MSC_May_2012

MODERN STEEL CONSTRUCTION

IN THIS ISSUE

IDEAS2 AwardsStaggered Truss SystemSafety Products

MSC May 2012

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4 MODERN STEEL CONSTRUCTION MAY 2012

MODERN STEEL CONSTRUCTION (Volume 52, Number 5. ISSN (print) 0026-8445: ISSN (online) 1945-0737. Published monthly by the American Institute of Steel Construction (AISC), One E. Wacker Dr., Suite 700, Chicago, IL 60601. Subscriptions: Within the U.S.—single issues $6.00; 1 year, $44; 3 years $120. Outside the U.S.—single issues $9.00; 1 year $88; 3 years $216. Periodicals postage paid at Chicago, IL and at additional mailing offices. Postmaster: Please send address changes to MODERN STEEL CONSTRUCTION, One East Wacker Dr., Suite 700, Chicago, IL 60601.

AISC does not approve, disapprove, or guarantee the validity or accuracy of any data, claim, or opinion appearing under a byline or obtained or quoted from an acknowledged source. Opinions are those of the writers and AISC is not responsible for any statement made or opinions expressed in MODERN STEEL CONSTRUCTION. All rights reserved. Materials may not be reproduced without written permission, except for noncommercial educational purposes where fewer than 25 photocopies are being reproduced. The AISC and MSC logos are registered trademarks of AISC.

May 2012

ON THE COVER: Robert B. Aikens Commons – University of Michigan Law School, Ann Arbor, Mich., 2012 IDEAS2 National Award Winner, p. 34.

26 2012 IDEAS2 Awards

50 Staggered Home BY STEPHEN METZ, P.E.A space-saving, economical staggered steel truss system is helping Ohio State accommodate more students in better facilities in its South High-Rise Residential District.

54 Visiting an Old Friend for the First TimeBY LAWRENCE F. KRUTH, P.E.A photographic appreciation of the Mackinac Bridge.

departments

6 EDITOR’S NOTE

9 STEEL INTERCHANGE

12 STEEL QUIZ

58 NEWS & EVENTS

resources

64 MARKETPLACE

65 EMPLOYMENT

65 ADVERTISER LIST

steelwise

17 Developing MpBY BO DOWSWELL, P.E., PH.D., AND LARRY

MUIR, P.E.Does an R=3 directly welded flange moment connection do it?

product expert series20 Up-to-Date Safety

BY KRISTEN CHIPMANSafety equipment makers continue to improve their products—as well as delivery methods—in response to ever-changing regulations and the current economic climate.

columns

36

features

awards

2012

in every issue

National Award—$15 Million to $75 Million CENTRA AT METROPARK, ISELIN, N.J.

National Award—Less than $15 Million ROBERT I. SCHRODER PEDESTRIANOVERCROSSING, WALNUT CREEK, CALIF.

38

economics

23 Jobs and Productivity: The Impact on ConstructionBY JOHN CROSS, P.E.Analyzing the economy’s influence on building starts is a matter of looking at the right numbers, the right way.

people to know66 World Class

Bender-roller George Wendt strives for gold in the swimming pool and the curved steel industry.

We Protect More Than Steel.

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Editorial Offices1 E. Wacker Dr., Suite 700Chicago, IL 60601312.670.2400 tel312.896.9022 fax

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For advertising information, con-tact Louis Gurthet or visitwww.modernsteel.com

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ReprintsBetsy WhiteThe Reprint Outsource, [email protected]

editor’s note

AS WE TOURED THE TITANIC MUSEUM during a recent family vacation in Branson, Mo., I couldn’t help but think about the difference between walking through the exhibits and watching a documentary on television.

My daughter, Julia, absolutely loved the museum. She stopped to touch various arti-facts, to chat with the staff, and to read sign after sign after sign. In contrast, I’m skeptical I could get her to watch a documentary on the disaster, even though it would have conveyed much more information in a shorter amount of time. The difference is entirely experien-tial. One is active involvement, one is passive; one involves moving, the other sitting; and one allows you to interact with others, while the other offers very limited opportunities.

Most importantly, I believe she retained more information from having visited the museum. I’m certain seeing, in person, the size of a third-class stateroom had more of an impact than seeing one on a television screen. And being able to talk with others—whether museum employees or other visitors—com-pletes the experience. (Plus, there were no distractions. When I attend a webinar at my desk, I’m often interrupted by a phone call or someone stopping by my office.)

Unfortunately, more and more often we’re all turning to the impersonal virtual world to the exclusion of in-person experiences. At AISC, we now have many more attendees at our webinars than we have at our in-person seminars. And while attendees at NASCC: The Steel Conference still outnumber web participants, the latter is growing much faster than the former.

The reasons for the growth in screen time are obvious. Registration is often less expensive, there’s less time out of the office, it’s more convenient, and there’s no travel expense. (A really disturbing trend is that in-creasingly, design firms are not only declining

to pay for continuing education but are also requiring staff to take vacation time to attend seminars.)

And while clearly there is an educational benefit to attending a continuing educa-tion program remotely, I’m concerned that something is lost in the process. The richness of the experience is diminished. The knowl-edge gained is less. Most importantly, what I think of as the auxiliary learning, disappears. The auxiliary learning is what you get from casual conversations with your peers; from being able to interact directly with speakers; and from the inevitable contacts you make at a live event. I know I’ve learned more over the years from these casual conversations, whether with someone like George Wendt on bending steel (see People to Know on page 66) or Drew Davis about the future of printed magazines.

By all means continue to take webinars. But please, please don’t neglect in-person events. Go to your local SEA or fabricator associa-tion meeting. Attend a SteelDay event this fall (September 28—visit www.steelday.org for updated information). And if possible, attend national events such as NASCC: The Steel Conference.

SCOTT MELNICKEDITOR

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MAY 2012 MODERN STEEL CONSTRUCTION 9

steelinterchange

If you’ve ever asked yourself “Why?” about something related to structural steel design or construction, Modern Steel Construction’s

monthly Steel Interchange column is for you! Send your questions or comments to [email protected].

Fillet Weld TerminationsOur company standard is to extend fillet welds to the ends of connected parts unless noted otherwise on the construction documents. On a recent project, the inspector mentioned we should not be extending our welds to the ends of the part, but rather should terminate them one weld size before the edge. Is this correct for statically loaded fillet welds?

Not necessarily. Fillet weld terminations are addressed in AISC Specification Section J2.2b. Roughly two-thirds of the way through that section, you will find the statement: “Fillet weld terminations are permitted to be stopped short or extend to the ends or sides of parts or be boxed except as limited by the following.” Four cases are then listed that have specific requirements. As long as one of these four cases does not apply to your joint, then the fillet welds can be stopped short or extended; either practice is acceptable.

If fillet welds are terminated, the inspector is correct regarding the appropriate distance to terminate a fillet weld from the edge of the part. Please see the “User Note” after the list of four cases in Section J2.2b. The user note recommends that “fillet weld terminations should be located approximately one weld size from the edge…”

Keith Landwehr

Bolt InstallationI was recently told by a steel erector that the steel used on a project had a “high friction coefficient,” which made it excessively difficult to apply the turn-of-nut method for tightening bolts. The connections used 1-in.-diameter A325 bolts in standard holes to join two flat plates. Per RCSC Specification Section 6, washers were not required to be used under the bolt head or the nut. Is there a requirement for a maximum friction coefficient between the turned element and base metal when using the turn-of-nut installation method?

No. The friction coefficient between the turned element and the base metal is not specified for the turn-of-nut installation method in the RCSC Specification. The friction coefficient between the turned element and the base metal will vary based upon the surface condition and smoothness of each surface. It can depend on the materials and the exposure they have experienced, and also on whether the turned element galls the surface on which it is turned. Some people in the industry prefer to use a hardened washer under the turned element, even when it is not a specification requirement. Doing so makes for a more predictable surface under the turned element, and also eliminates the potential for galling.

Erin Criste

Built-Up Column DesignAs part of a renovation project, I need to add cover plates to an existing wide-flange column in order for it to be able to carry additional load. I am having difficulty determining the effective slenderness ratio for this cross-section per AISC Specification Section E6.1. How are the variables , a and rib determined for a cover-plated wide-flange column?

AISC Specification Section E6.1 does not apply to your built-up cross-section. The scoping statement of this section identifies that Section E6.1 applies to built-up members composed of two shapes. The intent is that they are members similar to double-angles or double-channels. Cover plates are not considered rolled shapes. The modified slenderness ratio in Section E6.1 is included as a convenience in lieu of specifically accounting for shear forces and deformations between the individual elements of the built-up member.

The prescriptive requirements of Section E6.2 do apply and you will likely need to do some calculations to determine the required shear flow between the wide-flange shape and the plates. It is likely that the prescriptive requirements will be sufficient for shear flow, but you will have to determine that for your particular case. One approach is to use an analysis similar to what is done in the following AISC Engineering Journalarticle: “Analytical Criteria for Stitch Strength of Built-Up Compression Members” by Aslani and Goel (3rd Quarter 1992). This article is available at www.aisc.org/epubs.

Heath Mitchell, S.E., P.E.

Flange Local BendingIn AISC 360-10 Section J10.1, Flange Local Bending, why is the width of the flange, bf, not included in the equation for flange local bending capacity? One would think that a wider flange would have less bending capacity than a narrower flange of the same thickness.

The flange width is incorporated into the derivation of the equation for flange local bending capacity, but it drops out since it is on both the demand and the resistance side. On the demand side, the flange width is used to calculate the total load applied and its moment arm. On the resistance side, an approach similar to a yield line analysis is used to determine the amount of the flange, in the longitudinal direction, that participates in the resistance. This is dependent on the flange width.

The equation is based on the work of Graham (1960) listed in the references to the Specification.

Larry S. Muir, P.E.


steel interchange

ANSI Roughness CriteriaAISC Code of Standard Practice Section 6.2.2 says surfaces noted as finished on the drawings are defined by a maximum ANSI roughness height of 500. Can you explain what the height of 500 is and how it is measured?

The 500 value refers to a finished surface roughness of 500 μin. (micro-inches). The user note to AISC Code Section 6.2.2 states that most cutting and milling processes meet this requirement. Guidance for measuring surface roughness is found in ANSI/ASME B46.1.

Erin Criste

HSS ConnectionUsing the equations in AISC 360-10 Table K3.1 for round HSS-to-HSS moment connections, my connection has more capacity than the branch member itself, as determined by AISC 360-10 Section F8. This seems odd. It would seem that the equations in Section K3 should have an upper bound of the member capacity given in Section F8. Why is this not the case?

AISC Specification Chapter K addresses connections between HSS in a manner consistent with how Chapter J addresses other connections. For example, one could put 100 rows of bolts in a W8×10 and calculate a bolt group strength that greatly exceeds the member strength, but the strength of the system will still be limited to that of the member. Chapter K only addresses the local effects of the connections, not the strength of the members themselves, which are addressed elsewhere in the Specification.

Larry S. Muir, P.E.

Extended Single-Plate ConnectionThe AISC Manual only shows stabilizer plates graphically at a beam-to-column web connection. Would the same concept apply to a beam-to-beam connection where we have to use an extended single plate? In this case we would end up with a full-depth shear plate using the beam flanges as the stabilizing element.

The need to check for adequate stabilization of the supported beam applies to any extended plate configuration, regardless of the supporting member. Stabilizing plates are only required when the extended single plate does not have the torsional strength to resist lateral displacement of the beam in the connection region. The following Engineering Journal article discusses how one determines if stabilizer plates are needed: “On the Need for Stiffeners for and the Effect of Lap Eccentricity on Extended Shear Tabs” by W.A. Thornton

and P. Fortney (2nd Quarter 2011). This article is available at www.aisc.org/epubs.

The results of this paper have been incorporated into the 14th Edition AISC Manual discussion of, and design procedure for, extended single plates.


Seismic CompactnessAccording to AISC 341-05 Section 8.2b, members that are required to be seismically compact shall not have elements that exceed the limiting width-thickness ratios of Table I-8-1. Can a section that is not seismically compact be used if its available strength is determined using either of the following?(a) An effective area and section properties calculated using

reduced element widths that meet the maximum width-to-thickness ratio requirements of Table I-8-1.

(b) An effective yield stress determined from the width-to-thickness ratio meeting the requirements of Table I-8-1.

No. Your approach may work for members that behave elastically, but it is not appropriate for members that are expected to have stable cyclic performance in the inelastic range. The Commentary to AISC 341-10 states: “To provide for reliable inelastic deformations in those members of the SFRS that require moderate to high levels of inelasticity, the width-to-thickness ratios of compression elements should be less than or equal to those that are resistant to local buckling when stressed into the inelastic range.” Using lower stresses in design would not accomplish the same effect and would not satisfy the intent of the AISC Seismic Provisions.


Steel Interchange is a forum to exchange useful and practical professional ideas and information on all phases of steel building and bridge construction. Opinions and suggestions are welcome on any subject covered in this magazine.

The opinions expressed in Steel Interchange do not necessarily represent an official position of the American Institute of Steel Construction and have not been reviewed. It is recognized that the design of structures is within the scope and expertise of a competent licensed structural engineer, architect or other licensed professional for the application of principles to a particular structure.

If you have a question or problem that your fellow readers might help you solve, please forward it to us. At the same time, feel free to respond to any of the questions that you have read here. Contact Steel Interchange via AISC’s Steel Solutions Center:

One East Wacker Dr., Suite 700Chicago, IL 60601

[email protected]

The complete collection of Steel Interchange questions and answers is available online. Find questions and answers related to just about any topic by using our full-text search capability. Visit Steel Interchange online at www.modernsteel.com.

Heath Mitchell is director of technical assistance and Erin Criste is staff engineer, technical assistant at AISC. Keith Landwehr and Larry Muir are consultants to AISC.

1 True/False: AISC 360 Appendix 4 pertains to sustained elevated temperatures.

2 True/False: The use of the turn-of-nut method is acceptable for pretensioned installation of TC bolts.

3 Which AWS standard defines the s tanda rd symbo l s and nomenclature for weld callouts?a) AWS D1.1 b) AWS D1.8c) AWS A2.4 d) AWS B1.11

4 Which part of the 14th Edition AISCManual has information on OSHArequirements for erection safety?a) Part 2 b) Part 9c) Part 14 d) None of the above

5 True/False: Chapter N in the 2010 AISC Specification provides requirements for inspection that can be used as a guide for devel-oping in-house procedures and inspection training.

6 True/False: Weld access holes at the flange-to-web interface are not required when attaching the flanges of a wide-flange column to a base plate using complete-joint-penetration (CJP) groove welds.

7 Which Chapter in the 2010 AISC Specification contains requirements that apply to thermal cutting?a) L b) Mc) N d) None of the above

8 True/False: Lifting lugs (or pad eyes) that meet the dimensional requirements of AISC Specification Section D5.2 can be designed using the provisions of Section D5 for pin-connected members.

9 True/False: Only qualified paints that have been tested to result in a Class A or Class B slip resistance are allowed to be applied to the faying surfaces in slip-critical connections.

10 True/False: AISC determines the dimensional properties of the steel shapes shown in the AISC Manual.


TURN TO PAGE 14 FOR ANSWERS

steelquiz

This month’s Steel Quiz focuses on fabrication, erection and industrial building design. Most of the answers can be found in the AISC Specification (AISC 360) and AISC Manual, as well as on the AISC and Modern Steel Construction websites.

