically allows tests defined in terms of strain rate

No such language. Note 2 specifically disallows tests in load control No restriction on minimum extension rate for tests Section 7.4.1 requires that minimum speed for testing

shall not be less than one-tenth of the maximum rate for determining yield point or yield stress No such language Allows maximum testing rate to be less than 100,000

psi. min

Section 13 (Determination of yield point) has different language but is similar in spirit

Section 12(b)(1) specifies a so-called "divider method"

for measuring yield point.

Absent from Section 1

3

In section 13 (determination of yield strength) the order of the methods is reversed.

In Section 1 3 the extension under load method may "be

used only when the product specification permits."

No such recommendation

Section 13 allows the yield point to be reported as the

yield strength if the load drop occurs before the specified offset is reached.

No such allowance

A Class Bl extensometer is required for all offset method determinations of yield strength.

Section 13.2.2 allows the use of a Class B2

extensometer for determining yield strength if the

offset is <0.2 %

Table 2-3. Differences in the definitions of yield point and yield stress in ASTM E 6. E 6-66 E 6-99'^

Yield Point

"[FL""] the first stress in a material, less than the maximum attainable stress, a which an increase in

strain occurs without an increase in stress Note—It should be noted that only materials that exhibit the unique phenomenon of yielding have a

'yield point.'"

"YP [FL"-], n - a term used, by E 8 and E 8M, for the property which is now referred to as upper yield

strength."

"Upper yield strength UYS, [FL""], n -in a uniaxial test, the first stress maximum (stress at first zero slope) associated with discontinuous yielding at or near the onset of plastic deformation."

Yield Strength

"[FL"^] The stress at which a material exhibits a

specified limiting deviation from the proportionality

of stress to strain, the deviation is expressed in terms of strain." Notes on the offset and total extension under load methods follow.

"YS or S,, [FL"-], n-the engineering stress at which, by

convention, it is considered that plastic elongation of the material has commenced. This stress may be specified

in terms of (a) a specified deviation from a linear

stress-strain relationship, (b) a specified total extension

attained, or (c) maximum or minimum engineering

stresses measured during discontinuous yielding."

Discussion of the offset and specified extension under

load methods follows, as well as discussion of upper and

lower yield strengths, differences between the resuhs of

the two methods and of rate effects.

E-57
Appendix E

2.4 A 36-66 VERSUS A 36-01

All chemistry requirements of Table 2 are identical for carbon, manganese, sulfiir, and phosphorus.

A 36-01 requires that steel for plates and shapes other than group 1 be killed or semi-killed, while

A 36-66 only requires "where improved notch toughness is important, the material may be specified to be

silicon killed fm grain practice." As a consequence, A36-01 limits silicon to 0.4 percent for all sizes of

plates and shapes, while A 36-66 only specifies silicon for plates with t>1.5 in. A 36-66 requires the

material to pass a bend test defined as "The bend test specimens shall stand being bent cold through

1 80 deg without cracking on the outside of the bent portion, to an inside diameter which shall have a

relation to the thickness of the specimens as prescribed in Table IV." The bend test is absent from

A 36-01. A 36-66 requires that the steel be made by "open-hearth, basic-oxygen, or electric-furnace"

A 36-01 has no such requirements. The elongation requirements differ between the two standards.

A 36-66 has relaxed elongation requirements for thicker plates that are missing from A 36-01, and does

not differentiate between plates and shapes for elongation requirements. Other than these differences, the standards are identical.

2.5 A 242-66 VERSUS A 242-01

The yield and tensile requirements are unchanged in the two standards, but the chemistry requirements

differ substantially. A 242-66 admits high and low carbon variants. A 242-01 admits only a low carbon,

low manganese type. During the WTC construction era, A 242 was revised to include the Type 1 variant

of A 242-01. Table 2^ compares the chemistry requirements between the two standards. Another

difference is that A 242-01 prescribes the method for determining the atmospheric corrosion resistance,

while A 242-66 only states, "If the steel is specified for materially greater atmospheric corrosion

resistance than structural carbon steel with copper, the purchaser should so indicate and consult with the

manufacturer." The elongation requirements are relaxed for thicker plates and shapes in A 242-66. The

current standard also adds some required elongations when specimens with 2 in. gage length are tested. Finally, A 242-01 no longer mandates that steel pass a bend test. Requirements for bend testing are now

included as a non-mandatory appendix in A 6-02.

Table 2-4. Differences in chemistry requirements

between A 242-6(3 and A 242- 01.

Element A 242-66 A 242-66

A 242-01

(Type 1) C (max.) 0.22 0.15 0.15 Mn (max.) 1.25 1.4 1.00

S (max.) 0.05 0.05 0.05 P (max.) NR NR NR

Cu (min.) NR NR 0.20 Key: C, carbon; Cu, copper; Mn, manganese; NR, no requirement;

P, phosphorus; S, sulfur. Note: Compositions expressed in % mass fraction.

The A 242 steel that Laclede supplied for the floor trusses would have met the chemistry requirements of

A 242-66, but would not meet the chemistry requirements of A 242-01, because of its elevated carbon

content. In terms of its load-carrying capacity, these differences are irrelevant, however.

E-58
Interim Report on Contemporaneous Structural Steel Specifications

2.6 A 441 -66 VERSUS A 572-01

ASTM A 441 was withdrawn in 1989. A 441-66 and A 572-01 are similar in several ways. Both are standards for vanadium-containing steels with minimum yield points greater than those specified in A 36. To some degree it can be argued that A 572 replaced A 441. The carbon, manganese, and silicon levels in both standards are similar but not identical. However, in terms of chemistry, most steels that met

A 441-66 would probably meet A 572-01. A 572-01 admits a wider range of minimum yield points in much thicker sections as well, see Table 2-5.

Table 2-5. Differences between

A 441 -66 and A572-(31.

A 441-66

YP (ksi)

Thickness

t(in.)

A 572-01

YP (ksi)

40 4 in. </<=8 in.

/ <= 6 in. 42

42 1.5 in.</<=4 in. t<=4 in. 50

t<=2 in. 55 46 3/4 in.</<=1.5 in. /<=1.25 in. 60

/<=1.25 in. 65

50 t<=3/4 in.

2.7 A 514-65 VERSUS A 514-OOA

A 514-65 differs from A 514-OOa at dozens of points. Table 2-6 summarizes the substantial ones. Unlike

standards such as A 36, which have simple, non-proprietary chemistry requirements, each variant

chemistry in A 514 represents a single mill's 100 ksi steel. For instance, Brockenbrough and Johnson

(1968) identify A 514 Grade F as USS Tl, A 514 Grade B as USS Tl Type A, and A 514 Grade H as USSTl TypeB.

2.8 YIELD POINT VERSUS YIELD STRENGTH

Both E 8 and A 370 distinguish between yield point and yield strength. For steels of interest to the

investigation, all standards for steels with yield strength under 80 ksi, whether contemporary or contemporaneous, specify yield point instead of yield strength. ASTM E 6-99''" (Standard Temiinology

Relating to Methods of Mechanical Testing) defines them as follows:

• yield point, YP [FL '], n - a term used, by E 8 and E 8M, for the property which is now referred

to as upper yield strength.

• upper yield strength, UYS, [FL""], n in a uniaxial test, the first stress maximum (stress at first zero slope) associated with discontinuous yielding at or near the onset of plastic deformation.

E-59
Appendix E

Table 2-6. Differences in ASTIVI A 514-65 and A 514-OOa.

A 514-65 A 514-OOa

Sampling

requirements

One tension test from each of two plates from

each lot (Sec. 10.2) Brinell hardness from all plates not

tension-tested (Sec. 7.1)

One tension test from every plate in each lot (Sec. 8.1) Brinell hardness may be substituted for plates

3/8 in. and under, with tension test from at least two plates (Sec. 7.2) Test specimen

orientation No special requirement Plates over 24 in. wide must be tested in the transverse direction (8.1) Strength /<3/4in. 115ksi<TS< 135 ksi 3/4 in. </< 2.5 in. 1 15 ksi < TS < 135 ksi

2.5 in. < / < 4 in. 105 ksi < TS < 135 ksi (Table 2)

/<3/4in. 110ksi<TS< 130ksi

3/4 in. <t < 2.5 in. 110 ksi < TS < 130 ksi 2.5 in. <t<6 in. 105 ksi < TS < 130 ksi (Table 2) Elongation in 2 in. (%)

2.5 in.<t<4in.: 17%

special elongation reduction allowances for plates under 5/16 in. (Sec. 6.2)

2.5 in. </<6in.: 16%

No such allowance

Chemistry

(compositions

expressed in % mass

fraction)

Admits Types D, G

Tvpe D 0.13-0.2C 0.4-0.7Mn, 0.035P, 0.04S

0'.2-0.35Si, 0.85-1.2Cr, 0.15-0.25Mo

0.04-0. ITi, 0.2-0.4CU, 0.0015-0.005 B

Tvpe G 0.15-0.21C, 0.8-1. IMn, 0.035P,

0.04S, 0.5-0.9Si, 0.5-0.9Cr, 0.4-0.6Mo

0.05-0. 15Zr, 0.0025 Max B

Types D, G absent Admits new types J, K, M, P, Q, R, S, T.

Chemistry Most S allowables are 0.04 % Most S allowables are 0.035 %

• yield strength, YS or Sy [FL-2], n -the engineering stress at which, by convention, it is considered that plastic elongation of the material has commenced. This stress may be specified in terms of (a) a specified deviation from linear stress-strain relationship, (b) a specified total extension attained, or (c) maximum or minimum engineering stresses measured during

discontinuous yielding.

The definitions of yield point and yield strength differ textually, but not semantically, between ASTM

E 6-99'' and E 6-66, and are contrasted in Sec. 0 and Table 2-7.

In terms of mechanical properties, it matters little whether yield point or yield strength is specified.

Almost certainly the yield point of plain carbon steels (like A 440 and A 36) will exceed the yield

strength by only 1 KSI to 4 ksi, because they typically exhibit a yield drop after yielding. Of the relevant

standards, only A 514 specifies steel in terms of yield strength. Both contemporary and contemporaneous

version of A 36, A 242, A 441, and A 572 specify yield point rather than yield strength. The AISC

Manual of Steel Construction (AISC 1973, p. 1-3) treats them identically:

As used in the AISC Specification, "yield stress" denotes either the

specified minimum yield point (for those steels that have a yield point) or

specified minimum yield strength (for those steels that do not have a

yield point).

E-60
Interim Report on Contemporaneous Structural Steel Specifications

Table 2-7. Methods for determining Yieic Point and Yield Strength in ASTM A 370.

A 370-67 A 370-02

Yield Point

urop ui inc Dtarn. iiicuiuu

Section 12(a)(1)

uiop oi ine ueani memoa

Section 13.1.1

Position of the knee

Section 12(a)(2)

Position of the knee

Section 13.1.2

Total extension under load (at a suggested strain of

8 = 0.005)

Section 12(b)(2)

Total extension under load (at a suggested strain of

8 = 0.005)

Section 13.1.3 "Divider method" Section 12(b)(1)

Yield Strength

Offset method with no suggested value but with an example that uses e = 0.002

Section 13(b)

Offset method with no suggested value but with an example that uses 8 = 0.002

Section 13.2.1

Extension under load with no required or suggested

strain value: "this approximate method be used only

when the product specification permits"

Section 13(a)

Extension under load with no suggested strain, but with an example that uses of e = 0.005

Section 13.2.2

A 370-02 permits three different methods for measuring yield point and two methods for yield strength,

summarized in Table 2-2. The "drop of the beam" method applies to testing machines that prescribe the loading rate, rather than the extension rate.

Interestingly, neither A 370-67 nor A 370-02 mandates a specific value of the total extension under load

determining either yield point or yield stress when using the total extension under load method. It does

suggest a value of 8 = 0.005, but does so in a nonmandatory note. Furthermore, A 370-67 does not

require the mill to report which method it used for measuring yield point. Neither A 6-65 nor A 370-67

has any requirements as to the contents of a mill test report. A 6-02 does have a detailed section on Test

Reports, however.

E-61
Appendix E

This page intentionally left blank.