S t . L o u i s S c re w & B o l t 2 0 0 0 A c c e s s B l v d M a d i s o n , I L 6 2 0 6 0

P h o n e : 8 0 0 - 2 3 7 - 7 0 5 9 F a x : 3 1 4 - 3 8 9 - 7 5 1 0E m a i l : s a l e s @ s t l o u i s s c r e w b o l t . c o m

We b : w w w. s t l o u i s s c r e w b o l t . c o m

Some Historical Events in 1887 Thomas Stevens is 1st man to bicycle around the world (SF-SF) In Punxsutawney, Pennsylvania the first Groundhog Day is observed To avoid disputed national elections, Congress creates Electoral Count Act Cubs sell Mike King Kelly to Boston for record $10,000 Oregon becomes 1st US state to make Labor Day a holiday Anne Sullivan begins teaching 6 year old blind-deaf Helen Keller North Carolina State University is founded by the North Carolina General Assembly Everett Horton, CT, patents fishing rod of telescoping steel tubes Chester Greenwood of Maine patents earmuffs Susanna Medora Salter elected 1st US woman mayor (Argonia, KS) Huntsville Electric Co forms to sell electricity 1st transcontinental train arrives in Vancouver, BC Racetrack betting becomes legal in NY state Herman Hollerith receives a patent for his punch card calculator Rowell Hodge patents barbed wire Mighty (Dan) Casey struck-out in a game with NY Giants! Philadelphia celebrates 100th anniversary of US Constitution Emile Berliner patents the Gramophone A Miles patents elevator Detroit (NL) beats St Louis (AA) 10 games to 5 in World Series Notre Dame loses its 1st football game 8-0 to Michigan US receives rights to Pearl Harbor, on Oahu, Hawaii

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St. Louis Screw & Bolt enters our 125th year in continuous operation in 2012. Thank you to our customers, suppliers, and employees for making this historic event possible!

ANSWERS

1 False. Appendix 4 is for steel exposed to f i re condit ions, which is a temporary exposure to elevated temperatures. It is not intended for the design of steel that experiences sustained elevated temperatures. There are other resources for this type of design. ASME Boiler and Pressure Vessel Code Section II, Part D provides tables for sustained elevated temperature properties, including values of Fyand Fu at elevated temperatures, and design values for numerous carbon and alloy steels.

2 True. Any of the installation methods in RCSC Specification Section 8.2 are permitted when installing tension control (TC) bolts. The usual approach with TC bolts is to use the twist-off feature and method, but sometimes this can’t be done (e.g., in cases where there is no access to enter the TC installation tool). In such cases another method, like the turn-of-nut method, can be

used. It is important to note that the splined end of the TC bolt will not be sheared off in this case; this is not a cause for rejection of the installation.

3 (c) AWS A2.4 Standard Symbols for Welding, Brazing, and Non-Destructive Examination provides standard welding symbols and nomenclature. The current edition of AWS A2.4 was published in 2012 and is available at www.aws.org.

4 (d) Part 2 of the 14th Edition AISCManual includes a discussion of the OSHA requirements for erection safety. The actual regulations are available on the OSHA website at www.osha.gov.The ten most frequently cited OSHA regulations in our industry are listed on the AISC Safety web page www.aisc.org/safety.

5 True. Chapter N can be used as a gu ide for developing these procedures. There are


steel quizalso other publications that may be useful, such as SSTC’s Shop Inspection Handbook for Structural Steel Buildings. Visit www.steelstructures.com.

6 False. In order to use an AWS D1.1 prequalified joint, a weld access hole is required. The weld access hole provides clearance for a backing bar if welding from one side, or access to back gouge and re-weld if welding the joint from both sides without the use of a backing bar. The weld access hole should be dimensioned as required by AISC 360 Section J1.6. Most column bases require only fillet welds, which do not require weld access holes.

7 (b) AISC Specification Chapter Mprovides general requirements for fabrication and erection. Section M2.2 addresses the qual ity requirements for thermally cut edges. Sections M2.5 and M2.9 address the requirements for thermally cut holes for bolts and anchor rods, respectively.

8 True. Pin material is governed by Section D5 in the 2010 AISC Specification. However, spreader beam lifting lugs typically do not meet the dimens ional requirements of Section D5.2. Usually, the pin hole diameter exceeds the maximum of 1⁄32 in. clearance provided in this section. When lifting lugs fall outside the limits imposed by Chapter D for pin-connected members, other resources, such as ASME BTH-1, are needed to design the lug.

9 True. Non-qualified coatings are not allowed on the faying surfaces of slip-critical connections. The area that must be kept free of non-qualified paint is illustrated in RCSC Specification Figure C-3.1 on page 16.2-20 of the 14th Edition AISC Manual.

10 False. The dimensional and physical properties of hot-rolled steel shapes are specified in ASTM A6. Pipes are defined in ASTM A53, and HSS cross-sections are determined by the Steel Tube Institute of North America following the information provided in ASTM A500.

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CHANGE TO AN AUTHORITATIVE work on a seemingly unchangeable practice or engineering “norm” can understandably be met with confusion.

Here’s an example: A common R=3 moment connection is the directly welded flange connection shown in Figure 1. These connections are designed based on the assumption that the web connection carries the entire shear force and the moment is resolved into a couple with a lever arm equal to the distance between the flange centroids. This assumption was clearly stated in the 9th Ed. ASD and the 1st Ed. LRFD Manuals of Steel Construction.

With the format change in the 2nd Ed. LRFD Manual, further explanation of the behavior of these connections, with references to the research, was included. However, while no change had occurred in the underlying philosophy for designing these connections, all reference to the plastic moment of the beam had been removed from the discussion in the 3rd Ed. LRFD Manual, and only an allowance for some inelastic deformation and a reference to some of the research remained.

This change has led to some confusion regarding these connections. What was once a commonly held truth—that these connections could develop the design strength of the beam through the flanges alone—is now frequently questioned and disputed. Our hope here is to reintro-duce some age-old wisdom to today’s engineers.

As stated previously, it is assumed that the flexural stresses over the entire cross section can be safely carried by the flanges, as shown in Figure 2. If the beam is loaded to its plastic moment capacity, the axial stress in the flange is greater than its yield strength, due to the bending stress in the beam web. However, tests have shown that these connections can carry moments greater than the plastic capacity of the beam, even when combined with shear loads approaching the shear yield strength of the beam.

There have been many test programs with directly welded moment connections loaded to failure under monotonic and cyclic loading (see sidebar on p. 19). The specimens generally had a final failure mode

DEVELOPING MpBY BO DOWSWELL, P.E., PH.D., AND LARRY MUIR, P.E.

steelwiseDoes an R=3 directly welded

flange moment connection do it?

Bo Dowswell, P.E., is cofounder of and principal with SDSResources, LLC, in Birmingham, Ala. Larry Muir, P.E., is a structural steel consultant in Atlanta and the chair of Task Committee 6, Connection Design, of the Committee on Specifications.

Fig. 1: Directly welded moment connection.

Fig. 2: Idealized stress flow.


of tension flange rupture. The applied moment consistently exceeded the plastic moment capacity of the beam calculated with the yield strength from tensile coupon tests. Strain hard-ening is the reason provided by most researchers to explain the ability of the flanges to carry loads exceeding their yield strength; however, several specimens were loaded well in excess of the measured tensile strength.

While it is clear that strain hardening of the beam flanges plays a significant role in the performance of directly welded moment connections, another important factor is the trans-verse restraint of the flange at the column face. Generally, the flange is free to deform through the thickness as shown in Fig-ure 3a. However, deformation across the width of the flange is restrained as shown in Figure 3b.

Fig. 3. Restraint at the beam flange.

The triaxiality increases with the level of restraint, which results in increased strength and decreased ductility. Figure 4 shows the stress-strain curves for tension members with various levels of restraint. If the member is restrained in one direction, the yield and tensile strength is higher than that of a uniaxially loaded member, but there is a decrease in ductility. Members restrained in two directions have a much higher strength, but very limited ductility.

Of course, the preceding discussion is over-simplified to illustrate the effect of restraint on the performance of moment connections. One test (Shafer et al; see sidebar) showed that the level of triaxiality is actually non-uniform across the width and through the thickness of the beam flange. It also showed that the experimental rupture load increased with the level of triaxiality in the beam flange, and determined that the flanges ruptured at stresses between 120% and 170% of the tensile strength.

Web ConnectionA common misconception is that slip-critical joints are nec-

essary at the web connection to limit the vertical movement of the beam after the flanges have been welded. This would presumably prevent secondary bending and shear stresses in the beam flange in the area between the column flange and the weld access hole. However, the tests showed no decrease in strength when bearing joints were used. Furthermore, most of the tests with slip-critical joints had slip occur at some point in the testing, effectively rendering the web connection a bearing joint anyway.

An additional advantage of using bearing joints is the potential for reduced cost of installing the bolts and preparing the faying surfaces. In most bearing joints, the bolts are only required to be snug tight, which takes less time to install and inspect than the pretensioned bolts that are required in slip-critical joints. Bear-ing joints will also eliminate the cost of blocking paint at the faying surfaces or wire brushing at galvanized faying surfaces that may be required for slip-critical joints.

Testing has shown that web connections perform well with either standard holes or horizontal slots. An advantage of using short slots is the ability to facilitate shop and erection tolerances. A further practical consideration is weld shrinkage. Typical complete-joint-penetration groove welds in a directly welded flange connection can be expected to shrink about 1⁄16 in. when the weld cools and contracts. For beams with thicker flanges, shrinkage could be around 3⁄16 in. For this reason, it is usually advisable to use short slotted holes in the shear connection and leave the bolts snug tightened to better accommodate the weld shrinkage.

Physical tests have shown that the plastic moment of the beam can be developed with sufficient inelastic rotation and deforma-tion capacity through the beam-flange-to-column connection. Therefore, in R=3 applications, the moment can be resolved into an effective tension-compression couple acting as axial forces at the beam flanges. This apparent increase in strength over the prediction of elastic theory is due to strain hardening and trans-verse restraint of the beam flange at the column face.

steelwise

3a. yielding through the flange thickness

3b. restraint across the flange width

Fig 4. Stress-strain curves for steel under various levels of restraint.


Moment Connections, TestedSeveral tests have been performed, and subsequent papers/reports written, on directly welded moment connec-tions. Here are ten:

Blackman, B. and Popov, E.P. (1995), “Studies in Steel Moment Resist-ing Beam-to-Column Connections for Seismic-Resistant Design,” Report No. UCB/EERC-95/11, Earthquake Engi-neering Research Center, October.

Chen, W.F. and Patel, K.V. (1981), “Static Behavior of Beam-to-Column Moment Connections,” Journal of the Structural Division, ASCE, Vol. 107, No.ST9, September.

Engelhardt, M.D. and Husain, A.S. (1992), “Cyclic Tests on Large Scale Steel Moment Connections,” Report No. PMFSEL 92-1, Phil M. Ferguson Structural Engineering Laboratory, The University of Texas at Austin, June.

Huang, J.S., Chen, W.F. and Beedle, L.S. (1973), “Behavior and Design of Steel Beam-to-Column Connections,” WRC Bulletin 188, Welding Research Council, October.

Krawinkler, H. and Popov, E.P. (1982), “Seismic Behavior and Design of Moment Connections and Joints,” Journal of the Structural Division,ASCE, Vol. 108, No. ST2, February.

Popov, E.P. and Tsai, K.C. (1989), “Performance of Large Seismic Steel Moment Connections Under Cyclic Loads,” Engineering Journal, AISC, Second Quarter.

Popov, E.P., Amin, N.R., Louie, J.C. and Stephen, R.M. (1986), “Cyclic Behavior of Large Beam-Column Assemblies,” Engi-neering Journal, AISC, First Quarter.

Popov, E.P. and Stephen, R.N. (1970), “Cyclic Loading of Full-Size Steel Con-nections,” Report No. EERC 70-3, Earth-quake Engineering Research Center, July.

Shafer, B.W., Ojdrovic, R.P., and Zarghamee, M.S. (2000), “Triaxiality and Fracture of Steel Moment Connec-tions,” Journal of Structural Engineer-ing, ASCE, Vol. 126, No. 10, October.

Stojadinoviv, B., Goel, S.C., Lee, K.H. and Choi, J.Y. (2000), “Parametric Tests on Unreinforced Steel Moment Connec-tions,” Journal of Structural Engineering,ASCE, Vol. 126, No. 1, January.

There’s always a safe solution in steel.

Think SafeThink Steel

www.aisc.org/safety


GIVEN THE VARIETY of operations that occur in a fabri-cation shop, it’s no surprise that fabricator safety concerns are widespread. While some of these concerns apply to multiple industries, others are specific to fab shops.

Recent and proposed OSHA, ACGIH (American Confer-ence of Industrial Hygienists) and EPA regulation changes have only increased these concerns. As the fabrication indus-try adjusts to better understand and meet these regulations, suppliers of industrial engineering controls and personal pro-tective equipment have also been working to upgrade their products, as necessary, to meet these requirements.

Welding FumesOne potential concern is the effect of welding fumes. In

2006, OSHA published the final Hexavalent Chromium Stan-dard, which sets limits on that compound, and ACGIH, in 2010, proposed more stringent requirements on manganese fumes. In addition, new clean air regulations were announced by the EPA last year. All of these developments affect how fabricators deal with welding fumes.

As with any risk, the first step is to eliminate the hazard if possible. Although it’s not commonly feasible to change base metals, many of these hazards can be reduced by enacting mi-nor changes in welding wire or welding processes. Assuming that a major overhaul to the welding process is not possible, the next step for shops to take is to minimize exposure levels. Many vendors supply engineered central ventilation systems that can effectively reduce weld fumes in most shops. This option is typically very expensive, however, and not feasible

in all circumstances. That said, more cost-effective point-of-operation ventilation systems are becoming available. These fume extraction devices can be broken down into three areas:

Fixed (mounted to a wall or work station) Portable units (small enough to pick up and move) Mobile units (slightly larger units on wheels for easy

movement in shop environments)In situations where these solutions are employed but

where employees still face exposure to fumes, the last line of defense is personal protective equipment, and there are plenty of products in this category.

The most appropriate type of respiratory device depends on the exposure level against which shop workers need to be protected. Negative pressure, half mask and/or full-face res-pirators are often used. A recent trend in the fabrication shop welding operations is the use of a powered air-purifying res-pirator (PAPR). While generally much more costly than other solutions, they can increase comfort for employees by limiting the need for multiple personal protective equipment (PPE) items. PAPR assemblies work as a hard hat, eye protection, welding hood and respiratory protection all in one. The air can also be cooled and/or heated for work comfort where ex-treme temperatures are a concern. While it is true that PAPRs can reduce the wearer’s mobility and peripheral vision, their design has greatly improved over the last few years; they have become lighter, they have more features, their batteries last longer and their costs have leveled out due to competition.

Fall Protection Another hazard that the fabrication industry is well aware of

is injury due to falls. The use of engineering controls—scaffold, aerial lifts, handrails, etc.—has greatly increased in recent years but often does not completely remove the need for personal fall protection. In addition, protecting a worker from a lower level when that level is only a few feet below them is a huge challenge within the industry. This, along with the fact that many shops have overhead cranes and/or very high ceiling structures, signif-icantly limits the anchorage points available for tie-off systems.

For several years, manufacturers of fall protection systems have been working with the industry to invent and manufac-ture solutions to fall-protection issues. Recently, there has been a trend towards the use of personal self-retracting life-lines (SRLs). The intent of SRLs is to limit an employee’s fall to a matter of inches, not feet. This makes them very efficient

Safety equipment makers continue to improve

their products—as well as delivery methods—in

response to ever-changing regulations and the

current economic climate.

BY KRISTEN CHIPMAN

product expert series

UP-TO-DATESAFETY

Kristen Chipman is an environmental, health and safety professional with Cianbro Fabrication and Coating Corporation (AISCMember) in Pittsfield,Maine, and is a member of AISC’s Safety Committee.She can be reached at [email protected].


for use in lower elevation fall hazard situations. There are even personal SRLs available that can be used in a horizontal tie-off situation when tying off vertically is not possible. It is important to note one potential drawback of SRLs, though: If a person is, say, 10 ft from the tie-off point, they could theoretically fall and swing like a pendulum, potentially im-pacting an object. Employers should work closely with a fall protection supplier to under-stand the appropriate usage and limitations of any SRL system and what supplemen-tal safety equipment might be needed—not to mention their applicability for a spe-cific shop—and train their employees on their features.

Industrial Vending Machines When it comes to PPE, it’s not just about what to use;

these days it’s increasingly about how PPE is supplied. The economic downturn has caused many fabrication shops to cut back on employees. Businesses are running lean and the task of inventory and ordering of safety supplies and consumables has become more of a challenge. Out of this need, a creative and increasingly popular service has been born, that of the industrial vending machine.

Several vendors now offer these machines for consumable and safety items. Gone are the days of “Are we all out of face shields again?” or “Do you know when our glove order is coming in?” These vendors set up on-site machines to pro-vide shops with whatever is needed in terms of safety-related items. The vendors stock the items for the shop (typically out of a local store) and many have an online minimum-max-

imum program so supplies never run out in the shop. Shops are looking more and more to this type of system, as ease of ordering and au-tomatic billing save admin-istrative time—plus, items are readily available. Not only that, but their sales are

tracked via reporting software by employee name or number, which can assist businesses in minimizing theft or misuse of what is purchased. And, both fab shops and equipment suppli-ers can keep tabs on replacement rates for different types of equipment—which can potentially lead to the development of longer-lasting safety equipment that is more economical and, ultimately, safer.

As with any risk, the first step is to

eliminate the hazard if possible.

Hayward/San Mateo OCEA 1968http://www.asce.org/opal/past_ocea.cfm#1968

3rd ORTHOTROPIC BRIDGE CONFERENCE

Call for abstracts due on or before Sept. 15, 2012Email one page abstract to: [email protected]

Three-Day Conference with Workshop and Tours

Northern California, USA, June 25, 26, 27, 28 & 29, 2013The American Society of Civil Engineers, The Metropolitan Transportation Commission and the sponsoring organizations invite you to attend and participate in the third Orthotropic Bridge Conference. The objectives of this Conference are to present the latest developments in the design, construction, maintenance and repairs of orthotropic decks on bridges worldwide, and visit California orthotropic bridges in operation. Many of the leading engineers and researchers who contributed to the spectacular advances of orthotropic decks will present their views at this conference. Many notable bridge engineers from across the USA and more than ten other countries have participated

and the hotel will be located between, Sacramento, California USA and San Francisco, California USA.

Tentative Schedule:Attendees may register for all events, or events may be selectively attended, including a one-day registration for any day of the 3-day conference. See www.orthotropic-bridge.org for more details - subject to changes.

Tue 25 June: One-day workshop “Orthotropic Deck Bridges.” Separate registration details to be provided later.

Wed 26 - Fri 28 June: Orthotropic Bridge Conference

Opening times:Wed - Thur: 8:00 AM to 5:00 PM

Friday: 8:00 AM to 11:00 AM

Separate registration includes two luncheons

Tours:Thur 27 June: Night (6:00 PM to 11:00 PM) bus tour of the San Francisco /

Oakland Bay Bridge East Spans (SAS = Self-Anchoring Suspension Orthotropic Spans http://www.mtc.ca.gov/projects/bay_bridge/

Fri 28 June: Optional boat tour East Spans SAS & Golden Gate Bridge (12:00 PM to 6:00 PM) Separate registration

Sat 29 June: Tour of nine orthotropic bridges in the San Francisco Bay Area (7:00 AM to 10:00 PM); Separate registration includes bus fare and meals.

CD Rom copies of 2004 OBC proceedings: $80 USA DollarsCD Rom copies of 2008 OBC proceedings: $125 USA Dollars(Cost will include tax and shipping charges - shipped 1 - 2 weeksUSA funds required - payable to: ASCE Capital Branch)

ASCE/SEI Sponsored Event

Equal Co-Sponsors:

ASCE, Sacramento Section, Capital BranchP.O. Box 1492, Lincoln, CA 95648-1492Phone: +1(916) 961-2723E-mail: [email protected]://www.orthotropic-bridge.org

More Sponsors and Vendors desired: www.facebook.com/#!/events/305620086119534/

Co-Chairs: Ajay Sehgal, PEAlfred R. Mangus, PE

Committee Chairs:Technical co-chairs: Charles Seim, PE

Lian Duan, PhD, PESecretary: Ray Zelinski, PEFinance: Richard Weitzenberg, PEPast Chairs: Natalie E. Calderone, PE

Matthew Socha, PEResearch Chair: Robert W. Luscombe, PE

Webmaster: Paul Dessau, EIT

MTC Metropolitan Transportation Commission

http://www.mtc.ca.gov

Dr. Man-Chung Tang – USADr. Sougata Roy – USA

Dr. Duncan Paterson – USA

Mr. Paul Tsakopoulos – USA

Mr. Ronald Medlock – USADr. Marwan Nader – USADr. Partov Doncho – BulgariaDr. S. Inokuchi – JapanDr. Takeshi Mori – Japan

Mr. Peter Buitelaar – NetherlandsMr. Feng Liangping – P.R. ChinaDr. Airong Chang – P.R. ChinaDr. Alessandro Palermo – New ZealandMr. Bjørn Isaksen – Norway

“Manual for Design, Construction, and Maintenance of Orthotropic Steel Deck Bridges” (Publication No. FHWA-IF-12-027) is available FREE at: http://www.fhwa.dot.gov/bridge/pubs/if12027/if12027.pdf


THE UNEMPLOYMENT RATE is decreasing! GDP is ris-ing! Things are looking up!

So why isn’t the construction market accelerating?Conventional economic wisdom argues that as the

unemployment rate decreases, more people are earning more money, which increases consumer spending. Increased consumer spending is the engine that drives gross domestic product (GDP) and as GDP increases, so does the demand for homes and buildings. Recent media reports point to an 8.3% unemployment rate compared to a rate of 10.0% just 27 months ago. Real GDP increased by 1.6% in 2011, capped by an annualized fourth-quarter increase of 3%.

Yet despite all these “good” indicators, construction activity only increased by 2% in 2011 compared to 2010, and that was from a record low level of 64% below the peaks of 2006 and 2007. Why isn’t construction rebounding?

The answer is actually rather straightforward: Any focus placed on the government-reported unemployment rate is mis-directed. Some economists argue that the focus is on the wrong unemployment rate. Rather than track the U3 rate—which in-cludes only those individuals actively pursuing employment—it is the U6 rate that should be the barometer for unemployment. The U3 rate is currently 8.3% while the broader U6 rate is 14.9% (based on February 2012 data). The point is well taken as the U6 rate includes those unemployed individuals who have stopped looking for work or are marginally employed. But the U6 rate is also decreasing.

The problem is that we are focusing on changes in the rate of unemployment rather than looking at the actual level of em-ployment in the U.S. Since peaking at a non-seasonally adjust-ed employment level of 147 million in 2007, total employment fell to 137 million in early 2010 and has only recovered 3.9 mil-lion of the 10 million jobs that were lost; current employment stands at 141 million. At the same time, the average number of weekly work hours per worker decreased by 2%. Also over the same time period, GDP dipped from a peak of $13.3 trillion to $12.6 trillion before rebounding to the current $13.6 trillion.

Propelled by ProductivityThe bottom line is that the general economy’s recovery has

been driven by an increase in productivity, not an increase in

employment. In broad terms, the U.S. economy generates 7.7% more goods and services per reported hour worked today than in 2007 (note that the government productivity figures do not fully capture variations in hours worked by salaried employees). Productivity increases improve the profitability of corporations and make U.S. goods and services more competitive interna-tionally, but improved productivity does not result in an imme-diate increase in demand for new commercial buildings. At the same time, the lower number of employed workers prolongs the stagnation in the housing market.

So what does this mean for the building construction indus-try and, more specifically, the structural steel industry?

First, even as economic growth accelerates, the impact on building construction will lag. Significant growth in buildings will not occur until employment levels reach or exceed those at the start of the recession. Growth will occur, but it will be in the single digits rather than the double-digit growth that construction activity typically experiences coming out of a re-cessionary period. The growth we predict will come from busi-nesses using the profit gained from productivity increases in terms of major capacity and product expansions, rather than growth intended to simply stay ahead of current demand.

Second, as the construction market slowly expands, cost and value will continue to be the major drivers of purchasing deci-sions. Projects will be financed by current reserves rather than outside financing sources. Dollars spent “out-of-pocket” are always spent more carefully than “borrowed” dollars.

JOBS AND PRODUCTIVITY: THE IMPACT ONCONSTRUCTIONBY JOHN CROSS, P.E.

economics

John Cross, P.E., is an AISC vice president.

Analyzing the economy’s

influence on building starts is

a matter of looking at the right

numbers, the right way.


Ind

ex V

alue

200

5 =

100

Employment, GDP and Productivity Trends

120

110

100

90

80

70

60

2011

2010

2009

2008

2007

2006

2005

2004

2003

2002

2001

2000

1999

1998

1997

1996

1995

1994

1993

1992

1991

1990

Productivity Employment GDP

Third, the expectation of project owners will be that just as they have improved their own productivity levels, improved productivity will also have been achieved in all segments of the

construction industry, including the structural steel industry. Project own-ers will expect more project for less money.

Employ EfficiencyIs the structural steel industry meet-

ing the challenge of improved productivity? Certainly the growth of collaborative project delivery methods, which enable designers to capture fabrication efficiencies during the design stage; the increasing implementation of BIM, which allows data to flow from the design office to the fabrication shop floor; the growing implementation of robotic systems; and improved quality management programs have all contributed to improved fabricator productivity. At the same time, the economic realities of the past few years have forced ev-ery segment of the construction industry to sharpen their pencils and eliminate any pos-sible waste from their production processes. The fact that structural steel fabrication takes place away from the construction site in a controlled shop environment allows the structural steel industry to identify, capture and incorporate those productivity improve-ments better than the site-based trades.

The bottom line? Keep your eyes on the employment numbers, be patient and aggres-sively attack inefficiencies while pursuing in-creased productivity in your operations.

(Note: Actual value in 2005 is assigned index value of 100.)

economics

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Innovative Design in Engineering and Architecture with Structural Steel

awardsI D E A S 2

THE DESIGN AND CONSTRUCTION INDUSTRY recogniz-es the importance of teamwork, coordination and collabora-tion in fostering successful construction projects today more than ever before. In support of this trend, AISC is proud to present the results of its annual IDEAS2 Awards competition. This program is designed to recognize all team members responsible for excellence and innovation in a project’s use of structural steel.

Awards for each winning project were presented to the project team members involved in the design and construction of the structural framing system, including the architect, struc-tural engineer of record, general contractor, detailer, fabricator erector and owner. New buildings, as well as renovation, retro-fit or expansion projects, were eligible. The projects also had to display, at a minimum, the following characteristics:

A significant portion of the framing system must be wide-flange or hollow structural steel sections;Projects must have been completed between January 1, 2009 and December 31, 2011;Projects must be located in North America;Previous AISC IDEAS² or EAE award-winning projects were not eligible.

Edward “Ted” Hazledine is the founder and CEO of Benchmark Fabricated Steel, a Terre Haute, Ind.-based AISC Certified Fabricator that has been in business for more than 40 years, serving the construction industry in more than 25 states and several foreign countries. The company provides design-build and design-assist services focusing on contructability, team building and collaborative construction. Hazledine has served with civic and trade associations in various capacities and is currently a member of the AISC Research Committee. Agraduate of Purdue’s Krannert School of Management,he enjoys interacting with engineering and construction management students at Purdue, Rose-Hulman Institute of Technology and Indiana State University. He recently presented on the importance and impact of the fabricator-detailer relationship in working with BIM and 3D software at the 2012 NASCC: The Steel Conference.

Alford “Andy” Johnson spent more than 20 years as a sales engineer and regional manager with the construction divi-sion of ARMCO Steel Corporation, working both domesti-cally and in Europe. He was the vice president of marketing for AISC from 1990 to 2004, where he created and directed a national team of structural engineers for technical market-ing and sales; directed the creation of an ongoing market research program, leading to focused marketing efforts for the entire industry; directed the creation of AISC’s Steel Solutions Center; and created the design award competi-tions that eventually became the IDEAS2 Awards. He is currently board president for the Taos Center for the Arts, a not-for-profit organization supporting the visual and per-forming arts in Taos, N.M.

Daniel Labriola, a project manager with Pepper Construc-tion Company in Tinley Park, Ill., began his career in con-struction in 1997, specializing in design-build. He joined Pepper in 2000 as a project engineer. He is responsible for the budget and schedule and provides construction man-agement from the preconstruction phase through turnover. He has an ASHE Healthcare Construction Certificate and is a Certified Healthcare Constructor.

Eric Liobis is an honors student currently in his senior year at Rose-Hulman Institute of Technology in Terre Haute, Ind. and will be completing a double major in Civil Engi-neering and Mathematics. His studies have focused on structural analysis and design. In 2009-10 he received the Rose-Hulman Civil Engineering Department’s Faculty Award and was named a Heminway Scholar. Liobis has been active in numerous engineering projects at Rose-Hulman, including managing the school’s 2011 and 2012 entries in the Great Lakes Regional Conference concrete canoe competition, designing a LEED-certified pedes-trian park in Terre Haute and designing an art gallery in conjunction with an architect from Ball State University. This past summer Liobis interned with Tutor-Perini Cor-poration, working on a $93 million renovation project of the Newark Bay Bridge on the New Jersey Turnpike. He is currently planning on pursuing a graduate education to eventually obtain a Ph.D.

2012 IDEAS2 Awards Jury


A panel of design and construction industry profession-als judged the entries in three categories, according to their constructed values in U.S. dollars:

Less than $15 million $15 million to $75 million Greater than $75 million

The judges considered each project’s use of structural steel from both an architectural and structural engineering perspective, with an emphasis on:

Creative solutions to the project’s program requirements;Applications of innovative design approaches in areas such as connections, gravity systems, lateral load resisting systems, fire protection, and blast;The aesthetic and visual impact of the project, particularly in the coordination of structural steel elements with other materials;Innovative uses of architecturally exposed structural steel;Advances in the use of structural steel, either technically or in the architectural expression;The use of innovative design and construction methods such as 3D building models; interoperability; early inte-gration of specialty contractors such as steel fabricators; alternative methods of project delivery; sustainability con-siderations; or other productivity enhancers.Both national and merit honors were awarded. The jury

also selected one project for the Presidential Award of Ex-cellence in recognition of distinguished structural engineer-ing and architecture. This year’s winners range from an S-shaped pedestrian bridge to a campus commons area that doubles as a winter garden to a steel-framed “tiara” on top of a skyscraper.

Asma Momin, P.E., is a structural engineer in the Dallas office of PageSoutherlandPage, an international, 425-person A/E firm founded in 1898. With over a decade of experience in multiple building types, Momin works closely with clients to develop structural solutions for healthcare, commercial, academic, retail and civic projects, including buildings located in seismic zones and high-wind regions. She has produced construction docu-ments and details for cost estimates, presentation drawings and narratives that comply with both Department of Defense and General Services Administration progressive collapse and blast requirements. Her extensive experience with healthcare projects includes retrofitting medical equipment such as linear accelerators, CT scanners and MRIs in existing structures. She is currently leading two major projects for the U.S. Department of Veterans Affairs: an Outpatient Clinic in Austin and the Long-Term Spinal Cord Injury Facility in Dallas. Momin, who joined PageSoutherlandPage in 2006, is active in several industry and professional organizations, including AISC, SEAoT and the World Affairs Council of Dallas/Fort Worth.

Wayne Perlenfein, AIA, leads federal market strategies in Perkins+Will’s Washington, D.C. office. He is a regis-tered architect with 37 years of experience in planning/programming, design, construction and facilities steward-ship within the private sector and public government. He is experienced in all aspects of program and project man-agement, planning, design and execution of design-build and design-bid-build of classified and unclassified proj-ects. Perlenfein manages in-house and consultant project managers, architects, engineers, planners, programmers, construction managers, contract specialists and profes-sional support staff. He also participates in government-focused industry advisory councils and in the development of agency-wide national design prototypes.