E-62
Table of Contents

List of Figures F-ii

List of Tables F-iii

Appendix F Interim Report on Inventory and Identification of Steels Recovered from the

WTC Buildings F-1

F. 1 Purpose of Report F-1

F.2 Scope of Report F-1

F.3 Background Information Related to Recovery of WTC Structural Steel F-2

F.4 Structural Elements Recovered from the WTC Buildings F-3

F.4. 1 Present Location and Labeling of Structural Steel Elements F-3

F.4. 2 Identification of WTC Structural Steel Elements F-5

F.5 Structural Steel Elements of Special Importance F-3

F.5. 1 Samples Located in or Around the Floors Impacted by the Airplane F-3

F.5. 2 Samples Representing the Various Types of Steel Specified in the Design Drawings ..F-37

F.6 Summary F-38

F. 7 Reference s F-40

F.7. 1 References from Publicly Available Sources F^O

F.7.2 References from Nonpublic Sources F^O

Attachment 1 Data on Recovered WTC Steel F-41

F-i
List of Figures

Figure F-1. Characteristic "overall"" view of the samples taken for each piece received F-4

Figure F-2. Location of the exterior panels recovered from the top third of WTC 1 and 2 F-7

Figure F-3. Example of stampings on the interior base of the middle column for each panel F-9

Figure F^. Example of stampings placed on one end of a core column F-10

Figure F 5. Example of stamping placed on flange indicating the column type (120),

and schematic indicating the various plates corresponding to Table F-5 F-1

1

Figure F-6. Characteristic stenciling found on the lower portions of the exterior column panels

for sample C-14 and on an interior core column for sample B-6152 F-1

3

Figure F-7. Schematic showing the derrick divisions that hoisted the specific columns for WTC 1 and WTC 2 F-14

Figure F-8. Schematic showing the sample M-10 as two separate exterior column panels, M-lOa

and M-lOb F-22

Figure F 9. Schematics displaying the various types of exterior column panels F-23

Figure F 10. Exterior column panel maps indicating the portion of the specific exterior

column panel section recovered from WTC 1 F-24

Figure F-11 . Exterior column panel maps indicating the portion of the specific exterior

column panel section recovered from WTC 2 F-31

Figure F-1 2. Interpreted column damage, from photographic evidence, to WTC 1, with overlay

of samples in NlST's possession F-36

Figure F-1 3. Interpreted column damage, from photographic evidence, to WTC 2, with overlay

of samples in NlST's possession F-37

F-ii
Appendix F

Interim Report on Inventory and Identification of Steels

Recovered from the WTC Buildings

F.1 purpose of report

The purpose of Project 3 of the National Institute of Standards and Technology (NIST), World Trade

Center (WTC) Investigation, Mechanical and Metallurgical Analysis of Structural Steel, is to analyze

structural steel available from WTC 1, 2, and 7 to determine the metallurgical and mechanical properties

and quality of the metal, weldments, and connections and to provide these data to other investigation

projects. (For test plan details, see http://wtc.nist.gov/media/WTCplan new.htm#proj3.) The properties

determined under this project will be used in two ways:

• Properties will be correlated with the design requirements of the buildings to determine if the specified steel was in place in the towers.

• Properties will be supplied for other projects in the Investigation as input for models of

building performance.

This interim report is an output of Task 1 of Project 3. Task 1 is defined in the NIST plan as "Collect and

catalog the physical evidence (structural steel components and connections) and other available data, such

as specifications for the steel, the location of the steel pieces within the buildings, and the specified steel properties."

F.2 scope of report

The Task 1 report comprises three parts:

• Tower Design - Structural Steel Documents.

• Contemporaneous Structural Steel and Construction Specifications.

• Inventory and Identification of Steels Recovered from the WTC Buildings. This appendix

covers part 3; Appendix E presents the structural design of the WTC towers and the

specifications used for the steel and construction of the buildings.

Part 1, which is covered in Appendix E of this Progress Report, describes the tower structure and critical

structural elements to be characterized in Project 3. This includes the structural design and properties

specified by the structural engineers for columns, floor systems, and connections.

Part 2, also covered in Appendix E, describes the contemporaneous (late 1960s era) specifications for various types and grades of steel designated by the ASTM International, the American Institute of Steel Construction, and other national and international organizations. It also includes information from numerous suppliers of the steel for the towers. The structural steel for the towers was supplied through at

least a dozen contracts to suppliers and fabricators. Substantial understanding of the consistency, quality.

F-1
Appendix F

and actual strength of the steel (as opposed to specified minimum values) can be gained if the production

practices and quality control procedures used by the various steel suppliers are understood. Practices and

data from the numerous WTC steel suppliers have been investigated and are reported for both structural

steel and construction practices. In addition, this information has been used to estimate typical

mechanical property values for many of the grades of steel. These typical values can serve as a guide for the properties to be inserted into the finite element models of building performance and as a point of

comparison for actual properties measured on the recovered steel.

Part 3, covered in this appendix, documents the steel recovered for the WTC Investigation.

Approximately 236 pieces of WTC steel were available for study at NIST. These pieces represent a small

fraction of the steel examined at the various recovery yards where the steel was sent as the WTC site was

cleared.

F.3 BACKGROUND INFORMATION RELATED TO RECOVERY OF WTC

STRUCTURAL STEEL

Beginning in October 2001, members of the Federal Emergency Management Agency (FEMA),

American Society of Civil Engineers (ASCE), Building Performance Assessment Team (BPAT),

members of the Structural Engineers Association of New York (SEAoNY), and Professor A. Astaneh-Asl

of the University of California, Berkeley, California, with support from the National Science Foundation,

began work to identify and collect WTC structural steel from the various recovery yards where debris,

including the steel, was taken during the cleanup effort. Dr. J. Gross, a structural engineer at NIST and a member of the FEMA/ASCE BPAT, was involved in these early efforts.

There were four major sites where debris from the WTC buildings was shipped during the clean-up effort

in which the volunteers worked. These were:

• Hugo Nue Schnitzer, Inc., Fresh Kills Landfill in Staten Island, New Jersey;

• Hugo Nue Schnitzer East, Inc., Claremont Terminal in Jersey City, New Jersey;

• Metal Management, Inc., in Newark, New Jersey; and

• Blanford and Co. in Keasbey, New Jersey.

The volunteers searched through unsorted piles of steel and other debris for pieces from the WTC

buildings, specifically searching for (McAllister 2002):

• Exterior column panels and interior core columns from WTC 1 and WTC 2 that were exposed

to fire and/or impacted by the aircraft;

• Exterior column panels and interior core columns from WTC I and WTC 2 directly above

and below the impact zones;

• Badly burned pieces from WTC 7;

• Connections from WTC 1, WTC 2, and WTC 7 (e.g., seat connections, single-shear plates,

and column splices);

F-2
Interim Report on Inventory and Identification of Steels

• Bolts in all conditions;

• Floor trusses, including stiffeners, seats, and other components; and

• Any pieces that in the engineers' professional opinion might be useful.

Once identified for recovery, the samples were marked as "SAVE" and given an alphanumeric code

relative to the recovery yard from which they came and an accession number. Some pieces were not saved in their entirety, but instead, small portions were removed, hereafter called coupons. (Coupons

were also removed in the field for WTC 5, held at Gilsanz Murray Steficek, LLP [GMS, LLP], and later brought to NIST.)

Facing concern that the identified steel may not be properly preserved in the recovery yards, NIST

arranged for the steel to be shipped to its campus in Gaithersburg, Maryland, starting in March 2002.

Professor Astaneh-Asl also granted NIST permission to take custody of the steel that he had personally

marked. Before the samples were shipped to the NIST campus, environmental testing for asbestos and

analysis of the paint for lead was conducted. Volunteers from SEAoNY, with assistance from additional

NIST personnel, continued their presence at the recovery yards and identified, catalogued, and shipped

steel specimens to NIST through October 2002. The structural components recovered now constitute the material base from which samples are being removed for further evaluation and or testing relative to the

fire and structural response of the WTC buildings as part of the WTC Investigation.

Structural steel elements were also collected and held by the Port Authority of New York and New Jersey

(PANYNJ) in Hanger 17 located at John F. Kennedy International Airport (JFK). The main goal of the Port Authority project was to decontaminate and preserve the steel, as well as other WTC artifacts, for future exhibits and memorials. A complete listing of the pieces held by PANYNJ can be found in the Preservation and Inventory Report prepared by Voorsanger and Associates Architects, PC

(Voorsanger 2002). NIST personnel visited the hanger and identified 12 additional pieces that were

considered important to the Investigation. Six of these samples were moved whole to the Gaithersburg

campus. The remaining pieces had portions removed and sent to NIST, with the bulk of the structural element remaining at JFK.

F.4 STRUCTURAL ELEMENTS RECOVERED FROM THE WTC BUILDINGS

F.4.1 Present Location and Labeling of Structural Steel Elements

At present, NIST possesses 236 labeled samples from the WTC buildings. While the majority of the NIST-held samples reside on the Gaithersburg campus, some samples were shipped to the Boulder

campus for mechanical property testing following initial documentation.

As samples were delivered, overall images of the pieces were taken for record-keeping purposes. An

example is shown in Fig. F-1. Samples are identified by their original alphanumeric identification codes

assigned by SEAoNY to be consistent with the FEMA report. However, there were cases in which two

different codes were found on one piece. In these instances, if the pieces were already undergoing

F-3
Appendix F

F-4
Interim Report on Inventory and Identification of Steels

documentation procedures, the first code noted was used. Samples that arrived lacking a code were

labeled as part of the U series. Additionally, samples brought from Hanger 17 at JFK maintained their "B"-series labels provided in the Voorsanger report (Voorsanger 2002).

Attachment 1 is a complete list of each sample received, in alphanumeric order, with its classification, a

brief description of the component, and the location of the piece on the NIST campus. These samples

range from frill exterior column panels to pieces of bolts and bags of glass and other debris fragments.

The pieces were classified into one of eight categories:

Classification No. of Pieces Symbol

Exterior column panel sections (flat wall or comer) 94 C, CC, or Cn

Bowtie pieces 2 BT

Rectangular built-up box column (not perimeter column) 11 RB

Wide flange sections 44 W

Floor trusses 23 J Channels 25 Ch

Coupons from WTC 5 7 Cn5

Miscellaneous (isolated bolts, floor hanger components, or other) 30 B,H,0

Attachment 2 lists the pieces separated by type, and Attachment 3 displays characteristic photographs of

the various pieces.

F.4.2 Identification of WTC Structural Steel Elements

Information from Leslie E. Roberts Associates indicates that all structural steel pieces in WTC 1 and

WTC 2 were uniquely identified by stampings (recessed letters and numbers) and/or painted stencils (Faschan 2002). NIST has been successftil in finding these identification markings on many of the perimeter panel sections, core columns, and other wide flange members. Of the 94 pieces of perimeter

panel labeled in Attachment 1, 90 distinct panels were observed. (The other four pieces of perimeter

column had become separated from the main panel during salvage and were subsequently labeled C-13a,

C-16a, C-28b, and K-16a.) At this time, of the 90 panels, 41 distinct exterior column panels have been

identified and 1 partially identified. Tables F-1 and F-2 list these samples, respectively, with Fig. F-2

showing the relative locations of the identified exterior panels within the top third of the buildings.

Significantly more pieces were recovered from WTC 1 than WTC 2. Table F-3 lists the 12 core columns

in NIST's possession that have been positively identified through their stampings. An additional sample,

C-83, is also listed in this group. Though no markings were found on the piece, the shape and dimension

of this sample are in conformance with the design drawings for core columns and it has a similar

appearance to core column C-90. Additionally, there are 1 3 pieces of wide flange sections that have

stampings and/or markings with different codes that are not presently understood (see Table F-4). NIST

is still investigating the identification of these pieces.

The positive identification of the structural elements was made possible by deciphering the stampings

and/or stencils found on them. During the fabrication process, the exterior panel sections were stamped at the bottom of the center column on the inside face. These stampings indicated the building, center column line number, and floors spanned by the columns. The core columns had stampings placed at the

F-5
Appendix F

Table F-1. Identified exterior column panel pieces from WTC 1 and WTC 2. NIST

Name Type Description Bidg. Column Floors

Derrick

Division

B-1024 C Full panel WTC 2 154 21 -24 NA

B-1043 C Full panel WTC 2 406 40-43 NA

B-1044 c Full panel WTC 2 409 40-43 NA

C-10 c Full panel WTC 1 451 85-88 5x

C-13

C-13a

CC

c

Rectangular column with spandrel

Partial of single column

WTC 2 WTC 2200

159

90-92

90-92

569

569

C-14 c 1 column, lower 1/3 WTC 2 300 85-87 570

C-18 c 3 columns, bottom 2/3 WTC 2 230 93-96 NA

C-22 c 3 columns, lower 1/2 WTC 1 157 93-96 69

C-24 c 3 columns, upper 1/3 WTC 2 203 74-77 NA

C-25 c 1 column, lower 1/2 WTC 1 206 89-92 69

C-40 c 2 columns, lower 2/3 WTC 1 136 98-101 6x

C-46 c Nearly full panel WTC 2 157 68-71 569

C-48 c Nearly 2 full columns WTC 2 442 91-94 NA

C-55 c 1 column, lower 1/3 WTC 1 209 94-97 NA

C-89 c 2 full columns WTC 2 215 12-15 NA

C-92 c 1 column, lower 1/3 WTC 2 130 93-96 NA

C-93 c 1 column, lower 1/3 WTC 1 339 99-102 NA

CC c 2 full columns WTC 1 124 70-73 NA

K-1 c 3 columns, lower 1/3 WTC 1 209 97-100 NA

K-2 c 1 column, lower 2/3 WTC 1 236 92-95 NA

M-2 c Full panel WTC 1 130 96-99 63 M-lOa c 3 columns, middle section 1/3 WTC 2 209 82-85 NA

M-lOb c 3 columns, lower 1/2 WTC 2 206 83-86 569

M-20 c 2 columns, lower 1/3 WTC 1 121 99-102 63

M-26 c Full panel WTC 1 130 90-93 6x

M-27 c 2 columns, lower 3/4 WTC 1 130 93-96 63

M-28 c 3 columns, lower 1/4 WTC 2 345 98-101 NA

M-30 c 2 columns, lower 1/3 WTC 1 133 94-97 65

N-1 c 2 full columns WTC 1 218 82-85 NA

N-7 c Full panel WTC 1 127 97- 100 NA

N-8 c Full panel WTC 1 142 97-100 67

N-9 c Nearly full panel WTC 1 154 101 - 104 69

N-10 c 2 columns, lower 2/3 WTC 1 115 89-92 6x

N-12 c 2 full columns WTC 1 206 92-95 69

N-13 c 3 columns, lower 1/3 WTC 1 130 99- 102 63

N-99 c Nearly fuW panel WTC 1 148 99-102 67

F-6
Interim Report on Inventory and Identification of Steels

Table F-1. Identified exterior column panel pieces from WTC 1 and WTC 2 (continued)

NIST

Name Type Description Bidg. Column Floors

Derrick

Division

N-101 C Full panel WTC 1 133 100- 103 65

S-1 C 2 columns, lower 1/3 WTC 1 433 79-82 47

S-9 c Full panel WTC 1 133 97-100 NA

S-10 c 2 columns, lower 1/2 WTC 1 224 92-95 NA

S-14 c Full panel WTC 2 218 91 -94 557

Key: NA, information not available. Note: "x" in Derrick Division: Unreadable.

Table F-2. Partially identified exterior column panel from WTC 1 or WTC 2

NIST

Name Type Description BIdg. Column Floors

C-117 C 3 columns, lower 1/3 NA NA 100-104

400 series

WTC 1 West face

WTC 2 South face

300 series 200 series 100 series

WTC 1 South face

WTC 2 East face

WTC 1 East face

WTC 2 North face

WTC 1 North face

WTC 2 West face

Figure F-2. Location of the exterior panels recovered from the top third of WTC 1 and 2.

F-7
Appendix F

Table F-3. Identified pieces of core column material from WTC 1 and WTC 2.

NISTName Type Description Bldg. Column Floors

Derrick

Division

FY

(ksi)

B-1011 RB Heavy rectangular column WTC 1 508 51-54 55 36

B-6152-1 RB Heavy rectangular column WTC 1 803 15-18 52 36

B-6 152-2 RB Heavy rectangular column WTC 1 504 33-36 51 36

C-83' RB Heavy rectangular column NA NA NA NA NA

C-88a RB Heavy rectangular column WTC 2 801 80-83 550 42

C-88b RB Heavy rectangular column WTC 2 801 77-80 550 42

C-90 RB Heavy rectangular column WTC 2 701 12-15 549 36

C-30 orS-12 W Wide flange section WTC 2 1008 104-106 NA 36

C-65 or S-8 W Wide flange section WTC 1 904 86-89 52 36

C-71 w Wide flange section WTC 1 904 77-80 NA 36

C-80 w Wide flange section WTC 1 603 92-95 51 36

C-155 w Wide flange section WTC 1 904 83-86 52 36

HH or S-2 w Wide flange section WTC 1 605 98-101 53 42

a. C-83 was not positively identified but due to similar size and shape was deemed a core column. Key: NA., information not available.

Table F-4. Other built-up box columns and wide flange sections from WTC 1 and WTC 2 with ambiguous stampings and/or markings.

NIST Name Type Description Markings

C-79 RB Thin rectangular column 101 A 81 -85-87-92 52

C-101 RB Thin rectangular column 78A 10 27 50

C-154 RB Thin rectangular column 825: 107- 108 52

C-26 W Three connected wide flange sections 604/605 107 64 50

C-44 W Wide flange section 59 S 563

C-45 w Wide flange section 16 S2 563 Fy50

C-60 w Wide flange section 193 SI 69

C-61 w Wide flange section 150 S 69

C-62 w Wide flange section 224 (S) <48> Fy50

M-17 w Wide flange section 163 (9) 62 Fy36

M-23 w Wide flange section F 2010

M-37 w Wide flange section 130 (8x-92) <50>

M-38 w Wide flange section Fy 42

Note: "x", unreadable.

F-8
Interim Report on Inventory and Identification of Steels
Appendix F

lower end of the component near the connector. The building was typically represented as "A" for WTC 1 and "B" for WTC 2. An example of a stamping found on an exterior column is shown in Fig. F-3, where the stamping indicates that the piece was from WTC 2, with center column line number

206, spanning floors 83 through 86. Core column material was found to have similar markings

(Fig. F^). Other stampings have also been found on the flanges of the perimeter columns that indicated

the column type (Fig. F-5 and Table F-5) as well as the specified minimum yield strength of the column.

Additional stampings are located on the flanges, but are not yet understood.

NIST is still investigating the significance of these codes. All of these stampings typically reside within

1 meter from the bottom of the column.

Figure F-4. Example of stampings placed on one end of a core column.

F-IO
Interim Report on Inventory and Identification of Steels

Plate 3

Figure F-5. (a) Example of stamping placed on flange indicating the column type (120),

and (b) schematic indicating the various plates corresponding to Table F-5.

F-ll
Appendix F

Table F-5. Examples of column types with corresponding

plate gages.

Plate 1 Plate 2 Plate 3

Column Type (in.) (in.) (in.)

120 1/4 1/4 1/4

121 5/16 1/4 1/4 122 3/8 1/4 1/4

123 7/16 1/4 1/4 124 1/2 1/4 1/4

125 9/16 1/4 1/4

126 5/8 1/4 1/4

128 3/4 1/4 1/4

129 13/16 5/16 5/16

133 1-1/16 3/8 3/8

149 2-1/16 11/16 11/16

150 2-1/8 3/4 3/4

152 2-1/4 3/4 3/4

334 1-1/8 3/8 3/8

335 1-3/16 7/16 7/16

520 1/4 1/4 1/4 522 3/8 1/4 1/4

Each of the structural elements was additionally stenciled in white or yellow lettering with similar

building information. For the exterior panel sections, the stenciling was located on or near the lower

spandrel on the interior face. Figure F-6 (a) shows a typical stenciling found on a perimeter panel,

indicating this piece was in WTC 2, with center column line number 300, spanning floors 85 through 87. For the core columns, both stenciling and handwritten codes have been observed on the recovered pieces.

Figure F-6 (b) shows one of these stencilings from a core column located in WTC 1.

Also seen in Fig. F-6 (a) are two other indicators, 3T and <570>, found on the exterior panel sections.

These markings are the estimated piece tonnage (1 ton equals approximately 907 kg) and the erector's derrick division number, respectively. This information was also stamped on some of the core column

pieces (see Fig. F^). The erector, Karl Koch Erecting Co., Inc., assigned derrick divisions 47 through 70

for WTC 1 and derrick divisions 547 through 570 for WTC 2 (PONYA 1967). Each division was

assigned to a specific area of the building and shared a crane with other nearby derrick divisions.

Therefore, a single crane may have lifted pieces from derrick divisions 65, 67, and 69. Figure F-7 shows

the derrick division numbers that hoisted the specific columns for both buildings, according to the derrick

numbers found on structural elements with positive identification (also shown in Tables F-2 and F-3).

Of the 41 positively identified exterior panels, 25 had specific markings giving all the information needed

(building, column, floors) to locate the structural element within the buildings from one or both codes

(i.e., stampings or stencils). The flange stampings, which indicated the specified yield strength and

column type, were used to confirm the findings (Tables F-6 and F-7). The only deviation noted was that 100 ksi steel was substituted for the 85 ksi and 90 ksi grades that were specified. This can be observed in

J-' F-12
Interim Report on Inventory and Identification of Steels

Figure F-6. (a) Characteristic stenciling found on the lower portions of the exterior

column panels for sample C-14. (b) Characteristic stenciling found on an interior core column for sample B-6152.

F-13
563 569

Source: McAllister 2002. Figure F-7. Schematic showing the derrick divisions

that hoisted the specific columns for (a) WTC 1, and

(b) WTC 2.

F-14
Interim Report on Inventory and Identification of Steels

Table F-6 for samples B-1043, B-1044, C-10, and M-lOb. This substitution is consistent with (PANYNJ)

documents of the construction period, indicating that 100 ksi steel was used for all steel specified as 85 ksi or 90 ksi. (See Appendix C, Contemporaneous Stmctural Steel and Construction Specifications.)

Sixteen other panels were positively identified using a combination of the stampings, including the specified minimum yield strength (Table F-8) and column type (Table F-9), the stenciled derrick division

number (Table F-8), or association to another panel, as follows:

• C-10 : The stampings indicated that the center column line number was 45 1 and the panel

spanned floors 85 through 88, but the building identification information was obscured by a weld bead. The building can be identified by a derrick division number in the 50 series,

which corresponds to WTC 1 (Fig. F-7). (Note that the flange stampings indicated that the

steel used is 100 ksi, while the building design drawings indicated that 85 ksi was specified.

As mentioned above, substitution of the specified 85 ksi, as well as the 90 ksi grades, by

100 ksi steel was approved.)

• C-24 : This piece was readily identifiable as a mechanical or service floor due to the non- uniform width of the columns. Unfortunately, only the upper portion of the panel was

recovered, and thus no stampings were found. However, the end connections to these floors were welded in addition to the typical bolting. In doing so, the end plate and a small portion

of the column from the panel above this piece remained after the collapse, and the stamping

of "B 203 77-78" identifying the panel above this sample was clearly visible.

• C-55 : The stampings indicated that the center column line number was 209 and the panel

spanned floors 94 through 97, however, no building information was observed. By reviewing

the flange stampings (Table F~8), the piece was determined to belong to WTC 1.

• C-92 : Stenciling on the piece indicated that it was from WTC 2, floors 93 through 96. However, the center column line number was partially obscured, with 13x visible. By

reviewing the flange stampings (Tables F-8 and F 9), the piece center column line number

was determined to be 130.

• C-93 : The stampings indicated that the center column line number was 339 and the panel

spanned floors 99 through 102; however, no building information was observed. By

reviewing the flange stampings (Table F-8), the piece was determined to belong to WTC 1

.

• CC: The stampings indicated that the center column line number was 1 24 and the panel

spanned floors 70 through 73; however, no building information was observed. By reviewing

the flange stampings (Table F-8), the piece was determined to belong to WTC 1.

• K-1 : The stampings indicated that the center column line number was 209 and the panel

spanned floors 97 through 100; however, no building information was observed. By

reviewing the flange stampings (Table F-8), the piece was determined to belong to WTC 1

.