Todd Rich is the manager of Web and Graphic Systems with the Design-Build Institute of America, Washing-ton, D.C., as well as a contributing editor to IntegrationQuarterly. A member of the DBIA staff since 1997, Rich is currently responsible for the organization’s electronic communications and website, as well as writing for its quarterly journal. She also serves as managing editor for Design-Build Insight, DBIA’s weekly electronic newsletter, and copyeditor for DBIA’s print and electronic communi-cations. In the past, Rich was responsible for designing DBIA’s print communications as well, serving as graphic designer and contributing editor for Integration Quar-terly’s predecessor, Design-Build Dateline, and many of DBIA’s promotional materials. Before joining DBIA, Rich worked for the American Council for Engineering Com-panies (ACEC), where she was a graphic designer and webmaster and provided training, documentation and first-stage tech support for the office’s systems.

Osbourne K. Sims, III, is the president and CEO of Sims Properties Development and Management, Inc., a total property development group capable of handling projects from inception to completion, whose services include project feasibility studies, financial proformas, financial packaging (public and private), commercial and residential design and construction and property man-agement. Before starting his own firm, Sims was the chief architect and space facilities officer for the U.S. Environ-mental Protection Agency’s Region V.

2012 IDEAS2 Awards jury, from left: Andy Johnson, Ted Hazledine, Eric Liobis, Wayne Perlenfein, Asma Momin, Daniel Labriola, Todd Rich, Osbourne K. Sims, III.


National Award—Greater than $75 MillionIRVING CONVENTION CENTER, IRVING, TEXAS

The new Irving Convention Center was conceived to garner attention—but just the right amount. Architect RMJM’s stacked design allows the building to act as a

landmark visible from many points in the surrounding area, while at the same time minimizes the building’s footprint in order to conserve land for other development. The build-ing, located on the northwest corner of a 40-acre tract in the heart of the Las Colinas development in Irving, Texas, is the first of several phases of a new entertainment district.

The stacked design placed the conference rooms and ballroom above the convention center floor. In order to achieve the approximately 190-ft span above the column-free space, structural engineer Datum Gojer used a set of four trusses: three catenary trusses and an arch truss, all ap-proximately 40-ft deep.

The catenary-style trusses were used to support the majority of the floor and use a catenary bottom chord, in straight segments between work points and extending down from the fourth-floor ballroom level to well within the convention space. The arch truss supports the west end of the elevated floor plates. In addition to architectural

limitations that precluded the use of the catenary truss at this location, the arch truss had the added benefit of allowing a clear, diagonal-free space to place egress corridors. These unconventional truss assemblies drastically reduced the required steel tonnage, and their depth also reduced the required section sizes, allowing all material for the buildings to be acquired domestically.

The upper floors are contained in a copper-clad box struc-ture that is elevated above the exterior terrace level and ro-tated 20° relative to the main building grid. This configuration created long cantilevers at each of the four corners of this copper-clad box. In addition, the structure used to support the copper-clad box is exposed and visible within the build-ing at the ballroom level and silhouetted at night when backlit through the copper cladding. Site-assembled trusses act as both the structural support for the roof and the backup for the copper cladding, and cantilever at all four corners of the box, up to 117 ft.

The top of the podium level is an exterior terrace, acces-sible from both the ground and from the third-floor confer-ence level by exterior monumental stairs. The terrace extends

Terry Wier Photog

raphy


the entire length of the south side of the building, including above the two main entrances on the lower-level corners. These entries were conceived by the architect as floor-to-ceiling glass wrapping the corners, without visible structural support. To achieve this, Datum Gojer designed two sets of trusses, cantilevering as much as 150 ft toward the corner in each direction. These trusses were analyzed together to re-duce deflections at the head of the glass and minimize vibra-tions of the occupied terrace.

Minimizing the weight of the elevated box structure while maintaining good vibration performance in the ball-room and meeting rooms was a significant challenge, and the weight of the floor plates directly affected the steel ton-nage required for the long-span catenary and arch trusses over the floor. The final upper-level floor assembly uses cas-tellated beams at 15 ft on center, supporting a lightweight concrete slab. This system minimized steel tonnage while also offering a relatively stiff floor.

Owner/DeveloperIrving Convention Center, Irving, Texas

Owner’s RepresentativeBeck Group, Dallas

ArchitectRMJM (formerly Hillier), Princeton, N.J.

Structural EngineerDatum Gojer, Dallas

General ContractorAustin Commercial, Dallas

Steel TeamSteel FabricatorW&W Steel, Oklahoma City, Okla. (AISC Member/AISC

Certified Fabricator) North Texas Steel, Fort Worth, Texas (AISC Member)

Steel DetailerInternational Design Services Inc., Maryland Heights, Mo.

(AISC Member)

Steel ErectorBosworth Steel Erectors, Dallas (AISC Member/(AISC

Advanced Certified Steel Erector)

really show off the

—Dan Labriola”

“The night viewsof this building

and the ‘translucent’ skin

steel structure.

Terry Wier Photography

Terry Wier Photog

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Merit Award—Greater than $75 MillionUCSF RAY AND DAGMAR DOLBY REGENERATION MEDICINE BUILDING, SAN FRANCISCO

Big things are being studied at a tiny level at the new Ray and Dagmar Dolby Regen-eration Medicine Building (RMB), perched

behind the University of California, San Francisco (UCSF) Parnassus Medical Center in San Francisco.

The 68,500-sq.-ft facility houses 25 principal in-vestigators and their teams whose job it is to study tissue development and cell-based approaches to treating diseases. The building’s design encour-ages collaboration through the creation of four open labs, which are interconnected by shared break rooms and offices that look out upon green roof terraces. The design was based on conceptual “bridging” drawings developed by Rafael Viñoly Architects of New York and the San Francisco office of Nabih Youssef Associates.

The 650-ft-long by 65-ft-wide building sits on a steep hillside adjacent to an existing access road—the vertical slope of the hill is almost 60° towards the western end—and the plan mimics the ser-pentine shape of the road as it twists and turns up the hill. Each of the four open labs is contained in a structural “pod,” each 150 ft in length. The pods terrace up the hillside from east to west with a one-half story step between each pod. The west-ernmost lab aligns with the grade of the existing access road grade; however, the road’s steep gra-dient creates a large elevation difference between the eastern lab and the road below. As a result, some foundation elements cantilever above grade by as much as 30 ft.

Each pod consists of a conventionally framed steel superstructure supported by an HSS space truss below. Exterior walkways are cantilevered 7 ft to 14 ft off the north side of the building to provide additional circulation between the pods. The space truss provided an efficient means of accommodating the horizontal sweeps of the road and vertical slopes of the terrain. Early collaboration with the steel fabricator and erector, Schuff Steel, allowed the truss details to be coordinated with their fabrication and erection plan. In some cases, more fabrication-intensive connections were favored to expedite field construction and improve the reliability of the final product. This collaboration, in combination with the use of building information modeling (BIM), significantly reduced the number of RFIs and kept the structure on schedule and budget.

The HSS space truss and exterior walkways were exposed in their final condition. As such, architec-turally exposed structural steel (AESS) requirements were incorporated into their design and construc-tion. These requirements varied from simply re-moving weld and erection aids for visually distant members to grinding welds, providing constant gaps and aligning bolt heads for more accessible areas. Working with UCSF, the design-build team

was able to balance their aesthetic needs with the budgetary limitations to produce an elegant and dynamic exposed structure.

Because of RMB’s close proximity to the San Andreas Fault (about six miles), UCSF desired an increased level of seismic performance for the structure to protect the building and its contents from damage in a significant earthquake. Given the unique architectural design and stringent per-formance requirements, base isolation was select-ed as the design solution that best balanced the project requirements. “Triple Pendulum” isolation bearings, manufactured by Earthquake Protection Systems of Vallejo, Calif., were selected because of their ability to limit the torsional response of the long and narrow structure. Based on nonlinear re-sponse history analysis, the structure is anticipated to move a maximum of 26 in. laterally and 2 in. ver-tically during a maximum considered earthquake.

Initial analysis indicated that the narrow build-ing configuration resulted in the tendency for the structure to “tip” during an earthquake. Since the isolation bearings cannot resist tension directly, the team had to conceive a solution that could resist the required 200-kip tension force at any point of the building’s travel. Structural engineer Forell/Els-esser, in collaboration with Schuff Steel, created a custom dynamic uplift restraint device, which con-sists of two pairs of rollers that ride on curved tracks that are interconnected by an articulating linkage assembly. The performance of the uplift restraint was successfully verified by shake table testing at the University of California, San Diego.

The building is connected to the ninth floor of the adjacent Medical Sciences Building by a 140-ft-long steel bridge, which uses “through” plate girders to span the long distance. An architecturally exposed HSS and bare metal deck roof provide pedestrians sanctuary from the elements. The bridge is vertically supported by an 8-ft-diameter concrete shell at the north end and a steel service elevator tower to the south. The concrete shell and steel tower also provide lateral support for the bridge by cantilevering from their foundations more than 90 ft below. The bridge is seismically separated from RMB and the Health Sciences Building to permit the anticipated 3 ft of differential lateral movement.

RMB is the first LEED Gold Certified project to receive an Innovation in Design (ID) Credit for high-performance seismic design. Forell/Elsesser was able to show that the base isolated design resulted in a 40% reduction of structural materials and 43% reduction of CO2 over a conventionally designed structure of equal seismic performance. In addition, the design-build process saved UCSF approximate-ly $20 million and two years on their schedule.


Owner/DeveloperUniversity of California, San Francisco Capital

Programs and Facilities Management,San Francisco

Owner’s RepresentativeNova Partners, Palo Alto, Calif.

ArchitectsRafael Viñoly Architects, New YorkSmithGroupJJR, San Francisco

Structural EngineersForell/Elsesser Engineers, San FranciscoNabih Youssef Associates, San Francisco

General ContractorDPR Construction, San Francisco

Steel TeamSteel Fabricator and ErectorSchuff Steel, San Diego (AISC Member/(AISC

Certified Fabricator; AISC Advanced Certified Steel Erector)

build without steel.—Eric Liobis

A uniquely challengingbuilding that would havebeen impossible to

”

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What a cantilever!—Dan Labriola

”“

Thornton Thomasetti


Merit Award—Greater than $75 MillionPENNSYLVANIA STATE UNIVERSITY—MILLENNIUM SCIENCE COMPLEXSTATE COLLEGE, PA.

Penn State’s Millennium Science Com-plex was conceived to create shared and specialized spaces to house the

Huck Institutes of the Life Sciences and the Materials Research Institute. Together, the Institutes provide hands-on opportunities for research in human health, energy and materials science.

The 275,600-sq.-ft building consists of two four-story wings that each cantilever 154 ft to meet over a dramatic entrance plaza, with an opening in the roof struc-ture to allow sunlight to reach the garden below. Constructed upon micropiles, the building is an all-steel framed structure with concrete reinforcement and is clad in a combination of precast, curtain wall and metal panels. Moment and braced frames comprise the lateral force resist-ing system in the wings of the building.

One of the Institutes’ goals was to build laboratory facilities capable of housing highly sensitive and specialized equipment and instruments, along with conference spaces, common areas and office space for faculty and research staff. The specialty areas include 40,000 sq. ft of quiet labs requiring shielding from vi-bration and electromagnetic noise, and a 10,000-sq.-ft nano-fabrication laboratory requiring clean room access and vibra-tion protection.

The design team located the nano-fabrication lab within a structurally iso-lated area that floats within the building to eliminate vibration from surrounding effects. In addition, typical bay sizes were restricted to 22 ft by 22 ft to achieve bet-ter vibration performance. The quiet labs are also structurally isolated from the rest of the building and situated on 24-in.-thick slabs on grade beneath the plaza of the complex.

The cantilever is supported by two ta-pered steel trusses, one per wing, both of which involved intricate connection designs that were complicated by nu-merous simple-span trusses and braced hanger frames framing into the tapered trusses. Wind tunnel tests were conduct-ed to overcome the isolation issues and to determine possible vibration effects from multi-directional wind loads on the cantilever—a critical factor in a laboratory building with sensitive equipment.

Overall, the Millennium Science Com-

plex uses 4,200 tons of steel, which took 60,000 labor hours to fabricate. Erection of the steel framework took 22,000 hours using four cranes and a peak of 75 iron workers, with some field welds taking as long as three 10-hour days apiece to complete. Erection consultant C.S. Da-vidson provided an erection sequencing plan, complete with an analysis of the an-ticipated deflection, and designed tem-porary shoring columns to support the cantilever trusses during construction. Steel erection was so complex and the design required such high accuracy that a local survey firm, Sweetland Engineer-ing & Associates, Inc., was brought in to take readings of the cantilever trusses during construction to ensure accurate placement.

The entire project team, led by structural engineering firm Thornton Tomasetti, collaborated effectively in the use of building information modeling (BIM) technology, using Autodesk Revit as a primary tool for information exchange and coordination during the design and construction phases. This enabled the whole project team to be consistent with each design aspect throughout the duration of the project—a necessity on such a large and complex design. Using BIM also allowed steel procurement and detailing to be expedited, reducing construction costs and keeping the project on schedule.

Owner/DeveloperPenn State University, University Park, Pa.

ArchitectRafael Viñoly Architects, New York

Structural EngineerThornton Tomasetti, Newark, N.J.

Connections EngineerC.S. Davidson, Inc., York, Pa.

General ContractorWhitingTurner Contracting, State

College, Pa.

Steel TeamSteel Fabricator and ErectorKinsley Manufacturing, York, Pa. (AISCMember/AISC Certified Fabricator; AISC Advanced Certified Steel Erector)D

an PalotasThornton Thom

asettiR

afael Vinoly A

rchitects


National Award—$15 Million to $75 MillionROBERT B. AIKENS COMMONS – UNIVERSITY OF MICHIGAN LAW SCHOOL, ANN ARBOR, MICH.

The University of Michigan Law School, constructed in the 1930s around a quadrangle on the Ann Arbor campus, inhabits one of the most beautiful examples

of university gothic architecture in the country. And while the tree-shaded open spaces and the cathedral-like library are among the most cherished spaces on campus, the Law School itself has always lacked a central community space to bring its members together.

The Robert B. Aikens Commons was conceived to fill that void, providing students, faculty and staff with a meeting space that would draw them together in a public square. Along-neglected courtyard, nestled between grand academic

halls, was selected as the location for this new community space. Hartman Cox-Architects envisioned a grand sky-lit atrium and selected steel to create a stunning meeting space that complements and accentuates the surrounding historic structures.

The atrium roof is a lattice of gently curved HSS 8×3×14members, consisting of 54 curved ribs and four tiers of purlins. These members allowed for exceptionally clean de-tailing and were pre-assembled in the fabrication shop prior to being shipped segmentally to the site for erection. The roof is supported by eight tree-like columns fabricated from W24×84 sections. Each column extends through the main

can coexist with tradition.”

“

—Asma Momin

The building defineshow modernity

SDI Structures

SDI Structures

SDI Structures


floor slab to the lower-level space below, providing an op-portunity to create fixity at the column where it penetrates the slab. This fixity creates lateral stability for the atrium, which is subject to unbalanced wind loads and snow loads. An HSS perimeter member creates an attachment surface for both a gutter and an expansion joint. The lateral stability created by the trees, working in conjunction with the perim-eter expansion joint, ensures that virtually no gravity loads and no lateral loads reach the walls of the historic stone structures surrounding the courtyard.

Besides creating a successful community space, improve-ment of pedestrian traffic routes between the Law School buildings was also necessary, and a new Gothic-style HSS truss bridge, crossing over the atrium, spans between two buildings: Hutchins Hall (an academic building) and an un-

used tower in the adjacent William W. Cook Legal Research Library. The pedestrian route is completed, despite a signifi-cant change in elevation, through use of a two-stop elevator cradled in the tower on a new grid of W24×94 members.

Owner/DeveloperUniversity of Michigan Law School, Ann Arbor

Architects Integrated Design Solutions, Troy, Mich.Hartman-Cox Architects, Washington, D.C.

Structural EngineerSDI Structures, Ann Arbor

General ContractorWalbridge, Detroit

SDI Structures

James H

aefner

National Award—$15 Million to $75 MillionCENTRA AT METROPARK, ISELIN, N.J.

The Centra at Metropark office building was built with expansion in mind, in terms of both adding to an ex-isting project and encouraging future additions. The

project involved renovation and expansion of an existing four-story office building, adding 30,000 usable sq. ft to an existing 80,000-sq.-ft building to draw future development to the site. Light wells were added to the existing 20,000-sq.-ft basement and a central oculus was constructed, mak-ing the space usable. An additional 10,000 sq. ft was added above the roofline, adding a fifth floor.

The architect envisioned a high ceiling at the entrance of the building in order to allow light into the basement. This was achieved by reconfiguring and expanding the topmost office floor plate from an L-shape to a rectangle. With a goal to have a minimal column foot print area, a 50-ft-tall signa-ture “tree” column was created for the addition. The col-umn’s “trunk” extends from the ground and then branches out in three directions to support the long-span trusses car-rying the expansion.

The top of the branches connect at the fourth floor to form a triangle while the center trunk support is located at the centroid of this triangle to minimize unbalanced mo-

ments on the column. The sectional area of the branches was reduced with the height, and the entire tree column was constructed using 1-in.-thick plates welded together. Lateral forces due to unbalanced loads were calculated, and these loads were included in the analysis and design of the building’s lateral system. A 5-ft-thick isolated footing was designed to support the tree column loads, and this footing was anchored at four corners using rock anchors to prevent uplift from overturning.

The tree column, including the branches and the trunk, had to be fabricated separately. Three strategically placed splice locations were chosen, and the pieces were lifted onto scaffolds and welded in place. The architect, Kohn Pedersen Fox, wanted a “floating structure” appearance on top of the branches and trusses at the fourth floor. Therefore, the faces of the branches were offset in-board right below the fourth floor soffit, and a smaller triangular stub was continued to connect to the underside of the long-span trusses. The in-side of the tree column was filled with concrete at the site to add lateral stability.

Two 120-ft floor-height trusses at the south and west sides of the fourth floor were designed to carry the loads


while providing additional stability.—Todd Rich

”

“The single branching columnbrings in an organic element

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imposed from the fourth floor and the roof. The architect wanted to mimic the tree column’s irregularity in the exposed diagonals of the trusses, so the truss pan-el point spacing was varied. Each truss spanned 96 ft between supports and cantilevered out 24 ft to the other truss in the perpendicular direction. All truss diagonal connections to the top and bot-tom chords were welded, and the exist-ing perimeter columns supporting these trusses had to be significantly reinforced with structural steel plates. The footings supporting these columns were also en-larged to accommodate additional grav-ity loading.

The new addition added consider-able lateral wind and seismic loads to the existing moment framed steel struc-ture that had to be resisted by the lat-eral system. The existing system was un-able to take the additional loading and was abandoned for a new braced frame retrofit. Five new braced frames were lo-cated around the existing elevator and stair cores and were designed for the entire building’s lateral loading, as well as for the unbalanced load from the tree column. These braces were located be-tween the existing columns, which were reinforced with steel plates for additional loading. The spread footings at these columns were also enlarged by doweling the reinforcing into the existing footing and also installing post-tensioning rods. Rock anchors at these footings were also used to hold down the lateral columns.

The project is pursuing LEED certifi-cation. By opting not to tear down the existing building and reusing the exist-ing steel structure, floor plates, roof deck and 50% of the core elements, waste was considerably reduced and valuable resources saved.

Owner/DeveloperHampshire Real Estate Cos.,

Morristown, N.J.

ArchitectKohn Pedersen Fox, New York

Structural EngineerDeSimone Consulting Engineers,

New York

General ContractorTishman Construction Corp.,

Newark, N.J.

Steel TeamSteel FabricatorBerlin Steel, Malvern, Pa. (AISC

Member/AISC Certified Fabricator; AISC Advanced Certified Steel Erector)


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National Award—Less than $15 MillionROBERT I. SCHRODER PEDESTRIAN OVERCROSSING, WALNUT CREEK, CALIF.

The new Robert I. Schroder Overcrossing provides safe passage for pedestrians and bicyclists over a major traf-fic intersection in Pleasant Hill, Calif. The bridge is the

centerpiece of a transit village consisting of commuter railway station and a high-density, residential and commercial devel-opment, and serves both commuters approaching the station and recreational users of the 33-mile long Iron Horse Trail.

Surrounding elements—transit easements on the trail’s surface for a future light-rail or streetcar system, 115kV power lines hanging directly over the project site, oak trees that the community was determined to preserve, underground utilities and multiple property rights issues—created boundaries within which the bridge’s design needed to fall (although the over-head power lines were eventually moved slightly). To avoid hit-ting the trees and utilities, the design team twisted the bridge’s body into an elongated S-shape. In order to take up as little surface space as possible and avoid hitting any underground utilities, the structure relies on an unusual support system; the arches on either side emerge from a single common point at ground level, then tilt away from one another at approximately 20° as they rise, leaving room in the middle for the bridge deck to rest. As a result, the support infrastructure underneath takes up only about half the space of a typical bridge.

To encourage community buy-in and create a lasting point of pride for the region, the team placed a great deal of em-phasis on the bridge’s aesthetics. While there are no parts on the bridge that are exclusively decorative—every element serves either a structural or safety function—each design de-cision was carefully considered from a visual and a functional perspective. For structural components, this meant making each piece as light and elegant as possible. The most vis-ible structural support, the double arches, comprise welded groupings of three 10-in.-diameter HSS members, which are joined by steel plate stiffeners at 14-ft intervals and bent con-tinuously to form curves. The three-pipe grouping creates in-tricate shadow displays that change throughout the day and a visual rhythm that gives the structure a sense of dynamism. The two ground-level support structures consist of three slim concrete pillars, two of which are tilted to the angle of the arches, and appear almost too slim and delicate to support the bridge’s weight.

To create a feeling of openness, structural engineer Arup also eliminated the need for the arch segments to touch above the deck. A steel beam linking the two pairs of inclined buttress columns that support them under the deck ensures adequate structural support, giving pedestrians and bikers an unobstructed view of the sky.

The underside also received consideration due to its visual prominence from the ground. Because it acts as a continuous beam running throughout the bridge, suspended from the arches by structural hangers, Schroder’s deck requires only about 2 ft of depth at its thickest point, rendering it consid-

erably less bulky than most comparably sized bridge decks. This slender profile is enhanced by the curving underside, shaped to resemble the hull of a boat, a modification that also increases rigidity. Regularly shaped ribs provide visual rhythm to the deck, making visible the structural action of the hangers supporting it.

The project team’s emphasis on intelligent, efficient use of materials translated directly into a more environmentally friendly project. The push to craft a lightweight, minimal de-sign with no superfluous elements significantly reduced the amount of steel used in the bridge; the total count was only 230 tons, or an average of 66 lbs per square foot, of deck plan across the entire structure—a very small figure compared to most bridges of this type.

Owner/DeveloperContra Costa County Public Works Department

ArchitectMacDonald Architects, San Francisco

Structural EngineerArup, San Francisco

General ContractorRobert A. Bothman, Inc., San Jose, Calif.

Steel TeamSteel FabricatorMountain States Steel, Lindon, Utah (AISC Member/AISC

Certified Fabricator)

Steel DetailerAxis Steel Detailing Inc., Orem, Utah (AISC Member)

Steel ErectorAdams & Smith Inc., Lindon, Utah (AISC Member/AISC

Advanced Certified Steel Erector)


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National Award—Less than $15 MillionCAMPUS COMMONS – THE STATE UNIVERSITY OF NEW YORK, NEW PALTZ, N.Y.

The State University of New York at New Paltz has taken a new approach to the concept of a university commons area. The new Campus Commons on the school’s cam-

pus is a three-level steel and glass “winter garden” addition to a 1970 student union building. Taking its inspiration from the forms of the nearby Shawangunk Ridge, it spans over and fills in a previously underutilized plaza courtyard.

In order to span over and enclose the courtyard with a column-free space that will also allow for future flexibility, the project team designed a structural tube “stress skin” system for the addition that recreates the angular forms of Shawangunk Ridge, an internationally known rock palisade in the nearby Catskill Mountains. Uniform 4-in.-sq. HSS sections were fabri-cated in large planar sections in the shop, then erected on-site before being spray-coated with intumescent paint to meet the required fire rating. The erection of the entire steel enclosure was completed in less than two weeks.

To resist the dead load and wind uplift on the roof, a 1-in.-diameter stainless steel cable and 2-in. down rods were used to transform the stress skin on the horizontal roof plane into a se-ries of trusses and hold-downs. Ceramic fritted glass, patterned with an abstracted digitized version of the tectonic plates of the Shawangunk Ridge, was placed on top of the stress skin to create the enclosure.

The distinctive geometry of the steel and glass enclosure

demanded creative use of structural analysis and design software, as well as sequential prefabrication of portions of the steel assembly. Ikon.5 architects, Robert Silman Associates and Altieri Sebor Wieber (the mechanical engineer) worked intensely and collaboratively in integrating the architectural, structural and infrastructure systems, as all of these systems are exposed and therefore part of the visitor’s experience.

Structurally, the atrium is composed of six main surfaces (eight if you include the small beveled corners), with an exposed superstructure of tubes and cables that form a column-free net on which glass panes are placed. Welded HSS members, 4 in. by 4 in., provide the majority of the structure. Because of snow load, the HSS on the upper and lower roofs is supplemented with steel bars and cables to form out-of-plane trusses, where the HSS acts as the top chord. The HSS on the roofs is supple-mented by hold-down cables anchored down to panel points on the sidewalls to address wind uplift.

The “ridge” surface is formed geometrically as the step in el-evation between the low roof and the high roof, and the 100-ft spanning “truss” formed by the HSS in this plane was increased to 14-in. by 4-in. members for the top and bottom chords. Field connections to assemble the atrium surfaces onsite were gener-ally performed by welding at exposed locations and bolting at hidden locations.

The steel of the atrium is supported on a more conventional

and unique geometry

The potential of steel designis apparent in the free formed

—Asma Momin

of the building.

“

”


structure at the new occupied floor level: steel framing with con-crete slab on deck, with lateral resistance provided by moment frames and braced frames. A partial floor mezzanine also floats within the space, supported partly by columns and partly by rod hangers up to the ridge truss. The new structure is founded on mini-caissons down to rock, with concrete caps and grade beams supporting the basement slab. It is seismically separated from the existing plaza and building complex.

Working within a strict budget of a publicly funded project, the design used repeated structural sections types in the steel-work, which served to simplify fabrication. In addition, varying the HSS wall thickness reduced the overall steel tonnage, mak-ing it cost-effective without sacrificing aesthetics. With the ex-pressed steel grid, a very economical glazing system could be employed and easily installed due to the relative frequency of local structural support.

The expressive new addition improves the experience of entering the university while tying the campus back to its sur-rounding, distinctive landscape. Set upon the existing concrete plinth, the new structure draws an intense but elegant contrast between the old and new construction. The 12,000-sq.-ft addi-tion includes meeting rooms, a game lounge, a study mezza-nine, group study rooms and a large, informal commons, while the revitalized 10,000 sq. ft of space in the adjacent existing building accommodates the renovated bookstore, a food court and a gallery for social functions.

A sustainable, high-performance building, the new com-

mons has been designed to reduce energy consumption and provide a healthy, light-filled interior environment for the cam-pus community. The ceramic-fritted glass enclosure permits transparency while controlling solar gain, and low- or zero-impact mechanical and electrical support systems are included throughout. The Commons is designed to achieve a LEED Silver certification through its use of daylight harvesting and views, radiant heating and cooling, use of recyclable materials and photo-optic lighting controls.

Owner/DeveloperThe State University of New York at New Paltz

Architectikon.5 architects, Princeton, N.J.

Structural EngineerRobert Silman Associates, New York

Mechanical EngineerAltieri Sebor Wieber, LLC, Norwalk

General ContractorNiram Construction, Booton, N.J.

Steel TeamSteel FabricatorErection and Welding Contractors LLC, New Milford,

Conn. (AISC Member/AISC Certified Fabricator)

All p

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Merit Award—Less than $15 MillionPEDESTRIAN WALKWAY—ST. JOSEPH’SMEDICAL CENTER, STOCKTON, CALIF.

The pedestrian bridge at St. Joseph’s MedicalCenter in Stockton, Calif. is a 320-ft-long steel-framed covered structure that connects the ex-

isting hospital to a new patient pavilion. The bridge has five equal main spans, each about

60 ft long, and one end span that is 20 ft long. The main columns are 20-in.-diameter HSS members lo-cated 6 ft outside of the walkway footprint. These columns extend vertically about 17 ft above the walkway roof. The walkway is hung from these main columns with rigid diagonal tension/compression members. The main columns penetrate the existing plaza level waffle structure and are supported by new footings at the basement level. The walkway at both ends is separated from the existing and new hospital buildings by seismic expansion joints.

The overall structural configuration is relied upon to effectively reduce column eccentricity by placing columns on both sides of the walkway so that the center of mass of the overall bridge is located very close to the center of rigidity of the columns. Inter-nal redistribution of torsional forces is made possible by designing the walkway walls, floor and roof as full trusses. The resulting effective eccentricity in columns below the floor level is less than 1 ft whereas the ap-parent eccentricity at each column is about 11 ft. The torsional strength and stiffness of the walkway are also used to effectively “fix” the top of all eccentri-cally placed columns in two horizontal directions. The resulting lateral resisting system is equivalent to a mo-ment frame structure in two horizontal directions even though it uses only one continuous “beam” (walkway truss) eccentrically placed outside the column lines.

The main columns and walkway longitudinal top and bottom chords are detailed and designed as continuous. All other members are designed as simply connected, including columns to the founda-tion, in order to reduce forces in the members and the foundation and to reduce the stress gradient in the joints and connections. The existing waffle slab at the plaza level is used as a lever point, along with the foundation pin connection, to efficiently create fixity at the base of columns, and the walkway struc-ture is used to create fixity at the top of the columns. Therefore, the columns in this bridge act as though they are fixed at top and bottom in both directions, all by using simple end connections.

The resulting final configuration is very efficient as a structural system with a steel weight of about 830 plf. For comparison, an earlier design scheme with cantilevered wide-flange columns located directly under the bridge had an estimated structural steel weight of about 1,080 plf.

The bridge embraces the main arrival plaza link-ing the services of the new Women’s and Children’s Pavilion with the existing hospital. The overall shape of the bridge is very pleasing and dramatic in its curves, giving the viewer a feeling that the structure

”

“

—Andy Johnsonshowing weight savings.

Interesting visually because of its

geometry and attention to

interesting technicallybecause of its efficient design,

attractive detailing,

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is floating in space since, the slender supporting columns are placed ec-centrically outside of the walkway footprint. HSS were used to reduce the overall dimensions, and twin round HSS members were used as wall diagonals to visually reduce the profile while at the same time increasing the number of connections and thus reducing the length and stress at each connection point.

Owner/DeveloperSt. Joseph’s Medical Center, Stockten, Calif.

ArchitectAnshen+Allen Architects, San Francisco

Structural EngineerESE Consulting Engineers, Benicia, Calif.

General ContractorTurner Construction Co., Sacramento, Calif.

Steel TeamSteel Fabricator, Detailer and ErectorOlson Steel, San Leandro, Calif. (AISC Member/AISC Certified

Fabricator; AISC Advanced Certified Steel Erector)

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Merit Award—Less than $15 MillionGREAT AMERICAN TOWER AT QUEEN CITY SQUARE ROOFTOP TIARA, CINCINNATI, OHIO

The steel tiara that crowns the 41-story Great Ameri-can Tower at Queen City Square—Cincinnati’s tallest building—is an iconic presence on the city’s skyline.

The 400-ton, 130-ft-tall tiara was conceived by Gyo Obata, a founder and design principal of HOK. Obata was inspired by a photograph of a tiara worn by Diana, Princess of Wales, and by Cincinnati’s nickname, the Queen City.