F-15
Appendix F

Table F-6. Specified and observed minimum yield strengths for positively identified

exterior column panels.^

mST Name Bldg Column Floors Specified Miiiimum Yield (ksi) Stamping Observed

Column 1 Column 2 Column 3 Column 1 Column 2 Column 3 B-1024 WTC2 154 21-24 50 50 50 NA 50 NA

6-1043

' wrc2 406 40-43 85 1 90 90 100 100 ""100 B-1044 wrc2 409 40-43 85 80 85 100 80 100 C-10 WTC 1 451 85-88 85 85 90 100 100 100 C-13orS-ll and C13aorS-19

WTC 2 200 90-92 100 100 1 nn IN A "KTA

C-14 orS-18 wrc2 300 85-87 100 ; 100 100 NA NA NA

C-18

' WTC 2

' 93-96 55 55 55 55 55 55 C-22 WTC 1 157 93-96 80 75 80 80 NA 80 C-24 "wfc 2

" 203 74-77" 100 100 100 NA NA NA

C-25 WTC 1 206 89-92 80 80 . 80 80 NA NA

C-40 WTC 1 136 98-101 60 60 55 NA 60 55 C-46 WTC 2 157 68-71 80 70 65 80 NA 65 C-48 or S-5 WTC 2 442 91 - 94 65 65 65 NA 65 NA

C-55 WTC 1 209 94-97 70 70 70 NA 70 NA

C-89 WIC 2 ^215 ^12- 15 50 50 55 NA NA NA

C-92 WTC 2 130 93-96 60 60 60 60 NA NA

C-93 WTC 1 wrc 1339 99 - 102 60 60 60 NA 60 NA

CC 124 70-73 50 50 50 NA 50 50 K-1 orK-13 WC 1 209 97-100 60 60 60 60 60 60 K-2 orK-40 WTC 1

'

236 92-95 65 65 65 NA 65 NA

M-2 WTC 1 130 96-99 55 55 55 55 55 55 M-lOa WTC 2 209 82-85 85 85 85 NA NA NA

M-lOb 'OTC2 206 83-86 85 85 85 100 100 NA

M-20 WTC 1 121 99-102 55 55 55 NA 55 55 M-26 WTC 1 130 90-93 50 55 50 NA 55 50 M-27 V/TC 1 130 93-96 50 55 55 50 55 NA

M-28 WC2 345 98 - 101 70 70 70 NA NA NA

M-30 WTC 1 133 94-97 55 55 55 NA 55 55 N-1 mc l'~ 2T8

" 82-85""" 70 75 75 70 75 NA

N-7 orM-3 WTC 1 127 97-100 55 55 60 55 55 60 N-8 orM-7 WTC 1

' 142 97-100 60 -60 60 NA 60 NA

N-9 orM-8 WTC 1 154 101-104 55 55 55- 55 55 NA

N-10 or M-15 mc 1 115 89-92 55 55 55 NA 55 55 N-12 or M-13

^ WTCV ""2O6""" "92-95 75 75 75 NA 75 75 N-13orM-14 WTC 1 130 99-102 55 55 55 NA NA NA

N-99 orM-16 WTC 1 148 99-102 65 65 65 65 65 NA

N-101 orM-21 WC 1 133 100-103 55 55 55 55 55 55

S-1 or EE WTC 1 433

133

79-82 70 70 70 NA 70 70

S-9 or C-63 WTC 1 97-100 55 55 55 55 55 55 S-10 orC-17 WTC 1 224 92-95 70 70 70 70 70 NA

S-14 or C-20 WC 2 218 91-94 65 65 70 65 ' i 70

a. Columns 1, 2, and 3 are viewed left to right as viewed irom the inside of the building.

Key: NA, information not available.

F-16
Interim Report on Inventory and Identification of Steels

Table F-7. Specified and observed column types for positively identified exterior

column panels.^

NIST Name Bldg Column Floors Specified Column Tj'pe Stamping Observed

Column 1 L- olijinn 2 Lolumn 3 Coliirnn 1 Column 2 Cobimn 3 R 1 1174 WTC 2 154 21-24 1 ^ Q 150 152 149 150 152 WTC 2 406 40-43 jjj Jj4 334 335 334 334 R 1 n44 409 40-43 JJJ iij 335 335 335 335 f in VJTC 1 85-88 1 on 1 T n 120 120 120 120 U-1 J Or o- 1 1 ana

r* 1 n*- Q 1 Q Ui ja or b-iy

WTC 2 200 90-92 120 520 120 120 NA NA

i ji CIO u-14 or b-l6 W 1 U ^

"jnn jUU 6J-6 1 122 522 120 na" NA NA

IJl/' 1 W

'(-^ T

1 U <i Tin n^ 120 120 120 120 120 120

LA/' 1 1 ID / yj-yo 120 120 120 120 NA 120 C-24 W 1 U ^ ZUi /4- A

/

325 325 325 Bottoms mis sin g C-25 W 1 L 1 2Uo en m 120 120 120 120 NA NA

C-40 W 1 U 1 1 JO no 1 n 1 121 121 121 NA 121 121 C-46 W 1 L <i 13/ 0- /I 126 128 129 126 NA 129 C-4o or b-i w 1 L 2 442 91 - 94 120 120 120 NA 120 NA

C-55 WTC 1 209 nji m 120 120 120 NA 120 NA

C-89 W 1 L 2 215 12 - 15 147 145 143 NA NA NA

VV 1 0 2 1 JU n*? nj: 93 - 90 124 123 123 124 NA NA

C-93 WTC 1 339 99 - 102 121 121 121 NA 121 NA

cc W 1 0 1 124 70-73 133 133 133 NA 133 133 K-l or K-13 WTC 1 209 97-100 120 120 120 120 120 120 K-2 or K.-4U WTC 1 236 92-95 120 120 120 NA 120 NA

M-2 WTC 1 130 96-99 122 122 122 122 122 122 M-lOa III" 1 '(-^ 1 209 82-85 120 120 120 NA NA NA

M-lOb WTC 2 206 83-86 120 120 120 120 120 NA

M-20 WTC 1 121 99-102 120 120 120 NA 120 120 M-26 WTC 1 130 90-93 125 125 125 NA 125 125 M-27 WTC 1 130 93-96 124 123 123 124 123 NA

M-28 WTC 2 345 98 - 101 120 120 120 NA NA NA

M-30 WTC 1 133 94-97 123 123 123 NA 123 123 N-1 WTC 1 218 82-85 123 123 123 123 123 NA

N-7 or M-3 WTC 1 127 97-100 121 121 121 121 121 121 N-6 or M-7 WTC 1 142 97-100 121 121 121 NA 121 NA

N-y or M-5 W 1 L 1 154 1 0 1 - 1 04 120 120 120 120 120 NA

M-iU or M-1

J

W 1 U 1

1 1 ^

1 1

J

sy-yz 125 125 125 NA 125 125^ N-12orM-13 WTC 1 206 92-95 120 120 120 NA 120 120 N-13orM-14 WTC 1 130 99-102 121 121 120 NA NA NA

^

N-99 or M-16 WTC 1 148 99-102 120 120 120 120 120 NA

N-101 orM-21 WTC 1 133 100-103 120 120 120 120 120 120

S-1 or EE WTC 1 433 79-82 123 123^" 123 NA 123 123 S-9 or C-63 WTC 1 133 97-100 122 122 122 122 122 122 S-10 orC-17 WTC 1 224 92-95 120 120 120 120 120 NA

S-14 or C-20 V7TC 2 218 91-94 120 120 120 120 120 120

a. Columns 1, 2, and 3 are viewed left to right as viewed from the inside of the building.

Key: NA, information not available.

F-17
Appendix F

CM —

«

u

H

MO i no

10

o

•a

3 .3 o ^

\< <

2 2

^ ^ ^ CTi CT. CJ^ CT'.

^ rM a I o CD o i —< fM 'sr i

— ! CTS

-O,

F-18
Interim Report on Inventory and Identification of Steels

So

<

z. <2

< <2

<

2

<2

•73

2

<!2

<

2 2 2

u

r^o c>j

rsl rsj r\3

C^] Cs] CM csi

cn CO

rv] c-v] CN] cn]

.3

rv] CM f>] rvj

rsi rs] CnJ Cn]

CNi CM rsi

— i t rs] CNi rvj

CM cvj CM r-j

<M r^] (M

W w

^ ^ ON ON CJN C7N

2 ^

3 .S O h4 U

cn —

cn cn m cn

cn cn cn cn ^ cn

OO CO

CM CM ^ ^0

c--i ^

u

as u U U u

o

—• CM 2

_3oU

F-19
Appendix F

• K-2 : The stampings indicated that the center column line number was 236 and the panel

spanned floors 92 through 95; however, no building information was observed. By reviewing

the flange stampings (Table F-8), the piece was determined to belong to WTC 1.

• M-2: No information was available from the stampings at the base of the middle column,

and very little information was recovered from the stenciling on the spandrel. A derrick

division number of <63> was observed, placing the element in WTC 1 (Table F-8). The only

other information was - 9, indicating that some portion of the panel was located in the

90s-floor-level range. The flange stampings from the recovered piece specified that all three

columns were of the 122 type, with FY 55 ksi steel. In addition, columns 1 and 3 had floor

truss seats, while column 2 had gusset plates for the diagonal bracing straps. Reviewing the

building design drawings, it was found that five panels meet the 122 column type, with 55 ksi

steel in the 90s range (Table F-10). Of these, only two panels had columns 1 and 3 with floor

truss seats (130: 96 through 99 and 330: 96 through 99). As shown in Fig. F-7, the derrick

division of <63> identifies the panel as 130: 96 through 99.

• M-lOa: The sample was identified solely by association to another panel (bolted spandrel

connection). The sample M-10 retrieved by SEAoNY was actually composed of pieces from

two different exterior column panels (Fig. F-8). Therefore, with the positive identification of

M-lOb via the stampings and stencils, M-lOa's connection to it allowed its identification as WTC 2,209: 82 through 85.

• M-28: The stampings indicated that the center column line number was 345 and the panel was located in WTC 2. However, the markings of the floors spanned were partially obscured;

9x - Ixx. By reviewing the building design drawings, the only panel that could fit spanned

floors 98 through 101.

• M-30: The stampings found were x33 94-97, where the "x" signifies missing information

due to a weld bead running across this area. Thus, the building and exact center column line numbers were unknown. However, a derrick division number of <65> was visible on the

interior spandrel. From this information, as well as the specified minimum yield strength

(Table F-8) and column type (Table F-9), M-30 was determined to belong to WTC 1, with a

center column line number of 133.

• N-1 : The stampings indicated that the columns spanned floors 82 through 85; however, no

building information was observed, and a weld bead ran through the middle of the center column line number, yielding only 2x8. By reviewing the building plans, only column line 218 spanned the floors specified, and the flange stampings (Tables F-8 and F-9) indicated

that the piece belonged to WTC 1

.

• N-7 : The stampings indicated that the center column line number was 127 and the panel

spanned floors 97 through 100, however, no building information was observed. By

reviewing the flange stampings (Table F-8), the piece was determined to belong to WTC 1.

• N-12 : The stampings found were x06 92-95 where the x signifies missing information due to a weld bead running across this area. Thus, the building and exact center column line numbers were unknown. However, a derrick division number of <69> was visible on the

F-20
Interim Report on Inventory and Identification of Steels

UJ

QiQ

z

<

c

UJQ

Z

<c

UJ

CQ

<

O

o

o

o

o

u

<

H

UJQ

f-<

UJ

O

O

o

o

o

o

u

o

o

o

on o

-J

CO

S

0 a

C — OJ 1 ^ -g

f 1

Em —

(1 c/5 c/: o '

'

a:o

o

Qi. o

o

u.

o

o

a.

u ^

d

oZ

E

o

c

a

fc Q

-J

COL

1411

SPANDREL

3

1

SEAT

DETA

COL 2

5210

COL

1

141

FLOOR rON

1

-J

COI

SPANDREL

2

SEAT

DETA

COL 2

5210

COL

1

1411

FLOOR ooOS

—1

COL

ETA CM

1 o

SPANDREL

SEATD

COI ri

COL

1

1411

FLOOR ONON

MEL

NUMBER y

Splice

Upper ON

ON

Story

(a

Lower ON

PAI

Center Col# O

F-21
Appendix F

Bottom of columns

M-10a M-10b

Figure F-8. Schematic showing the sample M-10 as two separate exterior column

panels, M-10a and M-10b.

interior spandrel. From this information, as well as the specified minimum yield strength

(Table F 8) and column type (Table F-9), it was determined that N-12 belonged to WTC 1, with a center column line number of 206.

• S-10 or C-17: The stampings indicated that the center column line number was 224 and the

panel spanned floors 92 through 95, however, no building information was observed. By

reviewing the flange stampings (Table F-8), the piece was determined to belong to WTC 1.

In addition to the overall images taken for record-keeping purposes, the exterior column panels were mapped to indicate how much of the panel was recovered after the collapse. Figure F-9 displays

schematics of typical exterior panels recovered, and Figs. F-10 and F-1 1 show these maps, with the

recovered portion indicated, for the identified samples from WTC 1 and WTC 2, respectively. Special note should be given to the fact that these diagrams are drawn as if viewed from the outside of the

building. B-1043, B-1044, and C-24 were samples located at the mechanical floors of the building. C-13

and C-13a (pieces of the same exterior panel) and C-14 were exterior wall panels located at the comer of

the building.