Several design iterations were required to ultimately pro-duce a cost-effective and graceful crown. Working closely with HOK, structural engineer Thornton Tomasetti helped rational-ize the tiara’s geometry and produced a structural framing lay-out that could easily be fabricated and constructed. Thornton Tomasetti also provided HOK with a detailed 3D Tekla model containing all proposed framing sizes, geometries and connec-tion information. The Tekla model enabled HOK to approve the aesthetic appearance of the structure before shop drawing

production, thereby facilitating a smooth shop drawing prepa-ration and review process.

The tiara has a hyperbolic silhouette and its plan dimensions measure 159 ft in the east-west direction and 93 ft in the north-south direction. Geometrically complex, it is composed of 15 ornamental arch elements uniformly supported by 14 arching columns woven through the tiara, creating a two-way support system. It features more than 750 individual HSS elements, ranging in diameter from 4 in. to 16 in. The smallest of the tiara’s members account for nearly 50% of the pieces and serve to improve the aesthetic appearance of the structure. Funda-mentally, the tiara is a self-supporting, two-way space frame possessing stiffness and strength both vertically and laterally.

To overcome complexities associated with the irregular geometry of the tiara, Thornton Tomasetti collaborated closely with Owen Steel Company and Runyon Erectors regarding

Wow, ICONIC!!”“—Wayne Perlenfein

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shipping methods, delivery methods and potential erection procedures for structural steel framing members. Load-bearing structural framing members needed to be designed to the tightest tolerances. To help ensure this, Thornton Tomasetti suggested a network of subassemblies for these members that were shop fabricated, leading to fewer construction components and allowing for geometric verification of the elements before erection began. They also provided on-site fabrication consultation, assisting in the development of specialized tools that helped specify geometry of the members where control points were inaccessible due to their location within the volume of the HSS members. This collaborative, shop-intensive process amounted to 80% of the assembly effort, reducing the number of pieces handled in the field and resulting in a total number of field modifications not exceeding 1% of the more than 750 individual components of the structure.

Owner/DeveloperPort of Greater Cincinnati and Eagle Realty Group,

Cincinnati

ArchitectHOK, St. Louis

Structural EngineerThornton Tomasetti, Chicago

General ContractorTurner Construction Co., Cincinnati

Steel TeamSteel FabricatorOwen Steel Company, Columbia, S.C. (AISC Member/

AISC Certified Fabricator)

Steel DetailerThornton Tomasetti, Inc., Chicago

Presidential Award of Excellence in Engineering and ArchitectureKAUFFMAN CENTER FOR THE PERFORMING ARTSKANSAS CITY, MO.

The 400,000-sq.-ft Kauffman Center for the Performing Arts was designed to create a focal point for Kansas City’s burgeoning arts district. And with a 1,600-seat concert

hall, 1,800-seat ballet/opera house, café, garden and under-ground parking garage, it certainly commands attention.

Actually three buildings in one, the Kauffman Center required different structural approaches for different areas. In the two per-formance halls, for example, key issues included the need to cre-ate wide, column-free spaces and support the sound-reflecting concrete ceilings. Structural engineer Arup’s solution included straight, long-span steel trusses (90 ft in the opera house and 115 ft in the concert hall) tapered in depth to provide greater strength where needed.

For the exterior shell, the geometrical complexity of the architectural design presented a very different challenge. For the unique toroidal roof, Arup devised an efficient truss system made of single-direction rolled steel. The design is based on roof trusses curved out of plane by rolling the truss chords to produce the toroidal shape. The trusses are laterally braced from rotation by the intermediate radial roof members (curved the hard way) and the constant tension imposed by the southern cable net. The multifaceted curved-back surface is also made of curved trusses, but this time curved in-plane. The various facets look different, but are actually identical rolled sections made to look unique by varying the center point of a constant radius.

When it came to the atrium, an exterior pre-stressed stain-less steel cable net was used to support the roof and walls, thus avoiding the need for interior columns and beams, to achieve the desired spacious, open quality in the glass-roofed lobby. Splaying the external cables allowed lateral bracing to be omit-ted, as well as facilitated the use of clear, open glazed walls.

The structure’s cable-net roof presented a number of unique opportunities for advanced collaborative engineering. Cables typically perform poorly in fires, and consequently require cost-ly, bulky fireproofing sleeves. The fire and structural engineers worked together to eliminate the need to encase the cabling.For instance, for the passenger drop-off point, digital models demonstrated that substituting high-strength rods for cables on the building’s exterior would permit the elimination of fireproof-ing (because mechanical connections have higher heat resis-tance, the rods dissipate the heat gained by the fire).

For the interior, Arup modeled the fire-induced release of several cables in a fire scenario, proving that those cables within the flames’ reach were not critical to the vertical support of the glass. For the vertical column masts, which are critical to atrium support, intumescent paint treatments were used to keep profiles as slim as possible.

The architectural design features steel on the building’s north-south-facing sides, which are curved, and concrete on the east-west-facing sides, which are flat. In the lobby, ex-posed stainless steel masts, cables and a truss spanning both walls combine with the massive glass walls to create a dra-matic setting for events and gatherings. In the concert hall, stainless steel mesh forms the backdrop for the stage.

Modeling and analysis were particularly important to a structure with such an unusual shape, as was early integration and sharing of these models with specialty contractors. Shar-ing the stiffness results of the structural model with the cable


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othy Hursley.


supplier and general contractor allowed the cable supplier to bracket anticipated structure movement and check glass deflection and warping. Likewise, the contractor shared the cable stressing and construction sequence with the design team. This allowed the design team to check the frame per-formance over the sequential stressing operation.

For the cables supporting the glass lobby structure, non-linear analysis and form-finding were used to balance the effects of gravity, wind and other conditions and determine the most structurally efficient shape.

Of course, being a performance venue, acoustical con-siderations were of the utmost importance. To provide the best possible sound in the two performance halls, a “box-in-box” approach was employed. The dense concrete walls of the two performance spaces provide acoustical benefits. The halls are covered by long-span steel trusses support-ing two separate layers of sound-reflecting concrete caps. These two buildings are then covered again by an external steel-trussed shell and glass roof. In the finished building, the outer steel shell roof helps block vibration and noise from the surrounding city, while the glass roof provides a circulation link between the halls.

In addition to acoustical benefits, the split in materials saved time and money and the construction schedule was shortened by several months. While the detailed design, approval and fabrication for the steel portions were underway, concrete was

formed, cast and allowed to cure. As soon as steel fabrication was complete and the parts transported to the site, the rest of the building was assembled relatively quickly.

Owner/DeveloperKauffman Foundation/Land Capital Corp., Kansas City, Mo.

ArchitectsSafdie Architects, Somerville, Mass.BNIM Architects, Kansas City, Mo.

Structural EngineersArup, New YorkStructural Engineering Associates, Kansas City, Mo.

General ContractorJ.E. Dunn Construction, Kansas City, Mo.

Steel TeamSteel Fabricator Hirschfeld Industries, San Angelo, Texas (AISC Member/

NSBA Member/AISC Certified Fabricator)

Steel DetailerStructural Solutions, Inc., Fort Worth, Texas (AISC

Member)

Steel Erector The Bratton Corp., Kansas City, Mo. (AISC Member/AISC

Certified Fabricator)

do?Have youseenwhat we

September 28, 2012 www.SteelDay.org

There’s always a solution in steel. Now you know where to fi nd it.

SteelDay® is an annual event hosted by the American Institute of Steel Construction, its members and partners. Plan your SteelDay® visits and see fi rsthand why it makes sense to build with steel.

Today’s structural steel industry is a modern, effi cient business that uses some of the most advanced and effi cient technologies, tools, and processes available. Steel is the most recycled material on the planet, and in terms of environmental friendliness there is no greener building material out there.

@SteelDay

/SteelDay

/SteelDayTV

American Institute of Steel ConstructionOne East Wacker Drive, Suite 700Chicago, IL 60601

312.670.2400 www.aisc.org


A space-saving, economical staggered steel truss system

is helping Ohio State accommodate more students in better facilities in its

South High-Rise Residential District.

WITH A STUDENT POPULATION of more than 55,000, the main campus of The Ohio State University in Columbus is one of the largest in the country. Student housing is therefore a rather large operation—especially with the school’s goal of pro-viding accommodations for all its freshmen and sophomores.

The relatively recent goal of requiring sophomores to live on campus created a deficit of about 3,200 beds. To help meet this demand, OSU is building two new 11-story towers in the South Campus Area, each connecting two existing residence halls. The project also involves renovations to and expansion of five student housing facilities.

Beyond BedsSiebert Hall is 10 stories and, prior to the current construc-

tion, housed 326 students. Steeb Hall is 11 stories (plus a base-ment), housing 460 students. Stradley, Park and Smith Halls are virtually identical 11-story buildings, each with a basement and each housing 460 students, making a total bed count of 2,166.

The project consists of renovating the five existing build-ings as well as two additions that will include a total of 360 new beds. The two new connector towers will connect Stradley and

Park Halls and Smith and Steeb Halls, effectively creating two buildings from four.

But the goal of the renovation and expansion goes beyond just adding beds; it seeks to create a better sense of commu-nity among students, a modernized campus appearance and a LEED-Certified structure. The dormitory renovation and expansion was designed to meet the university’s Interim Green Build and Energy Policy, which involves reducing energy con-sumption and attaining at least LEED Silver status.

Classes and Construction: In SessionBuilding at universities while classes are in session always

presents challenges. Occupancy had to be maintained for resi-dents in adjacent buildings throughout construction, which could not interfere with service deliveries to adjacent buildings. The laydown and staging areas were near the site to avoid dis-ruption elsewhere.

Additional challenges included matching the existing floor-to-floor height of 9 ft, 4 in. while also accommodating an 18-in. difference in the elevation of the floors of Park and Stradley Halls.

The design team ended up choosing a staggered steel truss system because of its fast erection. This system also saves space with smaller columns and permits a relatively shallow floor, similar in thickness to the existing construction. Additionally, fewer columns are used with staggered truss construction, allowing the interior lower levels to be column-free. The sys-tem also worked well with low floor-to-floor requirements of the project. And, it allowed for the innovative aesthetic desired by the project’s architects.

The final layout of the building has plan dimensions of 81 ft between the existing buildings by 40 ft 6 in. Both additions are 11 stories tall, and floor-to-floor heights match and align with existing geometry at the Smith/Steeb addition. At the Stradley/Park addition, where the existing floors were misaligned 18 in.,

Staggered

BY STEPHEN METZ, P.E.

Stephen Metz, P.E., is vice president of Shelley Metz Baumann Hawk, Inc., Columbus, Ohio.

Home


the new floor elevations were placed between the existing elevations, resulting in ramps at each end of the addition to transition to the existing floor elevations. The Stradley/Park addition is built over a basement that houses the chillers and electrical equipment; the cool-ing towers are on the roof of this addition. The exterior facades of both additions are a com-bination of precast concrete, metal panel and curtain wall.

In addition, there were three main challenges that made this particular staggered truss appli-cation (we refer to as a hybrid staggered truss system) special: the two-story space at the first floor lobby, the transfer level at floor three, and the cantilevered student lounges at floors three through nine (all in both new towers).

For the lobby, the architect wanted the first-floor entry to be a two-story space to provide a well-lit, welcoming entry space. The typi-cal configuration of a staggered truss system would have the trusses terminate at the second floor with bracing at the first floor. However, a two-story-high, open space would not allow this. That meant the lateral load resisting sys-tem at the lower two levels had to become a moment frame. In order to make this happen, trusses from floors three to four were placed at every column line, and the bottom chord of the trusses became part of the moment frame. Additionally, a 42-in.-deep upturned plate girder was used as the bottom chord. The depth of the plate girders would not have allowed proper clearance at the second floor walkway if they had been placed so that the top flange was flush with the precast concrete floor, due to the low floor-to-floor height. To allow for headroom, the girders were upturned, so that the bottom flange is just below the bot-tom of the precast. The plate girder had to be notched to allow for the third-floor corridor to pass through the truss. The result is that the bottom chord of all four of the trusses at floors three and four is a 42-in.-deep plate girder with 2½-in. by 10-in. flanges. These trusses are supported by W14×398 columns. The combination of trusses and columns form the moment frame that is the base of the lateral load resisting system in the north-south direc-tion (see Figure 1).

For the transfer level at the third floor, the columns at floors one and two needed to be offset 2 ft, 2½ in. toward the interior from the upper level columns. This was done to allow the lower level columns to be inset from the exterior curtain wall system while the upper columns are within the exterior wall system. This presented a loading challenge: both the gravity and lateral loads had to be transferred

Exterior elevation of the addition. The cantilevered study lounges are on the right.

Notch in upturned girder at the corridor.

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from the upper columns back to the lower level columns. The gravity loads were transferred by using the trusses at floors three to four, and the plate girders that were used in the moment frame were also used as transfer girders for the gravity loads from the upper level columns.

To transfer the lateral loads, a horizontal truss system was used at the third floor. This truss system was designed to trans-fer the lateral reaction from the base of the upper level columns back to the top of the lower level columns. This resulted in the W14×398 lower level columns serving double duty as moment frame columns in both the east-west and north-south directions.

There are two student lounges at opposing corners of the addi-tion at floors three through nine. The lounges extend 19 ft from

the face of the main building and are approximately 15 ft wide. Because of aesthetic desires and site issues, the lounge extensions could not be supported by columns that extend to the ground. Interior space constraints also would not allow for the trusses to cantilever through the space. To provide support, a single steel girder cantilevers from the column as an extension of the truss chord on the other side of the column. This girder supports the entire floor framing in the lounges. To keep the depth and weight of the girder reasonable, a vertical member is moment connected to the end of the girder for stiffness. To counter the eccentricity of the unbalanced loading on the floor, the framing connects to the existing building columns for uplift support.

From the multi-phase schedule to the framing system, all

Figure 1: Typical truss elevations. There are two of each elevation.

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components comprised a new and innovative design process. Providing a design that would allow the new additions to fit between the existing buildings was also challenging, and orga-nization among all parties onsite has been a key to its success thus far. At a project size of 487,000 sq. ft in renovation and 96,000 sq. ft in new construction, the estimated construction cost is $120 million. With an anticipated opening date of May 2012 for Stradley/Park and May 2013 for Smith/Steeb Halls, this renovation and addition defines the long-term direction of the school’s South High-Rise Residential District.

OwnerThe Ohio State University, Columbus, Ohio

Design ArchitectSasaki, Watertown, Mass.

Architect of RecordSchooley Caldwell Associates, Columbus, Ohio

Structural Engineer (Additions)Shelley Metz Baumann Hawk, Inc., Columbus, Ohio

Construction ManagerSmoot Construction, Columbus, Ohio

Steel TeamSteel FabricatorMarysville Steel, Marysville, Ohio (AISC Member/AISCCertified Fabricator)

AISC Lends a HandEngineers can take advantage of AISC resources to explore, select and promote innovative systems on their projects. For the OSU South Residence Halls, Monica Shripka, AISC’s Upper Midwest regional engineer, supported the engineer in the system selection phase. Through the engineer’s invitation, she presented an overview of the benefits, challenges and case studies of the staggered truss system to the entire project team, including OSU representatives.

As the project progressed into the construction phase, AISC organized a presentation and site tour to highlight this innovative application of the staggered truss system. Local engineers, architects and construction professionals learned about the project’s system selection process, design aspects, best practices and lessons learned during a breakfast presentation. Then, everyone had the chance to see the staggered truss system firsthand while walking through the construction site. More info can be found at www.aisc.org/osu.

Contact your local AISC regional engineer at www.aisc.org/MyRegion to engage AISC support. They’re happy to provide support “in your corner” at your next project meeting, and can help you promote your successful steel projects to the local AEC community.

Floors 3 and 4 of the cantilevered study lounge.

AISC

The two new connector towers will increase OSU's South High-Rise Residential District's occupancy by 360.

A photographic appreciation of the Mackinac Bridge.

BY LAWRENCE F. KRUTH, P.E.

WITH A TOTAL LENGTH of five miles, including a suspended portion of 8,614 ft between cable anchorages, the Mackinac Bridge, joining Michigan’s upper and lower peninsulas, is among the lon-gest suspension bridges in the world. Its 3,800-ft main suspended span is exceeded in the U.S. only by San Francisco’s Golden Gate Bridge (4,200 ft) and the Verrazano-Narrows Bridge (4,260 ft), connecting Staten Island and the Bronx in New York.

54 MODERN STEEL CONSTRUCTION FEBRUARY 2012

Visiting an Old Friend for the First Time

Lawrence F. Kruth, P.E., is vice president of engineering, technology and safety with AISC-member Douglas Steel Fabricating Corporation, Lansing, Mich. The firm also is an AISC-certified erector and fabricator.

Built beginning in 1954 and completed in 1957 by the American Bridge Division of the United States Steel Corpora-tion, the Mackinac Bridge consists of more than 100,000 tons of structural steel. At the peak of construction, more than 3,000 people were employed at the bridge site.

After living in Michigan for more than 25 years, I was given an opportunity last August to make a trip to the top of the south tower of the suspension bridge. It’s the kind of offer that is on every engi-neer’s wish list, especially those involved in the steel industry.

Getting to the top of the tower begins at the bridge deck level where you enter through a small access door. The door is no more than a small hatch made from plate hinged and locked to prevent access. Next to the door is the dedication plaque placed by American Bridge in 1955.

After entering the tower, you immediately enter the elevator for a trip to the upper portion of the tower. The elevator origi-nally went nearly to the top of the tower, but no longer goes that high. Installation of new drive motors now restricts vertical travel distance of the elevator. Douglas Steel’s field operations manger, David Hannah, held the door as I entered the elevator. (Elevator may be too generous of terminology for this device,

which is approximately half the size of a phone booth.) In addition to Hannah and myself, our guide for the trip also rode with us to the highest vertical access point provided by the elevator.

Upon exiting the elevator we travelled through a series of hatches both horizontal and vertical, climbing up ladders through openings so small that my shoulders would not fit through them without raising my arms over my head. (This reminded me of my tour of the USS Silversides, a World War II submarine anchored in Lake Michigan in Muskegon, Mich.)

Overall the bridge includes 4,851,700 rivets. Trav-eling through the internal portion of the south tower, I was amazed by the many rivets that were installed in such small areas by the ironworkers back in the 1950s. It also was amazing to see the mill marks on the steel members indicating that U.S. Steel rolled them in my hometown of Pittsburgh. The H-USA marking indi-cates they were a product of the Homestead Works.

Finally, we came to the vertical access point to the top. To access the top, it was necessary to climb

Larry Kruth

Larry Kruth

Larry Kruth

Judd

Converse

FEBRUARY 2012 MODERN STEEL CONSTRUCTION 55

Larry Kruth

Larry Kruth

Larry Kruth Judd Converse Larry Kruth Judd Converse

Why the Mackinac Bridge Enthralls Us SoIf the longest three U.S. suspension bridges were siblings, the Mackinac Bridge would be the one who moved to the edge of the wilderness while the older Golden Gate Bridge and the younger Verrazano-Narrows Bridge opted for the hustle and bustle of city life. Strong structural similarities remain, but the frontier-like setting of the Mackinac Bridge gives it a very special feel.

All three are toll bridges, dutifully providing safe and convenient access that would otherwise be quite challenging. But consider this: the Golden Gate Bridge serves the San Francisco Bay Metropolitan Statistical Area (MSA), with a population of 4.3 million, and has an annual traffic count of 39 million. TheVerrazano-Narrows Bridge is within the New York/Northern New Jersey MSA,which has a population of 18.9 million. Its annual traffic amounts to about 70 million. The Mackinac Bridge, connecting Michigan’s upper and lower penin-sulas, is in an area that falls outside the larger population concentrations con-sidered by the U.S. Census. The three counties in the immediate area have a combined population of nearly 70,000. Even so, as a part of the I-75 corridor that runs north from Detroit to Ontario, at Sault Ste. Marie the Mackinac Bridge still serves approximately four million vehicles per year.

56 MODERN STEEL CONSTRUCTION FEBRUARY 2012

FEBRUARY 2012 MODERN STEEL CONSTRUCTION 57

an unprotected ladder through three very small, round vertical access hatches.

Upon exiting to the top of the south tower, the view made the whole trip worth-while. The bridge’s two towers rise 552 ft above the water level of the Straits of Macki-nac. Standing at this location where only a few people had stood before, on a structure that many ironworkers risked their lives to build, was awe-inspiring.

Looking straight down from the tower at this height was breathtaking. The bridge deck consists of two lanes in each direction. The exterior lanes are concrete and the interior lanes are steel grating. The parked red Mackinac Bridge Authority van that took us to the south tower was evident.

As our group explored the area at the top of the tower, we observed many of the fine details of construction. The suspension cables were clearly wrapped with the spin-ning wire. The saddles for the suspension cables were a marvelous work of engineer-ing and construction. Small angles were mounted to the exterior of the tower to act as anchoring points for the suspended platforms used to paint the tower. The entire Mackinac Bridge is constantly being painted and inspected by the Mackinac Bridge Authority.

Too soon, it was time to leave. I would like to thank the Mackinac Bridge Author-ity for their hospitality, and also David Hannah, Douglas Steel’s field operation manager, and especially Judd Converse, one of Douglas Steel’s ironworker fore-men, who made it possible for me to cross another item off of my “bucket list.”

Larry Kruth

Larry KruthLarry Kruth Judd Converse


Existing Certified Erector Facilities

Existing Certified Bridge Component Facilities

Existing Certified Fabricator Facilities Newly Certified Fabricator Facilities

Newly Certified Erector Facilities

Newly Certified Bridge Component Facilities

Newly Certified Facilities: March 1–31, 2012

newsPeople and Firms

JQ has promoted Jason Hart, P.E., to a principal of the firm. Based in J Q ’s D a l l a s o f f i ce , Har t i s cu r ren t l y overseeing the firm’s project w o r k w i t h Luminant, the largest power supplier in the North Texas region.

American Punch Company has released an application for mobile devices that allows the user to calculate the recommended t o n n a g e n e e d e d w h e n punching steel. The app makes calculations based on user input of punch shape and dimension and thickness of material being p u n c h e d . The results of recommended tonnage are then presented for a variety of materials. It is available for free download via iTunes or an Andro id app store.

Preservation Foundation—which provides statewide leadership, a d v o c a c y a n d e d u c a t i o n to ensure the protection of Cali fornia’s diverse cultural heritage and historic places—recently appointed Carolyn Searls, P.E., a senior principal and vice president with SimpsonGumpertz and Heger Inc., San Francisco, to its Board of Trusteesfor a one-year term. As a board member, Searls will also serve on the Foundation’s Education Committee.

To find a certified fabricator or erector in a particular area, visit www.aisc.org/certsearch.

Newly Certified Fabricator FacilitiesAllied Steel Co., Inc., Riverside, Calif.Camelot Metals, Inc., Roseville, Minn.GT Grandstands, Inc., Plant City, Fla.Sanco Steel DBA Southern Steel Fab,

Donna, TexasStateline Fabricators L.L.C., Phillipsburg, N.J.Structural Steel Services, El Paso, TexasThe Gateway Company of Missouri LLC,

St. Louis, Mo.

Newly Certified Erector FacilitiesAhlborn Structural Steel, Santa Rosa, Calif.Blue Ridge Industrial, Inc., Johnson City, Tenn.Campbell Certified, Inc., Oceanside, Calif.Iron Industries Inc., Hanford, Calif.

Newly Certified Bridge Component FacilitiesThe Gateway Company of Missouri LLC,

St. Louis, Mo.

BRIDGE CERTIFICATION: COMING SOON!Did you know that AISC Certification is introducing a new Bridge Certification Program this year? Visit www.aisc.org/bridgecertification for updates on this upcoming program, as well as to view related resources, such as articles, press releas-es and AISC’s new Bridge Standard. If you have additional questions or comments, please feel free to contact us at [email protected].

SAFETY

ANSI Approves Two New Safety StandardsThe American National Standards Institute (ANSI) has approved two American Society of Safety Engineers’ (ASSE) standards address-ing fall protection: the new ANSI/ASSE Z359.14-2012, Safety Requirements for Self-Retracting Devices for Personal Fall Arrest and Rescue Systems, and the revised ANSI/ASSE Z359.4-2012, Safety Requirements for Assisted-Rescue and Self-Rescue Systems, Subsystems and Components. Both are part of the Z359 Fall Protection Code.

The new Z359.14 standard establishes requirements for the performance, design, qualification testing, markings and instruc-tions, inspections, maintenance, storage and removal from service of self-retracting devices. The revised Z359.4 standard estab-lishes requirements for the performance, design, marking, qualification, instruction, training, use, maintenance and removal from service of rescue systems and their subsystems and components.


newsIN MEMORIAM

Clarkson Pinkham, Seismic Design ExpertClarkson W. “Pinky” Pinkham of Los Angeles passed away on January 30, 2012, at the age of 92. Through a career that spanned more than six decades in structural engineering, he spent a life-time sharing his expertise with others in the field. He was a longtime contribu-tor to AISC, serving as a member on the AISC Committee on Specifications (COS) from the mid-1970s until 2000, after which he served as an emeritus member. He was also a member of Task Committee 9–Seismic Design from the mid-1990s until 2010, serving as Technical Secretary for the 1997 AISC Seismic Provisions for Structural Steel Buildings. He received an AISC Lifetime Achievement Award in 1999.

The AISC Committee on Manuals will be dedicating the Second Edition Seismic Design Manual to Pinkham for his leadership and dedicated involve-ment in the development of the SeismicProvisions, as we know it today. The Manual will be available in early 2013.

Pinkham was born November 25, 1919, in Los Angeles, to Walter and Dorothy Pinkham. A Bachelor of Science degree in Civil Engineering in 1947, from the University of California at Berkeley, laid the foundation for Pinkham’s broad experience in structural engineering.

From 1941 to 1946, he served in the U.S. Naval Reserve on a hydrograph-ic survey ship, the U.S.S. Pathfinder, surveying the Pacific Islands for the U.S. Navy. He retired as a Lieutenant Commander, USNR (Ret.) in 1954. In 1942, he married Emma Lu Hull, whom he’d known since high school.

Throughout his career, he was gener-ous in sharing his abundance of structur-al engineering experience and knowledge with those who requested it on subjects such as structural steel, concrete and masonry design, cold-formed steel struc-tures and timber. By providing solutions and recommendations to those request-ing his expertise, the integrity of numer-ous structures have been significantly improved, in particular their capacity to resist seismic-generated forces.

Pinkham was elected President of the Structural Engineers Association of Southern California (SEAOSC) in 1971, and later served as President of the Structural Engineers Association of California (SEAOC) in 1975. He was twice given the S. B. Barnes Award for Research, and in 1994 was inducted into the SEAOSC College of Fellows, the highest honor awarded by SEAOC.

The Structural Engineering Institute of the American Society of Civil Engineers awarded Pinky the Walter P. Moore, Jr. Award in 2009 in recognition of his dedication to and technical exper-tise in the development of structural codes and standards.

He also served on many other impor-tant technical committees involved in the design of structures, such as the AISC Committee on Specifications (emeritus), the American Iron and Steel Institute (AISI) Committee on Specifications for the Design of Cold-Formed Steel Structural Members, the American Society of Civil Engineers (ASCE) Committee 7 on Minimum Design Loads for Buildings and Other Structures

and the Building Seismic Safety Council (BSSC) Steel Committee.

Pinkham was passionate about learning. He believed “the really important thing in schools is to get a person into the mood of wanting to learn,” that, “if you can get students into the urge of wanting to learn and know things, that’s more important than any specific subject, per se, because you can always pick it up if you have that urge to read and do things.”

Pinkham is survived by his daughter, Nancy Ballance, and his son Anthony, four grandchildren and five great-grand-children. He was preceded in death by his wife, Emma Lu, and his son Timothy.

NSBA NEWS

Made in America? “Should Be!” Says New CampaignThe “Should Be Made in America” campaign, created by the Alliance for American Manufacturing (AAM), was launched earlier this spring at the new San Francisco-Oakland Bay Bridge, a massive construction project that was outsourced to China at the cost of thousands of American manufacturing jobs. The campaign urges the use of American-made components for infra-structure projects financed with U.S. tax dollars.

The National Steel Bridge Alliance (NSBA) has issued a public statement commending AAM for the new campaign:

“The campaign brings into focus how decision makers on the San Francisco-Oakland Bay Bridge financed the project with American tax revenues while circumventing Buy America provisions. This federal rule is designed to ensure that taxpayer-supported projects help the American economy. On this project, the bridge authority carefully segmented the

job to ‘segregate’ the federally funded portion and allow the steel fabrication of the bridge to go overseas. Despite media claims, this project was not a success for American taxpayers. It’s far over budget, way behind schedule, and has resulted in the transfer of thousands of jobs and hundreds of millions of dollars from America to China.”

To learn more about the Should Be Made in America campaign, visit www.shouldbemadeinamerica.com.


newsAISC NEWS

New and Improved Digital Manual

AISC NEWS

Student Bridge Competitions in Full SwingThe 2012 ASCE/AISC Student Steel Bridge regional competitions have kicked off, with 17 competitions taking place from March through May.

About 200 university teams participate in a total of 18 regional competitions (the first regional competition took place in January), and the top teams will quali-fy to compete in the finals at Clemson University, May 25-26. Now in its 21st year, the competition convenes engineer-ing students from across North America to build their designed and fabricated steel bridges under the pressure of the clock.

There are plenty of opportunities to attend one of these exciting events! View the full schedule of upcoming regional competitions (including host school contact info) on ASCE’s website at http://bit.ly/z6uGHm. You can find out more about the national competi-tion on Clemson University’s website at www.clemson.edu/ces/steel-bridge.

For more information about the 2012 Student Steel Bridge Competition, visit www.aisc.org/steelbridge or www.nssbc.info.

When the digital edition of the latest AISC Steel Construction Manual was introduced last year, it proved to be a great alternative to carrying around the nearly 4-lb hardcover book. You could view the entire 14th Edition Manual,print out sections, copy and paste from the PDF file and search for keywords. And now it’s even better!

In response to user feedback, AISC has developed a new version of the digi-tal Manual that offers all of the follow-ing improved features:

The ability to load the file on more than one computer (for example, your desktop and your laptop). In all, the digital manual can be downloaded for use by one indi-vidual on up to six devices.

The option to enable bookmarks.A more robust navigation tool (a table of contents).The ability to use it on a tablet (including the iPad, Android tab-lets and Galaxy Tab 10.1).

To obtain the new digital manual, visit www.aisc.org/bookstore and pur-chase the digital edition of 14th Edition Steel Construction Manual. The download instructions are very specific; AISC rec-ommends that you read them carefully.

Tennessee Tech University’s bridge from the Southeast regional competition.

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America’s steel industry is leading manu-facturing out of the recession, accord-ing to a new report by Timothy J. Considine, professor of energy econom-ics, University of Wyoming.

Considine’s analysis, “Economic Impacts of the American Steel Industry,” finds the industry supported more than one million jobs in the U.S. economy in 2011 and is playing a significant role in leading manufacturing’s post-recession resurgence, primarily because it is highly interrelated with many other sectors of the economy.

The report reveals that each job in the U.S. steel industry supports seven jobs in the country’s economy, reflecting the industry’s ripple effect on employment. In 2011, the American steel industry directly

employed 150,700 people and, given the multiplier effect, supported more than 1,022,000 jobs, as well as contributed $101 billion in gross domestic product and $246 billion in gross economic output.

Considine points out that the signifi-cant economic impact of the industry is based on the fact that steel is the most prevalent material in the economy, and the steel industry purchases a wide variety of inputs from other industries that cre-ate a favorable ripple effect. “This is one reason why so many countries around the world welcome investments that establish steel mills, because they stimulate indus-trial supply chains,” he said.

Considine’s analysis was commis-sioned by the American Iron and Steel Institute (AISI) to provide an updated

look at the American steel industry’s overall impact on the U.S. economy.

Visit http://bit.ly/H8PL1I to read the full report.