*

For the 12 samples identified as core column material (Table F-3), all but 2 were clearly marked. Sample

C-30 had markings that clearly indicated the building and column; however, the floors were partially

F-22
Interim Report on Inventory and Identification of Steels

Outside of building looking in at panel

Column

Spandrel

Typical Exterior Panel

Outside of building looking in at panel

Column

Spandrel

Typical Mechanical Floor Panel

Outside of building looking in at panel

Typical Corner Panel

Figure F-9. Schematics displaying the various types of exterior column panels.

F-23
Appendix F

Outside of building looking in at panel

I

C-10

A451: 85-88

Un-recovered

portion

Outside of building looking in at panel

C-22

A157: 93-96

Outside of building looking in at panel Outside of building looking in at panel

C-25

C

C-40

A206: 89-92 A136: 98-101

Figure F-10. Exterior column panel maps indicating the portion of the specific exterior

column panel section recovered from WTC 1.

F-24
Interim Report on Inventory and Identification of Steels

Outside of building looking in at panel

C-55

A209: 94-97

Un-recovered

portion

Outside of building looking in at panel

C-93

A339: 99- 102

Outside of building looking in at panel Outside of building looking in at panel

CC K-1

Also labeled as

K-1

3

A124: 70-73 A209: 97-100

Figure F-10. Exterior column panel maps indicating the portion of the specific exterior

column panel section recovered from WTC 1 (continued).

F-25
Appendix F

Outside of building looking in at panel

K-2

Also labeled as K-40

A206: 92-95 Un-recovered

portion

Outside of building looking in at panel

M-20

A121: 99-102

Outside of building looking in at panel

M-2

A130: 96-99

Outside of building looking in at panel

M-26

A130: 90-93

Figure F-10. Exterior column panel maps indicating the portion of the specific exterior

column panel section recovered from WTC 1 (continued).

F-26
Interim Report on Inventory and Identification of Steels

Outside of building looking in at panel

M-27

A130: 93-96 Un-recovered

portion

Outside of building looking in at panel

M-30

A133: 94-97

Outside of building looking in at panel Outside of building looking in at panel

N-1 N-7

A218: 82-85

A127: 97-100

Figure F-10. Exterior column panel maps indicating the portion of the specific exterior

column panel section recovered from WTC 1 (continued).

F-27
Appendix F

Outside of building looking in at panel

N-8

Also

labeled as M-7

A142: 97-100

Un-recovered

portion

Outside of building looking in at panel

N-9

Also labeled as M-8

A154: 101-104

Outside of building looking in at panel Outside of building looking in at panel

N-10

N-12

Also labeled as M-13

A115: 89-92

A206: 92-95

Figure F-10. Exterior column panel maps indicating the portion of the specific exterior

column panel section recovered from WTC 1 (continued).

F-28
Interim Report on Inventory and Identification of Steels

Outside of building looking in at panel

N-13

A130: 99-102 Un-recovered

portion

Outside of building looking in at panel

N-99

hi

A148: 99-102

Outside of building looking in at panel Outside of building looking in at panel

N-101

Also labeled as M-21

S-1

Also labeled as EE

A133: 100-103

A433: 79-82

Figure F-10. Exterior column panel maps indicating the portion of the specific exterior

column panel section recovered from WTC 1 (continued).

F-29
Appendix F

Outside of building looking in at panel

i

I

S-9

I

A133: 97-100 Un-recovered

portion

Outside of building looking in at panel

S-10

A224: 92-95

Figure F-10. Exterior column panel maps indicating the portion of the specific

exterior column panel section recovered from WTC 1 (continued).

c

F-30
Interim Report on Inventory and Identification of Steels

Outside of building looking in at panel

B-1024

B154: 21-24

Un-recovered

portion

Outside of building looking in at panel

Broken columns from

upper panel B-1043

3 bolts and

welds intact

8406: 40-43

Mechanical Floor

Outside of building looking in at panel Outside of building looking in at panel

Broken columns from upper panel \

B-1044 C-13

Also labeled as

S-11

C-13 and C-13a

(separated)

3 bolts and

welds intact

C-13a

Also labeled as S-19

B409: 40-43

Mechanical Floor

B200: 90-92

Corner Panel

Figure F-11. Exterior column panel maps indicating the portion of the specific exterior

column panel section recovered from WTC 2.

F-31
Appendix F

Outside of building looking in at panel

C-14

Also labeled as S-18

B300: 85-87

Corner Panel

Un-recovered

portion

Outside of building lool<ing in at panel

C-18

I I

B230: 93-96

Outside of building looking in at panel Outside of building looking in at panel

C-24

C

C-46

B203: 74-77

Mechanical Floor

8157: 68-71

Figure F-11. Exterior column panel maps indicating the portion of the specific exterior

column panel section recovered from WTC 2 (continued).

F-32
Interim Report on Inventory and Identification of Steels

Outside of building looking in at panel

3

C-48

B442: 91-94

Un-recovered

portion

Outside of building looking in at panel

C-89

B215: 12-15

Outside of building looking in at panel Outside of building looking in at panel

C-92

M-lOa

B130: 93-96 8209: 82-85

Figure F-11. Exterior column panel maps indicating the portion of the specific exterior

column panel section recovered from WTC 2 (continued).

F-33
Appendix F

Outside of building looking in at panel

M-10b

B206: 83-86 Un-recovered

portion

Outside of building looking in at panel

S-14

Also labeled as C-20

B218: 91-94

Outside of building looking in at panel

M-28

B345: 98-101

Figure F-11. Exterior column panel maps indicating the portion of the specific exterior

column panel section recovered from WTC 2 (continued).

F-34
Interim Report on Inventory and Identification of Steels

obscured: "x04 - lOx". As the 24 ft section has both connector ends, it spanned only two floors and fit with the floor levels of 104-106. The second sample was C-88b, which did not have any stampings or markings, but was welded to C-88a (identified by stampings). A final sample, C-83, was also found

among this group. While no markings were found on the sample, it was recorded as a core column due to

its shape, which was very similar to C-90.

There were 13 other wide flange sections that had stampings and/or markings that did not correspond to the code as discussed above (Table F-4). Instead, there were typically three distinct grouping of numbers

and/or letters. Two examples are:

Sample C-44: ''59 S 563"

Sample M- 17: "163 9 62"

Given the position of the last grouping and the numbers typically found there, this is probably the derrick

division. The first two most likely indicate the as-built locations of the pieces within the building. NIST

is still investigating the identification of these samples.

Floor trusses were also recovered; however, attempts to identify their specific as-built locations within the

buildings were not successful. No stampings were found. Of the 23 pieces held by NIST, 8 are of

significant size but are badly tangled and twisted as a result of the collapse and subsequent handling of the

material. The remaining pieces consist of shorter sections of chord and rod material in addition to welded

sections that connected the trusses to the floor seats.

At present, there are seven samples from WTC 5, all in the GZ-series (see Attachment 1.2.9). These are coupons that were removed at the WTC site and held by GMS, LLP. They were subsequently sent to NIST once the Investigation officially began.

No structural elements have been positively identified fi^om WTC 7. However, the columns were

fabricated from conventional 36 ksi, 42 ksi, and 50 ksi steel that complied with ASTM specifications.

F.5 STRUCTURAL STEEL ELEMENTS OF SPECIAL IMPORTANCE

Of the 41 exterior column panels and 12 core columns positively identified, many were considered

especially important to this Investigation. Two major categories of steel are considered to be of special value:

• Samples located in or around the floors impacted by the airplane

• Samples that can represent 1 of 14 grades of steel specified for the exterior columns, 1 of 4

grades of steel specified for the core columns, and I of the 2 grades of steel for the floor trusses

F.5.1 Samples Located In or Around the Floors Impacted by the Airplane

Interpretation of the photographic evidence revealed that damage to WTC 1 due to aircraft impact

occurred from floor 94 to floor 99 and was bounded by columns 1 1 1 through 152. For WTC 2, the impact area was lower with damage found from floor 77 to floor 85. While the damage appears to be

bordered by column lines 41 1 and 440, columns closer to the southeast comer of the building may also have been affected. However, few images were obtained where smoke is not obscuring this portion of the

F-35
Appendix F

south face of WTC 2 to complete the analysis. From this information, NIST was able to determine which

perimeter panels and core columns could be used to comment on damage and possible failure mechanisms in this area. Figure F-12 shows the sample overlay of the exterior panels in NIST's

possession in and around the impact zone of WTC 1. Sample C-80, a core column, was also identified as residing near the impact zone. The recovered portion of each column is approximately represented in this image. Unfortunately, there were no similar corresponding exterior panels for WTC 2, but two core columns were recovered, (Fig. F-13). Later reports will describe the type of damage and failure mechanisms associated with each sample.

Figure F-12. Interpreted column damage, from photographic evidence, to WTC 1,

with overlay of samples in NIST's possession.

F-36
Interim Report on Inventory and Identification of Steels

Damage in shaded area cannot be accurately determined.

Figure F-13. Interpreted column damage, from photographic evidence, to WTC 2,

with overlay of samples in NIST's possession.

F.5.2 Samples Representing the Various Types of Steel Specified in the Design

Drawings

The other grouping of samples that was deemed important was that which belonged to one of the different

grades of steel specified in the buildings' construction. The following minimum yield strengths, in ksi

(1 ksi equals 1,000 pounds per square inch), were specified for each structural element:

• Columns of the exterior panels: 36, 42, 45, 46, 50, 55, 60, 65, 70, 75, 80, 85, 90, and 100

• Core columns: 36, 42, 46, and 50

• Floor truss material: 36 and 50

F-37
Appendix F

From the recovered steel, sufficient representative samples from each important class of steel groups are available for a full examination (i.e., chemical, metallurgical, and mechanical property analyses) to investigate why and how WTC 1 and WTC 2 collapsed following the initial impact of the aircraft. From

Table F-11, it can be seen that 10 of the 14 types of steel specified for the columns are represented, and

10 of the 12 grades of spandrel material have been identified. Additionally, sample ASCE-3 (as-built

location in the building not identified) has a flange stamping of 45 for the minimum yield requirement,

which would increase the total number of perimeter column material types to 11 . One important note is that from the observed stampings of the recovered elements and other documents (see Appendix C), it appears that 100 ksi steel was substituted for the 85 ksi and 90 ksi grades in the construction of the

exterior panels (Table F-6). Considering both column and spandrel material, samples of all grades

specified for the perimeter panels are available. While only two of the four grades of steels were obtained

(36 ksi and 42 ksi) for the core columns (Table F-3), 99 percent of the total number of core columns were

fabricated from these two grades. For the floor truss material, the samples could not be identified as to

their precise, as-built locations within the buildings. However, initial chemical and mechanical property

analyses have shown that both minimum yield strength materials specified have been recovered.

Characterization of these samples will be covered extensively in a later report.

F.6 SUMMARY

NIST has 236 samples from the WTC buildings, the majority belonging to WTC 1 and WTC 2. These

samples represent roughly 0.25 percent to 0.5 percent of the 200,000 tons of structural steel used in the

construction of the two towers. NIST believes the collection of steel from the WTC towers is sufficient

for the Investigation. This assertion is drawn from the following two statements. First, recovery of

material from locations in or near the impact and fire damaged regions of WTC 1 and WTC 2 was

remarkably good, including four exterior panels directly hit by the airplane and three core columns

located within these areas. Second, sufficient representative samples exist for all 14 grades of exterior

panel material, 2 grades of the core column material (which represents 99 percent, by total number, of

columns), and both grades for the floor truss material.

This report identifies the structural steel elements recovered from the WTC towers. Later reports will

determine the physical and mechanical properties of the steels and weld metal and the characteristics of

the metal, weldments, and connections from WTC buildings. Additionally, a damage assessment/failures

mode examination of the recovered structural steel elements will be performed. This information will be

utilized in an effort to determine why and how WTC 1 and WTC 2 collapsed following the initial impact

of the aircraft.

F-38
Interim Report on Inventory and Identification of Steels

o

in<u

(/)

0)c

JSCuZ*>a

c

ni

(A

c

Q)

1-

4->

(/)

E

3

E

'EE

ed w

0)

k. o XJc

o. (0Q.

(A o

C

(0 n)

re a> (0 c c

pa

um

mn col 3

O

o

0)X

o0)>o

u

V

o

c

0) JQ

O

3 &

0.