INDUSTRY NEWS

Steel Industry Leads U.S. Manufacturing Recovery

CORRECTIONThe caption under the authors’ photo on p. 33 of the April issue of MSCshould have read, “From left: Bennett, Richardson, Rolfe and Matamoros.”

WEBINARS

BE INFORMED. BE EFFICIENT.

BE BETTER.

AISC

SPRING 2012

PODCASTS

www.aisc.org/webinars

www.aisc.org/podcasts

There’s always a solution in steel.American Institute of Steel ConstructionOne E Wacker Drive, Ste. 700Chicago, IL 60601www.aisc.org 312.670.2400

Live WebinarsLive Webinar

A I S C P O D C A S T S

Brought to you byAISC Continuing Education

STEELPROFILESSTEELPROFILES

5/17–5/18 Los Angeles, CA 7/19–7/20 Portland, OR

www.aisc.org/seminars

SEMINARS

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5/1 Omaha, NE5/1 Birmingham, AL5/2 New York City, NY5/3 Denver, CO5/8 Seattle, WA5/15 Raleigh, NC5/17 Detroit, MI

5/22 Spokane, WA5/22 Tulsa, OK5/24 Chicago, IL6/5 Boston, MA6/7 Portland, ME6/21 San Francisco, CA

Louis F. Geschwindner Seminar The NEW 14th Edition Steel Construction Manual

Seismic Braced Frames—Design Concepts and Connections8/22 Anchorage, AK

Practical Application of the Uniform Force Method

5/10 Larry Muir, P.E.

Current episode: an interview with Carol Drucker, S.E., P.E., SECB

Upcoming episode: an interview withJames O. Malley, S.E., P.E.

SteeLCAMP


news

INDUSTRY AWARDS

2011 High Performance Building Awards Winners AnnouncedThe National Institute of Building Sciences’ Sustainable Buildings Industry Council (SBIC) recently announced the recipients of its 2011 Beyond Green High Performance Building Awards. The awards recognize initiatives that shape, inform and catalyze the high-performance building market, as well as the real-world application of high-performance construction practices. The program consists of three award cat-egories: High Performance Buildings, High Performance Initiatives and High Performance Products.

Two steel projects achieved Honor Awards in the High Performance Buildings category:

The Redding School of Arts in northern California took First Place

for a New Academic Complex. With an emphasis on the performing arts, the 77,000-sq.-ft public charter school, which features exposed steel framing, has been designed with a balance of tra-ditional design elements and innovative technology concepts. The school’s mis-sion is to use LEED Platinum certifi-cation as a starting point, and it has a building “dashboard” that will show how well it is actually performing.

The second steel-framed win-ner, the U.S. Port of Entry in Calais, Maine, was awarded First Place for New Construction. Energy-efficient design and the reuse of materials were impor-tant components of the project, making it one of the nation’s first LEED Gold ports. Located on the eastern-most land

port of entry into the U.S. from Canada, the facility consists of one 80,000-sq.-ft building separated into two differ-ent operational building sections, and is part of a larger infrastructure project that enhances the flow of transporta-tion between the two countries while improving security for customs and bor-der protection.

To view the full list of award winners, visit http://bit.ly/zLnZFm.

Paul Warchol

The Redding School of Arts

U.S. Portof Entry in Calais, Maine

Whittaker

Photograp

hy

Atlas Tube, a division of JMC Steel Group (and an AISC Member), has part-nered with Nippon Steel and Sumikin Metal Products Co., Ltd. (NSMP) and Mitsui and Co., Ltd. to supply “jumbo” hollow structural sections (HSS) to the North American market. The jumbo sizes, which were not originally available in North America, range from 18-in. square to 22-in. square and up to 0.875 in. in wall thickness. Atlas tube will mar-ket and distribute these jumbo HSS products throughout North America.

Typically used in vertical column and diagonal bracing applications and as members of large, long-span trusses, the

jumbo HSS sections offer an alternative to open sections and built-up, welded box sections used in structures with a high load demand.

“As an engineer, you want all the tools at your disposal to effectively solve design challenges in a cost-effec-tive and timely manner,” says Bradlee Fletcher, a structural engineer with Atlas Tube. “Readily available jumbo HSS will be another option for engi-neers to do just that, especially for structures with large load demands such as ones in high seismic areas.”

The jumbo sizes are now available from Atlas’ Chicago facility. For more

information on the new sizes, visit atlas-tube.com/jumbo-hss.

In other JMC news, the company has entered into a definitive agreement to purchase and acquire the real estate, building, equipment and improvements of Atkore’s Allied Tube and Conduit manufacturing facility in Morrisville, Pa., which produces HSS and ASTM A53 Grade B standard pipe. JMC will not operate the facility, but will continue to service its customers from its existing manufacturing facilities. The acquisition is expected to be finalized by early May.

INDUSTRY NEWS

New Jumbo HSS Available Domestically

The NEW 14th Edition Steel Construction Manual includes:

9 New HP18 and HP16 series9 Revised connection tables based on increased bolt shear strength values9 Updated single-plate and extended single-plate connection design procedures9 Enhanced prying action procedure9 Revised bracket plate design procedure9 Latest AISC codes and standards

Put a little COLOR in your life!

There’s always a solution in steel.

American Institute of Steel ConstructionOne East Wacker Drive Ste. 700Chicago, IL 60601312.670.2400 www.aisc.org

Digital Edition* and Hard Copy

AVAILABLE NOW!Order your copy today!

$175 Members $350 Non-Members

800.644.2400www.aisc.org/bookstore

*You can now install the AISC Digital Edition on multiple devices, including your desktop computer, laptop and tablet!

Including the 2010 Specification for Structural Steel Buildings, with Chapter Non QC and QA, expanded composite design provisions, and improved slip-criticalconnection provisions.

To advertise, call 231.228.2274 or e-mail [email protected].

marketplace


Search employment ads online at www.modernsteel.com.

AISC Quality CertificationLOSING OUT TO COMPETITION?

Get Certified!

Need Steel Erection Certification? Call Jim MooneyYour Quality Certification Connection

JAMES M. MOONEY & ASSOCIATES941.223.4332

[email protected]

Are you in the KNOW about the NEW?

Did you know that the AISC Board of Directors approved the

new Standard for Steel Bridges—2011 (205-11) in 2011? The

Certification Department is in process of working on a Program

for Steel Bridge Fabricators. These efforts will involve specific

program requirements, participant transitioning needs, as well

as marketing requirements with the official program rollout and

existing-participant transition starting in mid-2012.

As always, if you have additional questions or comments on these

or other items related to AISC Certification, you are encouraged to

contact us at [email protected].

Temporary Bridge for Sale

Available July, 2012, located in New York City, Length 550 feet, width 25 feet, Tower Height 18 to 90 feet. Details at this link: http://www.halmarinternational.com/022012/TempBridge.pdf. And you can contract

Jesse Jameson @ 718-588-0841

LATE MODEL STRUCTURAL STEEL FABRICATING EQUIPMENT

Peddinghaus Ocean Avenger II 1000-1 CNC Beam Drill, (1) Drill Head,

Siemens CNC, 40” x 60’ Beam Capacity, 2004 #20877Peddinghaus 38/18 Twin Column Band Saw, 37” x 18” Capacity, 2” Blade,

1996 #20555Peddinghaus FDB 1500/3E CNC Plate Drill w/ Oxy/Plasma Cutting Torches,

Maximum Plate Width 60”, 1998 #17696Peddinghaus FPB 1500/3E CNC Plate Punch w/ Plasma Cutting Torch,

Maximum Plate Width 60”, New 1998 #17634Ficep 1001-D CNC Beam Drill (1) Spindle, 40” x 40” Maximum Beam, Fanuc CNC,

50’ Maximum Length, Thru-Spindle Coolant, New 2003 #19265Peddinghaus 623K Angle Punch/Shear Line, 6” x 6” x 1/2”, 80 Ton Punch, CNC ,

250 Ton Shear, 1995 #19897Controlled Automation ABL-100 Angle Punch/Shear Line, 8” x 8” x 3/4”,

60’ Feed w/ Loader, 2000 #20155Peddinghaus BDL1250 CNC Beam Drill, 50” Max. Beam, (3) Spindle, 2000 #21739

Tel: 631.249.5566 | Email: [email protected] | www.PrestigeEquipment.comVisit www.PrestigeEquipment.com for all our inventory & services

��

Visit steelTOOLS.orgJoin the conversation at AISC’s new

file-sharing, information-sharing website.

Here are just a few of the FREE resources now available:

your peers

then Flange Width

Got Questions? Got Answers?

Participate with us at steelTOOLS.org.

Advertise in Steel Marketplace!Contact: Lou Gurthet

telephone: 231.228.2274 fax: 231.228.7759

e-mail: [email protected]

employment

To advertise, call 231.228.2274 or e-mail [email protected].

Search employment ads online at www.modernsteel.com.

ProCounsel, a member of AISC, can market your skills and achievements (without identifying you) to any city or state in the United States. We communicate with over 3,000 steel fabricators nationwide. The employer pays the employment fee and the interviewing and relocation expenses. If you’ve been thinking of making a change, now is the time to do it. Our target, for you, is the right job, in the right location, at the right money.

RECRUITER IN STRUCTURAL MISCELLANEOUSSTEEL FABRICATION

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PROCOUNSELToll free: 866-289-7833 or 214-741-3014

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Structural EngineersAre you looking for a new and exciting opportunity in 2012?

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Looking for something from an old issue of Modern Steel Construction?

All of the issues from MSC’s first 50 years are now available as free PDF downloads at

www.modernsteel.com/backissues.

Program EngineerThe American Institute of Steel Construction (AISC) is seeking a Civil/Construction Engineer to serve as the primary resource for

all technical matters pertaining to the AISC Certification programs and activities. He or she will manage the program’s technical

requirements and communicate these requirements to owners, designers, and program participants.

The AISC Certification programs assess the effectiveness of fabricator and erector quality management systems that integrate

quality standards, program regulations, and management principles. The primary responsibility of the position is to develop, manage, and maintain the AISC Certification program’s administrative and

technical requirements.

A working knowledge of specifications, codes and other regulations related to the structural steel and construction industry is a must.

The ideal candidate will have a Bachelor’s Degree in Engineering and at least 5 years work experience in a construction related field.

This position is located in the AISC Chicago office. The ability to travel approximately 25% of the time and attend industry events is required.

If you are interested in applying for this position, please forward your resume and cover letter, including your desired salary requirements

to: [email protected]

Advertiser ListingAISC............................................................ www.aisc.org.......................................

American Punch Company............................ www.americanpunchco.com...................................12

ASCE .......................................................... [email protected] ....................................22

Atlas Tube ................................................... www.atlastube.com................................................

AZCO Steel Co............................................. www.azcosteel.com ...............................................14

AZZ Galvanizing Services.............................. www.azzgalvanizing.com ..........................................5

Bentley Systems .......................................... www.bentley.com...................................... Back Cover

Brown Consulting Services, Ltd..................... www.steelconnectiondesign.com ............................21

...................... www.cmrp.com......................................................15

Controlled Automation .................................. www.controlledautomation.com ..............................25

FabTrol Systems Inc. .................................... www.fabtrol.com....................................................11

Grating Fasteners LLC.................................. www.gclips.com.....................................................21

IES.............................................................. www.iesweb.com...................................................19

Lindapter USA.............................................. www.lindapterusa.com ...........................................24

Peddinghaus Corporation ............................. www.peddinghaus.com ............................................2

RISA Technologies........................................ www.risa.com........................................................

SDS/2 Design Data ...................................... www.sds2.com........................................................7

SidePlate Systems, Inc. ................................ www.sideplate.com..................................................8

St. Louis Screw & Bolt .................................. www.stlouisscrewbolt.com......................................13

Tekla ........................................................... www.tekla.com ........................................................3

Check out AISC’s new Podcasts

www.aisc.org/podcasts

PODCASTSPODCASTSBrought to you by AISC Continuing Education

Advertise Your Job Openings in MSC!

www.modernsteel.com/classifieds.php.(Please note that these ads no longer appear at www.aisc.org.)

Contact: Lou Gurthet at 231.228.2274 or [email protected]


FIVE DAYS A WEEK, Chicago Metal Rolled Products president George Wendt wakes up at 4:45 A.M. and heads to the pool to swim 4,000 to 5,000 yards with the Chicago Masters Swim Club at the University of Illinois at Chicago. After his morning swim, he dives into his work at his bender-roller facil-ity just a few miles from the pool.

While Wendt’s career in the steel industry didn’t begin until later in life, his love of swimming started quite early. He swam competitively from age 5 through age 20, when he earned All American status at the University of Minnesota. After college he returned to his alma mater, Fenwick High School in Oak Park. Ill., where he taught English for eight years, became chair-man of the department and earned a Masters degree. He then taught English and communications at Benedictine University in Lisle, Ill. for three years while earning a PhD. in English lit-erature. However, teaching, graduate school and raising a family of three with his wife left little time for swimming, so Wendt ended up taking a 16-year hiatus from his sport.

Little did he know that around the same time, his career path would begin to bend in a different direction as well. In 1981, Wendt’s mother asked him to help out with the family business, a structural bending-rolling operation founded in 1908 and pur-chased by her father in 1923. Soon thereafter, his brother, Joe, also joined the company and now serves as vice president of sales.

“We struggled at first, but the fear of having our grand-father’s company fail on our watch was a strong motivator to succeed,” says Wendt. And the company continues to this day as a family-run operation. Wendt’s mother joined her sons in the business, where she served for 20 years. Wendt’s own son, Dan, started with the company 14 years ago and is now vice president of operations. Most recently, Wendt’s sister, Ginny, has been helping out in marketing.

“I told my students that they would never know what skills they will need in their lives, so learn all you can,” says Wendt. “I also told them that a good education would teach them how to learn. At Chicago Metal, I read, studied, learned and started applying—with the faith and trust of our shop and office—the lean manufacturing techniques we call ‘world-class manufacturing.’”

Bender-roller George Wendt strives for gold in

the swimming pool and the curved steel industry.

people to knowWORLD CLASS

Wendt’s firm, Chicago Rolled Metal Products, curved the steel for the University of Chicago’s Ratner Athletic Center; Wendt has also trained there.

Soon after joining Chicago Metal, Wendt returned to swimming. “At first, swimming was part of my stress manage-ment system,” he says. “ I trained but did not need the addi-tional stress of competition.”

But prompted by his teammates, Wendt eventually returned to racing in U.S. Masters Swimming, which is organized into five-year age groups starting at age 18 and extending to over 100. “When you are in the 13-14 age group in almost any sport, you want to be 14,” he explains. “However, when you are in the 65-69 age group, you want to be 65. Most swim-mers get slower as they age. My goal is to get slower slower than the other guys.”

Wendt competes in several events, including the 400m, 800m, 1,500m and 5,000m freestyle; the 100m and 200m breaststroke; the 200m backstroke; and the 400m individual medley. In recent years he has set six individual national records and six relay national records—and even one individ-ual world record, with a time of 19 min, 7.93 sec. in the men’s 60-64 1,500m freestyle—all in his age group. He has competed in all 22 of the annual Big Shoulders swim races on Chicago’s lakefront (one could argue that the event is architecturally and structurally significant, as it takes place in front of such iconic steel structures as Mies Van Der Rohe’s lakefront residential towers and the Hancock Center). The event has grown to 1,000 swimmers and last year, Wendt finished 40th among all entrants in the 5K race, with a time of 1hr, 9 min., 31 sec.

With an interest in both swimming and curving steel, Wendt and his family try especially hard to supply the curved steel for any swimming pool projects on which they bid. Their rolled beams cover the San Juan Natatorium in Puerto Rico and Ratner Athletic Center at the University of Chicago, the latter of which won an AISC Engineering Award of Excellence (now the IDEAS2 Awards) in 2004—as well as the UIC Flames Athletic Center, where he trains.

“At practice, I can point to the roof trusses and say to my teammates, ‘That’s what I do!’” he laughs. “Or, ‘I’d tell you what I do, but it’s over your head!’”

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