I I

"O

!

i CD i

r-- r3

o o o

vO "O i-g CM o ru c-fi r-j csi *oo\],cN.rlj,rt],c^(Nji/-, (m*,^ vo "Ot o a CD

Pi Pi S Pi Pi O O O CP CD CD

r- m m en cn , m m m

CD CD CD CD I — CD CD

pj Pi

CD CD CD CD CD

I *D I CM I r*^ os cn

CD

I

. ^o

CD m m m ^ CD ' CD CD ,

•a

'd- vo "O

r^r^io : on cn m cn en en cn cn i cn mien m:mmm

CD (Zi c6 c6 O CD CD cb'CD CD CD CD — CDiO

0 0)00 t*-! u~t \r\] tn' ^rt]

\

— mjmlmimlm'm

CD O CD : CD CD CD CD

w-^w-iw-»i<->i/-.u^w-^"/-.n-vino'OV^I

m m

o cd m ' m

O I CD ; O !

•o m ; m ' m i O CD CD CD

S ^ g FP'^

I O O O

r~ r~ 1 r- 1 r~

O O I O x^- O m I r-j fM CM m cm ' <m

r-ti rvj m cd cd cd cd cd cm w-i — jmi— ioh -H.CD.cp; —liCDiOiO O ctoi CM CM CM (M CM CM CM fM fM CM -*|fM|f|plq] CMj^|fM CM!CM|CM;CM

"^r f*^ '•o as o o o

. — t=) K«

OS —•

; CM ; C7S —

as OS ' OS CA OS OS crs

^

o^ — ommw^^ou^:t> |m,v^ CM m m cn,—-im j^jf^

CM m

to >0 C7S OS O- - VS O : O , O —.

I CM Cj- j (M

fN ^ ^ fNJ T- T- •<- fN ^ -^ CN ^|-<- t-''^'t-|cN ^l-^ -^ifN o o o o o o o o o o o o o o o o ^

^ o o ^l^^'^^^^^^^^l^

rsi (M ^ ; fN ^ rN (n o 'o I o o I p o o

O <^ ^ OS ^ ^ o

2i6 "IS

I o

6 w

s

o

^ s s,|,

O W i §

ij .£3

.s - 3

o

F-39
Appendix F

F.7 REFERENCES

F.7.1 References from Publicly Available Sources

McAllister, T., ed. 2002. World Trade Center Building Performance Study: Data Collection,

Preliminary Obsei'vations, and Recommendations. FEMA Report 403 . Federal Emergency

Management Agency. Washington, DC, May.

Faschan, W. 2002. Leslie E. Robertson Associates, New York, NY, personal communication to F. Gayle,

Project Leader, World Trade Center Investigation, NIST, Gaithersburg, MD, May 21. PONYA (Port of New York Authority). 1967. to Steel Fabricators, Detailers, and Erectors on "Shop

Drawing Procedures and Marking Systems," May 1.

Voorsanger and Associates Architects, PC. 2002. WrC Archives Interim Storage Facility, JFK

International Airport: Presentation and Inventory Report, Draft 2. New York, NY, November.

F.7.2 References from Nonpublic Sources

c
Attachment 1 Data on Recovered WTC Steel

DATABASE OF RECOVERED STEEL

Table 1-1. List of all WTC steel elements recovered for NIST investigation.

In FEMA leoort? NIST Name Type Jrief Description Markinqs BIdq Column Floors Location

Y C-67 C 1 column, rest unknown 205 , Y 068 C |1 column, upper 1/2 205 Y &69 W !wide nanqe 205 Y C-70 ((ormerlY U-9) W Wide nanqe 205 Y C-71 W Wide flange 904A _77-§]^ WTC1 904 77-80 PL Y C-72b W Wide llanqe 205 Y C-73 C J

column, upper 1/2 205 Y C-74 W IWide llanqe 205 Y C-75 C ' portion of 1 column and spandrel, rest unknown i 236 Y C-7B W Wide llanqe 1 205 Y C-77 C 2 columns from different panels attached at spandrel. 1/3rd of each 1 205

Y 078 (formsriy US) W [Wide flanqe I 205

Y C-79 RB Rectangular column, FEMA reported possible core column WTC1

\ PL

Y W Wide flanqe. FEMA reported possible core columns B03A 92-95 <S1> WTC1 603 92-95 PL

Y Ml W Wide flange 205 Y 082 W {Wide flange : 205

Y(NSF) (>83 RB Heavy rectangular column, FEMA reported as possible core column No ID. similar to other core column PL

Y(NSF) Cii C 1 1 full column PL

Y(NSF) 085 w Wide flange 205 Y C-87 w T>iick Wide flange 205

Y C-88a RB

Not typical column section, both webs are same length. FEMA reported possible core column

oni D on in (3U10 OU-OJ WTC 2 801 80-83 PL

(%88b Welded to above piece 801 B 77-8D WTC 2 eol 77-80 PL

C88c (fomsrly U-22) 0 Broke off C-88 PL __

Y(NSF) C-89 C |2 liill columns B215: 12-15 wrc2 215 12-15 PL

Y(NSF) C-90

I RB iHeavY rectanqular column. FEMA reported as possible core column 7D1B 12-15 WTC 2 701 12-15 PL

Y C-9t Ch_ Channel 236 Y C-92 C Partial of single column B13k; 93-96 wrc2 33 - 95 _ Y C-93 C Partial ofsinqle column 339; 99 - 1 02 wrci 339 39-102 PL

C-94 0 ^ay be some type of brace , rectanqular box construction PL

C-95 Ch Channel 236

C-96 Ch Channel 238

C-97 Ch ! Channel 236

C-98 Ch Channel 23B

C-99 Ch Channel 236

C-100 J Possible anole from a floor truss PL

C-I01 (fomiBily L)-16) RB Similar to comer column, but much thinner 78A 10 27 SO PL

C-102 C Partial of single column 205

:C-ia3 0 Square-tube construction PL C-IM J Possible anqle from a floor truss PL

C-105 Ch Channel 236

C-106 (formsriy U-IB) J Small piece of floor truss 202

C-107(rormerly U-19) Ch Channel 236

C-108 B Three sheared bolts Lab

C-109 B Sinqle boll sheared 1 Lab

C-110 B 6olt and nut Lab

C-111 B Bolt and washer Lab

C-112 B Sinqle bolt sheared Lab

C-113 B Two sheared bolts with washers Lab

C-114 B Sheared bolt with nut Lab

C-115 J PiQ-lailed piece from floor truss Ub

C-116 H Damper Lab

C-117 C 3 columns, lower 1/3 101-104 PL

Ch Channel 236

C-119A 0 Square-lube construction PL

C-119B 0 Square-tube constnjction 0-120 0 SqiiarR-tiibe conslnjction PL

C-121 Sqiiare-tiibe construction PL

C-122 Piece of floor tnjss PL

C-123 w Small Wide flanqe 205

C-124 Ch Channel 235

C-125 Ch Channel 236

0-126 W Wide flanqe 205

C-128 Ch Channel B

C-r29 Ch Channel 238

C-130 W Wide Flanqe 205

0-131 J Small portion of floor truss wth cement _

1 202
Appendix F

Table 1-1. List of all WTC steel elements recovered for NIST investigation (continued).

Ill FEMA report? NIST Name Markinas BIda Column Location

C-132 Piece lece of0 floor''truss oor russ

: -p^^

C-133 1 column, bottom i/3rd of unknown locslion 1 205

C-134 Ch Chsnnsl i 236

C-135 Q M3y bs som6 typs of brscs, rsctsnQulsr box construction PL

C-137a J Pi6C6 offloortruss PL

C-137b J PL

C-137C J p'^" °|JJ°°| JJI^^^ PL

C-137d J , Piece o( floor truss PL

C-137f J Pi6C6 offloortruss PL

C-138 ;Sni3ll wide fl3n96 205

!c-139 Ch . ChdnnsI 236

iC-140 J 'Pises of sncjis PL

IC-141 Ch ' ChsnnsI 236

|C-142 W ^^de_fl^e_— — 205

lC-143 jChannsI 236

iC-144 rh~~ IChannsI 236

ic-145 —Ch" Channel 236

C-146a 0 Mangled ball of steel and concrete 202

C-146b , J Piece offloortruss PL

C-147 Ch ! Channel 236

C-148 Ch IChannel 236

C-149 J Piece offloortruss PL

jC-150 W Wide flange

\ 205

C-1S1 J Ptece of floor truss PL

C-152 Ch Channel 236

C-153 Ch Channel 236

C-154 RB Thin rectangular beam with supports 825: 107-108 S2 PL

C-155 (foimerly U-5)_^ W Wide flange 904A83«6 WTC1 904 83-86 PL

C-156 (formerly U-17) 0 .Square-tube construction PL

Y CC C ;2 full columns 124: 73-70 wrc 1 124 70-73 PL

- Y DD C |l Column, spans 1 floor and has end plates on both ends 205

! Y FF c jSingle, thick column 205

GZ-1 CnS Received from D Sharp, coupon from BIdg #5 Lab GZ-2 CnS Received from D Sharp, coupon from BIdg #5 Lab GZ-3 CnS Received from D Sharp, coupon from BIdg H5 Lab GZ-4 CnS Received from D Sharp, coupon from BIdg if5 Lab GZ-5 CnS Received from D Sharp, coupon from BIdg #5 Lab GZ-B CnS Received from D Sharp, coupon from BIdg #5 Lab GZ-7 CnS Received from D Sharp, coupon from BIdg US Lab

Y HH or S-2 W jWide flange, FEMA reported possible core column 6C6A 98-101 wrci 605 98-101 PL

i

floors in report) K-1 or K-13 C i3 columns, lower 1/3rd 209: 97-100 wrci 209 97-100 202 Y K-2 or K-40 C 1 column, lower 2/3rds 236: 92-9S wrci 236 92-95 PL

Y K-10 Cn Flange coupon received from Gross, July 29, 2002 Lab Y K-11 Cn Flange coupon received from Gross, July 29, 2002 Lab Y 1 K-12 Cn Flange coupon received from Gross, July 29, 2002 Lab Y K-13 Cn Flange coupon received from Gross. July 29, 2002 Lab Y K-14 Cn Flange coupon received from Gross, July 29, 2002 Lab Y K-1S Cn Flange coupon received from Gross. July 29. 2002 Lab Y K-16 C 1 full column, thick, looks very corroded PL

K-16a (formerly U-23) C Fell off of K-16 while moving PL

Y K-18 Cn Flange coupon received from Gross. July 29, 2002 Lab Y K-19a Cn Flange coupon received from Gross, July 29, 2002 Lab Y K-19b Cn Flange coupon received from Gross. July 29. 2002 Lab Y K-50a 0 Rectangular slab of steel with bolts, received from D Sharp. SEAoNY Lab Y K-50b 0 ;Rectangular slab of steel with bolts, received from D, Sharp. SEAoNY Lab Y K-50c 0 (Rectangular slab of steel with bolts, received from 0. Sharp. SEAoNY Lab

1 Y M-2 c iPull panel -9 <63> wrci 130 95-99 PL

Both are in report but

listed separately M-4 or M-5 c [3 columns, upper 2/3rds 205

Y M-lOa c 3 columns, unknov/n location B209: 82-85 wrc 2 206 82-85 PL

Y M-tOb c 3 columns, lower 1/2 B206: 83-86 wrc 2 206 83-86 PL

Y M-11 w Wide flange 205 Y M-17 w Wide flange or I-beam, 1" flange. 2' web, 50 ft to K] ft long 163(9) 62 205 M-17a (formerly U-24) 0 Fell off of M-17 while moving 202

F^2
Interim Report on Inventory and Identification of Steels

able 1-1 . List of all WTC steel elements recovered for MIST investigation (continued

In FEMA reoort? MIST Name Type Brief Description Markings BIda Column Floors Location M-18 RB Large box beam, 19 rn » 21 m <17 5illonq 205

:m-19 C 2 columns, upper 1/3rd 205 M-20 C 2 columns, lower l/3rd A1 21: 99-102 lWTC1 121 99-102 PL

M-22 RB Large box beam, 19 in, x 26,5 in. x 9.5 ft long, etc. 2DS

M-23 W Possibly part of Wide flange or I-beam F2010 PL

M-24 Ch Channel 238

M-25 J Small piece of floor truss 202 _j M-26 C 3 full columns A130; 90-93 wrci ^ 130 90-93 PL

iM-25 associated B 8 bolts and a nut Lab

lM-27 C 2 columns, lower 3/4ths A130: 93-96 wrci ^ 130 93-96 202

1)^28 C 3 columns, lower 1/4lh B345: 9«-1xx WTC 2 346 98-101 PL

ty(-23 0 5ft piece of strapping 202

M-30 C ;2 columns, lower 1/3rd 33: 94-97 wrci 133 94-97 202 M-30 associated 0 Pieces of glass, plexiglass, other rubble Lab

,M-31 J Pieces of floor truss Lab 1

t Im-32 -J Pieces of floor truss Lab

'm-33 W Wide flange 205

M-34 Ch Channel B

M-3S CC iComer column 205

iM-36 J :Thick angle PL

M-37 W :Wide flange 130 (B?-92) <50> 205 M-3B W Wide flange Fy42 PL

i Y N-1 C ]2 full columns 2 8:82-85 WTC 1 21B 82-B5 PL

Y fi-3 C 1 column, upper 1/2 236 Y N-4 C 1 column, middle 1/3rd 236 Y H6 0 Part of spandrel plate with bolts PL Y t*6 (formeriy U-2) C 1 column, length of spandrel, crushed 235 Y(asM-3) N-7orM-3 C |3 full columns 127: 97-100 WTC 1 127 97-100 PL

Y(asM-71 ;t«orM-7 C ;Full panel A142: 97-100 WTC 1 142 97-100 PL Y(asM«) N-9orl»W C lAlmost full panel, missing lower 1/3rd of 1 column A154: 101-104 WTC 1 154 101-104 PL

Y(asM-15) N-IOorM-15 C 2 columns, lower 2/3rds Alls. B9-92 WTC 1 115 89-92 PL

Y (as M-9) N-11 or M-9 C i3 columns, upper 2>3rds 205 J

Y(asM-13) N-12orM-13 C 2 full columns __05l92j95 WTC 1 206 92-95 PL

Y(asM-14) N-l3orM-14 C 3 columns, lower 1/3rd A130: 99-102 WTC 1 130 , 99-102 B

Y (as M-1B) N-9g or M-16 C Almost full panel, missing lower 1/3rd of 1 column A148 99-102 WTC 1 148 ' 99-102 PL

N-101 orM-21 C 3 full columns A133: 100-103 WTC 1 133 100-103 PL

Y (as C-19) N-N or C-19 C i1 column, lower 1/2 205

i Y(a5EE) S-1 or EE C i2 columns, lower 1/3rd A433: 79-82 WTC1 433 79-82 PL

Y (as C-50) S3 or C-50 C :1 column, unknown 1/2 205

Y (as C-63) S-9 or C-63 C IFull panel A133 97-100 WTC1 133 97-100 PL Y (as C-17) S-10 or C-17 C 12 columns, lower 1/2 224: 92-95 wrci 224 92-95 PL Y (as C-20) S-14 Of C-2D C iFull panel _. B218: 91-94 WTC 2 218 91:94 PL

SM-2 W I-beam 205

Y (as l\t-2) T-1 or Nr2 J Floor truss material 202

(« c 3 columns, upper 1/4 236

U-15 c Partial of single column 205

U-25 _ 0 __ Unknown Wide flange with concrete <North>84-155ASDiv2 205

r 205

Y W-14AorA W :Heavy Wide flange W-14B W Heavy Wide flanqe PL

Key: 202, Bldg 202, high bay; 205, Bldg 205, parking lot; PL, Bldg 202, parking lot; 236, Bldg 236, parking lot; B,

bolt; BT, bowtie section of exterior wall; C, flat wall, exterior column panel section; CC, comer panel section of

exterior wall; Ch, channel; Cn, coupon of exterior column; Cn5, coupon from WTC 5; H, hanger; J, floor truss; NSF,

pieces contributed by A. Asteneh salvaged under NSF contract; O, other; RB, rectangular, built-up box column; W,

wide flange section; Lab, Bldg 223, Rm B253; JFK, Hanger 17, JFK Airport; JFK/PL, Main piece at JFK, portion at NIST.

F^3
Appendix F

Table 1-2. List of identified extenor panel sections.

In FEMA report? NIST Name Type Brief Description Markinqs BIdg Column Floors B-1024 C 3 full columns B154 21-24 WTC2 154 21-24 B-1043 c Mechanical floor. 3 full columns B406, 40-43 WTC2 406 40-43 B-1044 c Mechanical floor, 3 full columns B409: 40-43 WTC2 409 40-43

Y C-10 c Full panel 451: 85-88 WTC1 451 85-88 Y tlS orS-11 CC Single rectangular column with large spandrels B20D: 90-92 VVTC2 200 90-92 Y C-13a or S-19 c Partial of single column B20D: 90-92 WTC2 200 90-92 Y C-14or S-18 c 1 column, lower 1/3rd B300: 85-87 WTC2 300 85-87 Y C-18 c 3 columns, bottom 2/3rds B230: 93-96 WTC2 230 93-96 Y C-22 c 3 columns, lower 1/2, mangled A157: 93-96 WTC1 157 93-96 Y C-24 c 3 columns, upper 1/2, columns change dimensions B203: 74-77 WTC2 203 74-77 Y C-25 c 1 column, lower 1/2 A206 89-92 WTCI 206 89-92 Y C-40 c 2 columns, lower 2/3rds A135 98-101 WTC1 136 98-101 Y C-46 c Nearly 3 full columns B157 68-71 wrc2 157 68-71 Y C-48 or S-5 c Nearly 2 full columns B442: 91-94 WTC2 442 91 -94 Y C-55 c 1 column, lower 1/3rd 209: 94-97 WTCI 209 94-97 Y (NSF) C-89 c 2 full columns B215: 12 -15 WTC2 215 12-15

Y C-92 c Partial of single column B13x: 93-96 WTC2 130 93-96

Y C-93 c Partial of single column 339: 99- 102 WTCI 339 99-102

Y CC c 2 full columns 124: 73-70 WTCI 124 70-73

Does not match K-1 or K-13 C - 3 columns, lower 1/3rd 209: 97-100 WTC1 209 97-100 Y K-2 or K-40 c 1 column, lower 2/3rds 236: 92-95 wrci 236 92-95

M-2 M-lOa

Y c Full panel -9 <63> wrci 130 96-99 c 3 columns, 1/3rd, not labeled but attached to M-IOfa B209: 82-85 WTC2 209 82-85 Y M-IOfa c 3 columns, lower 1/2 8206: 83-86 WTC2 206 83-86 M-2D c 2 columns, lower 1/3rd A121 99-102 WTCI 121 99-102 M-26 c 3 full columns A130: 90-93 WTCI 130 90-93 M-27 c 2 columns, lower 3/4ths A130: 93-96 WTCI 130 93-96 M-28 M-30

c 3 columns, lower 1/4th B345: 9x- Ixx WTC2 345 98-101 c 2 columns, lower 1/3rd 33: 94-97 WTC1 133 94-97

Y NI-1 c 2 full columns 2_8: 82-85 WTCI 218 82-85 Y (as M-3) N-7 or M-3 c 3 full columns 127: 97-100 WTC1 127 97-100 Y (as M-7) N-8 or M-7 c Full panel A142: 97-100 WTCI 142 9^100^

Y (as M-8) N-9 or M-8 c Almost full panel, missing lower 1/3rd of 1 column A154: 101-104 WTCI 154 101-104 Y (as M-15) N-10 or M-15 c 2 columns, lower 2/3rds All 5 89-92 WTCI 115 89-92 Y (as M-13) N-12 or M-13 c 2 full columns 06: 92-95 WTC I _ 206 J

92-95 Y (as M-14) N-13 or M-14 c 3 columns, lower 1/3rd A130: 99-102 WTCI 130 99-102

N-99 or M-16 c Almost full panel, missing lower 1/3rd of 1 column A148: 99-102 WTCI 148 99-102

N-101 or M-21 c 3 full columns A133: 100-103 WTCI 133 100-103

S-1 or EE c 2 columns, lower 1/3rd A433: 79-82 WTCI 433 79-82 Y S-9 or C-63 0 Full panel A133: 97-100 WTCI 133 97-100 Y S-10orC-17_ c 2 columns, lower 1/2 224: 92-95 WTC1 224 92-95 Y S-1 4 or C-20 c

^

Full panel B21B: 91-94 WTC2 218 91-94

Table 1-3. List of partially identified exterior panel sections.

In FEMA report? NIST Name Type Brief Description Markings BIdg Column Floors

i iC-117 1 c |3 columns, lower 1/3 101-104 NA i 101-104

F^4
Interim Report on Inventory and Identification of Steels

Table 1-4. List of unidentified exterior panel sections.

In FEMA report? NIST Name Type Brief Description Location Y C-28B (formerly U-4) CC Corner column, In 2 pieces 205

S4-35 CC Comer column 205

Y AA (formerly U-7) i C 2 full columns, thick walled PL

Y (NSF) ASCE-2 c 1 full column, 03, only 2 spandrels that are large PL

Y (NSF) ASCE-3 c 1 column, bottom 1/3rd of left column PL

Y BB c Single, thick column 205

Y C-11 c 2 columns, upper 2/3rds 205 Y C-15 (formerly U-20) c Partial of single column 205 Y C-1B 1 column, upper 1/3rd 205 Y C-1Ba c Fell off during moving of C-16 205 Y C-28 (formerly LH) c 1 column of unknovm location 205 Y C-32 1 column, upper 1/3rd 236 Y C-41 1 column, lower 2/3rds 205 Y C-43 c 1 column, lower 1/2 205

C-47 c 3 columns, upper 1/2 236 Y C-49 or S-6 portion of 1 column 236 Y C-51 c 2 columns, upper 1/2 i 205 Y C-52 c 1 column, upper 2/3rds 205 Y C-54 c 1 column, small piece with extended outer web 205 Y C-64 1 column with a lot missing 205 Y C-67 c 1 column, rest unknown 205 Y C-68 1 column, upper 1/2 205 Y C-73 c 1 column, upper 1/2 205 Y C-75 c portion of 1 column and spandrel, rest unknown 236 Y C-77 c 2 columns from different panels attached at spandrel, 1/3rd of each 205 Y (NSF) OSA c 1 full column, stampings on front face PL

C-102 c Partial of single column 205

C-133 0 1 column, bottom 1/3rd of unknown location 205

Y DD 0 1 Column, spans 1 floor and has end plates on both ends 205

Y FF c Single, thick column 205

Y K-16 c 1 full column, thick, looks very corroded PL

K-16a (formerly U-23) c Fell off of K-16 while moving PL

Both are in report but

listed separately M-4 orM-5 c 3 columns, upper 2/3rds 205

M-19 c 2 columns, upper 1/3rd 205

Y N-3 C 1 column, upper 1/2 236 Y N-4 C il column, middle 1/3rd 236 Y c 1 column, length of spandrel, cnjshed 236 Y (as M-9) N-1 IV^ II1 nrUl M-Q IVt^i^ C 3 columns, upper 2/3rds 205 Y (as C-19) c 1 column, lower 1/2 205

1

. , Y (as 050) S-3orC-a] C '1 column, unknown 1/2 205

U-B C I3 columns, upper 1/4 236

U-15 C iPartial of sinqle column 205

i

1 Y K-10 On iFlange coupon received from Gross, July 29, 2002 Lab Y K-11 Cn iFlanqe coupon received from Gross, July 29. 2002 Lab Y K-12 Cn Flange coupon received from Gross, July 29, 2002 Lab Y K-13 Cn Flange coupon received from Gross, July 29, 2002 Lab Y K-14 Cn Flange coupon received from Gross, July 29. 2002 Lab Y K-15 Cn Flange coupon received from Gross, July 29. 2002 Lab Y K-18 Cn Flange coupon received from Gross, July 29. 20D2 Lab Y K-19a Cn Flange coupon recen^ed from Gross, July 29, 2002 Lab Y K-19b Cn ^Flange coupon received fi'om Gross, July 29, 2002 Lab

;B-5004 BT Bowtle section JFK^PL

iB-5007 BT Bowtie section JFKfPL

F^5
Appendix F

Table 1-5. List of identified core columns.

In FEMA report? MICT Mama TvPB Brief Description MarkinifS BIdq Column Floors

B-1011 RB Heavy rectangular column 50aA 51-54 <55> WTC1 508 51-54

B-6152-1 RB Heavy rectangular column UJA lb-lb <b^> WTC1 803 15-18 D-0 1 uZ-Z RB Heavy rectangular column tjU4A. JJ-Jd WTC1 504 33-36

{ NSF C-83

iHeavy rectangular column. FEMA reported as

possible core column No ID found, but similar to core column siz6 and shape

C-88a

Not typical column section, both webs are same

length. FEMA reported possible core column

801 B 80-83 WTC2 801 80-83

C-88b Welded to above column RfllR 77.Rn WTC2 801 77-80

NSF C-90 pg

Heavy rectangular column, FEMA reported as

possible core column

701 B 12-15 WTC2 701 12-15

C-3Q or S-12 W Wide flange 1008B m - IDx WTC2 1008 104-106

C-65 or S-8 W Wide flange 904A (86-89) <52> WTC 1 904 86-89

Y C71 W Wide flange 904A 77-80 WTC1 904 77-80

C-BO W Wide flange, FEMA reported possible core columns 603A 92-95 <51 > wrc 1

J 603 92-95

IC-155 (formerly U-5) W Wide flange 904A 83-86 WTC1 904 83-86

--1iHH orS-2 W Wide flange. FEMA reported possible core columns 605A 98-101 WTC1 605 98-101

Table 1-6. List of built-up box beams and wide flange sections with

ambiguous stampings.

NISTName Type Brief Description IMarkings Location

Markings but no knowledge of this coding C-79 RB Rectangular column, FEMA repotted possible core column 101 A 81 -85-87-92 52 PL

C-101 (formerly U-1B) RB Similar to corner column, but much thinner 78A 10 27 50 PL

C-154 RB Thin rectangular beam with supports 825: 107-108 52 PL

C-2B W Three connected Wide flanges 504 &6G5 (107) <64> Fy 5C PL

C-44 W Wide flange, FEMA reported possible core columns 59 S 563 PL

C-45 W Wide flange, FEMA reported possible core columns IB S2 563 Fy50 PL

C-60 W J Wide flange, S-shaped 193 SI 57 PL

C-61 w Wide flange 150 S 69 PL

C-62 w Wide flange 224 (S)<48> Fy50 PL

M-17 w Wide flange or I-beam, 1fl flange. 2 ft web, 50-60 ft long 163 (9) 62 Fy 36 205

M-23 w Possibly part of Wide flange or I-beam F2010 PL

M-37 w Wide flange 130 (B?-92) <50> 205

M-38 w Wide flange Fy 42 PL

F^6
Interim Report on Inventory and Identification of Steels

Table 1-7. List of unidentified wide flange sections.

In FEMA reoort? NIST Name Type Brief Description Location

B-1022 W Thick wide flange with severe bend 205

B-1075 W Wide flange 205 1

Y C-29 (formerly U-10) W Wide flange 205

Y C-35 W Wide flange 205 _

Y C-69 W Wide flange 205

Y C-70 (formerly U-9) W Wide flange 205 Y C-72b W Wide flange 205 Y iC-76 W Wide flange 205

Y C-78 (formerly U-8) W Wide flange 205

Y C-81 W Wide flange 205 Y C-82 W Wide flange 205

Y (NSF) C-85 w Wide flange 205 Y C-87 w Thick Wide flange 205

C-123 w Small Wide flange 205

C-126 w Wide flange 205

C-13D w Wide flange 205

C-138 w Wide flange 205

C-142 w Wide flange 205

C-150 w Wide flange 205

r

Y M-11 w Wide flange 205

M-18 RB Large box beam 205

M-22 RB Large box beam 205

M-33 W Wide flange 205

SM-2 w Wide flange 205

Y W-14A or A w Heavy Wide flange 205 Y W-14B w Heavy Wide flange PL

F^7
Appendix F

Table 1-8. List of recovered floor truss material.

Ill rLluiM icpuii: Type Dl lUI Uc3LII|JIIUll L ULallUFI VT

1 riuur uubo PI YT

1 r lUUi IrU bb PI r^ inn 1 uu 1 nUbbiuic diiyic irurii d iiuur irubb PI r ^f\A 1 rUbbiuic dfiyib irurri d iiuur irubb PI P-infi ^ 1 Uu ffnrmprlv Murriicriy ll-IR'i 1 Cjiridii fjicLc ui Iiuur irubb zuz

L' 1 1

1 Pin iiuidiicu "t o 1 Q n rtpicLc 1 Q 1^ Q frciKr^ flririi' tciicc iiurn Iiuur irubb 1LduQh

1 "IcLc UI llUUr llUbb PI J

1 orridii pufiiun ui iiuur irubb wiin L-ciriciii — 1 nlcLc Ul IIUUi irUbb PIn l_

1 CI 1 ~icLc Ul Iiuur irubb PIr l_

. O 1 J/ u 1 nIcLc Ul Iiuur irUbb PI"l_

1 Of U 1 PiQi^Q nT flnnr friicc r^lcLc Ul llUUr irUbb PI rL^- n7ri 1 u 1 PiQi^Q nf flnni' fhiico r^lcLc Ul llUUr irUbb PI

1 Piopo 1 IcLc nfflnnffriicc Ul llUUr ITUob PIn l_ r un 1 nicLc Ul drtljlc PI C-146b J Pi9ce of floor truss PL

C-149 J Piece of floor truss PL

C-151 J Piece of floor truss PL

M-25 J Small piece of floor truss ' 202

M-31 J Pieces of floor truss Lab M-32 J Pieces of floor truss Lab M-36 J Thick angle from floor truss PL

Y (as N-2) T-1 or N-2 J Floor truss 202

Table 1-9. List of recovered channel material.

In FEMA report? NISTName Type Brief Description Location

Y C-91 Ch Channel 236

C-95 Ch Channel 236

C-96 Ch Channel 236

C-97 Ch Channel 236

C-98 Ch Channel 236

C-99 Ch Channel 236

C-105 Ch Channel 236

C-1D7 (formerly U-19) Ch Channel 236

C-118 Ch Channel 236

C-124 Ch Channel 236

C-125 Ch Channel 236

C-128 Ch Channel B

C-129 Ch Channel 236

C-134 Ch Channel 236

C-139 Ch Channel 236

C-141 Ch Channel 236

C-143 Ch Channel 236

C-144 Ch Channel 236

C-145 Ch Channel 236

C-147 Ch Channel 236

C-148 Ch Channel 236

C-152 Ch Channel 236

C-153 Ch Channel 236

M-24 Ch Channel 236

M-34 Ch Channel B

F^8
Interim Report on Inventory and Identification of Steels

Table 1-10. List of material from WTC 5.

In FEMA report? NIST Name

lGZ-1

Type

Cn5

Brief Description Location Coupon from BIdg ^ Lab _

GZ-2 Cn5 Coupon from BIdg #5 Lab GZ-3 Cn5 Coupon from BIdg #5 Lab GZ-4 Cn5 Coupon from BIdg #5 Lab GZ-5 Cn5 Coupon from BIdg #5 Lab GZ-6 Cn5 Coupon from BIdg #5 Lab GZ-7 Cn5 Coupon from BIdg #5 Lab

Table 1-11. List of miscellaneous material.

In FEMA report? NIST Name Type

B

Brief Description Location

C-18 Associated One washer and nut Lab

"

C-108 B Three sheared bolts Lab

C-109 B Single bolt sheared Lab

"

C-110 B Bolt and nut Lab

C-111 B Bolt and washer Lab

"

C-112 ^ B Single bolt sheared Lab C-113 B Two sheared bolts with washers Lab ~ "

C-114 B Sheared bolt with nut Lab

M-26 associated B 8 bolts and a nut Lab

C-116 H Damper Lab

B-1 044-1 0 Piece of crushed metal decking assoc with B-1D44 202

B-2150 0 Pieces of aluminum sheathing 202

PL

PL

C88c " (formerly U-22) 0 Broke off C-88

C-94 0 May be some type of brace, rectangular box construction C-103 0 Square-tube construction PL

C-119A 0 Square-tube construction PL

1 C-119B 0 Square-tube construction PL

C-120 0 Square-tube construction PL

C-121 0 Square-tube construction PL

C-135 0 May be some type of brace, rectangular box construction PL

C-146 0 Mangled ball of steel and concrete 202

C-156 (formerly U-17) 0 Square-tube construction PL

Y K-50a 0 Rectangular slab of steel with bolts, received from D. Sharp, SEAoNY Lab Y K-50b 0 Rectangular slab of steel with bolts, received from D. Sharp, SEAoNY Lab Y K-50C 0 Rectanqular slab of steel with bolts, received from D. Sharp, SEAoNY Lab

M-17a (formerly U-24) 0 Fell off of M-17 while moving 202 M-29 0 5 ft piece of strapping 202 M-30 associated 0 Pieces of glass, plexiglass, other rubble Lab

Y N-5 0 Plate with bolts PL

U-25 0 Unknown Wide flange with concrete 205

F^9
Appendix F

Table 1-12. Strength/gage combination of columns recovered by NIST.

Flange Gage Number of Columns Recovered and

Kin.) lueniiiieu uy

1 75 1i

SO

50 7 SO 1 8105

50 J 50 J 50 7 7^ J SO Z.J 7 S

j

7 A7S

0 7^ 11 Z.7 0 ^ 1 7S J 0 ^7S

0 4^7^ J

J J 0U . JS(S7S U J J

1 ^75 11

J J 1 (S875 11 uu 0 7^ <J 0U.J 1i Z7^J u

(SO 0VJ. J^75/ J 1

(SO 0 5 1

U J 0V7.ZISJ 7

U J 0U.J17S/ J 1 6SU J 0U.O811 Z7SJ

11 70 0W.Z7SJ 7/ 70 0U.T-4^7^ J / J 2 70 0u. 7S/ J 1

/ J 0U.ZOSJ

-LJ IS1

J

0VJ.HJ d'^7S/ J z SO 0U.Z7^J J 80 0.625 1 80 1.1875 1 85 - 100 0.25 12 85- 100 0.5625 3 85 - 100 1.125 2 85- 100 1.1875 3

F-50
Interim Report on Inventory and Identification of Steels

Table 1-13. Strength/gage combinations of spandrels recovered by NIS' ".

Spandrel FY

(ksi) Spandrel dage (m.)

Number of Spandrels Recovered by

NIST

1 A3d 3/o 1 CId

3d y/ 16 3 3o 1 1 !A 11/4 3 36 1 3/0

-5 3 42 3/5 24

45 3/8 7 46 3/8 4

50 3/8 5 50 7/16

50 1 C / 1 /I 15/16 2 55 3/8 z 60 3/8 6

60 15/16 1 65 3/8 1 Q/1 6

65 5/8 2 65 15/16 1 70 3/8 2 75 3/8 1 80 9/16 1

F-51
Appendix F

1 .2 REPRESENTATIVE PICTURES OF RECOVERED WTC STEEL

F-52
Interim Report on Inventory and Identification of Steels

Figure 1-1. Exterior column panel, sample C-46 shown.

F-53
Appendix F

Figure 1-2. Floor truss seats shown from sample N-8.

F-54
Interim Report on Inventory and Identification of Steels

Seat

Damping unit with missing viscoeiastic

material. Damping unit has been bent into an

upright position.

Gusset plate for viscoeiastic damping unit attachment to column interior.

Figure 1-3. Damping Unit shown from sample N-8.

Welded gusset plate used in place of seat on

alternate column/spandrel intersections. One

method used to attach diagonal bracing strap to exterior wall

Figure 1-4. Gusset plate shown from sample N-8.

F-55
Appendix F

F-56
Interim Report on Inventory and Identification of Steels

B-5004 portion cut and moved to NIST campus

Figure 1-6. Bowtie section of exterior wall.

F-57
Appendix F
Interim Report on Inventory and Identification of Steels

Figure 1-8. Recovered wide flange sections used as core columns.

F-59
Appendix F

Figure 1-9. Other recovered wide flange sections, shown is sample C-42.

p. F-60
Interim Report on Inventory and Identification of Steels

F-61
Appendix F

Figure 1-11. Recovered inner channel material used to connect floor trusses to core columns; shown is sample C-129.

Figure 1-12. Coupons removed in the field from WTC 5; shown is sample GZ-1.

F-62
Interim Report on Inventory and Identification of Steels

iliiiii'i'i ii 'ii-*^^^^^^""" li 1 1 { 1 1 1 1 1 1 1

1

C-I08

C-113

C-113

Figure 1-13. Examples of recovered bolts from various samples.

F-63
Rectangular tubular piece

Sample C-135

o

M-JO Associated

Square tubular piece

Sample C-103

Assorted pieces from within column

Sample M-30 Associated

Figure 1-14. Examples of miscellaneous materials recovered.

F-64
I