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AASHTO-PCI-ASBI Segmental Box Girder Standards: a New Product for Grade Separations and Interchange Bridges

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AASHTO-PCI-ASBI Segmental Box Girder Standards: a New Product for Grade Separations and Interchange Bridges AASHTO-PCI-ASBI Segmental Box Girder Standards: A New Product for Grade Separations and Interchange Bridges With the introduction of the soon to be ratified AASHTO-PC/-ASBI Segmental Box Girder Standards, precast, prestressed concrete producers have the opportunity to more fully participate in the segmental bridge market, which is estimated to have an annual construction volume of about one billion dollars in North America. The purpose of this article is to provide background material on the segmental standards, to review past segmental grade separation and interchange projects both in this country and around the world, and Clifford L. Freyermuth to present future prospects for segmental bridge construction. The Manager general consensus is that segmental construction, in its various forms, American Segmental Bridge Institute holds a viable and promising future for the precast concrete industry. Phoenix, Arizona Clifford L. Freyermuth is president of t is estimated that since 1980, the Continued growth in the use of seg­ Clifford L. Freyermuth, Inc., which was cost of segmental construction (pre­ mental concrete bridges during the fol­ formed in 1988 to provide structural consulting se rvices for post-tensioned, Icast and cast-in-place) completed in lowing 12 years led to the formation prestressed concrete buildings and bridges. North America is about $5 billion. of the Joint PCI-ASBI (Precast/ The firm has provided manage ment and Today, the annual construction volume Prestressed Concrete Institute-Ameri­ technica l services to the Ameri ca n of this industry is around $1 billion and can Segmental Bridge Institute) Com­ Segmenta l Bridge Institute (ASBI) since 1989. is expected to grow in the next century. mittee in 1994 with the mission of de­ Mr. Freyermuth's prior experience includes 12 yea rs as manager of the Post-Tensioning In July of 1982, the Federal High­ veloping standard precast segmental Institute (PT I), 5 yea rs as director of the Post­ way Administration (FHW A) pub­ box girder sections for grade separa­ Tensioning Division of the Prestressed lished a research report developed by tion and interchange bridges with Concrete Institute (PCI ), 6 years with th e T. Y. Lin International titled "Feasibil­ spans of up to 61 m (200ft). Portland Ce ment Associat ion (PCA), and 6 ity of Standard Sections for Segmental The first meeting of the PCI-ASBI yea rs as a bridge engineer for th e Arizona Highway Departm ent. He has bee n Prestressed Concrete Box Girder Joint Committee was held in October responsible for th e development of several Bridges."' This report concluded that 1994 at PCI Headquarters in Chicago. committee repo rts and manuals related to the "development of standard sections Development of the proposed standards segmental concrete bridges. for segmental prestressed concrete box by the 19-member committee (includ­ girder bridges is feasible and can be ing representatives of AASHTO, immediately initiated. However, the FHW A, PCI and ASBI) was completed range of sections and related items to with submission of the proposed be standardized should be prescribed "AASHTO-PCI-ASBI Segmental Box and somewhat limited." Girder Standards for Span-by-Span and 32 PCI JOURNAL Fig. 1. 1-75/1-595 Interchange, Broward County, Fl orida. This four-leve l fully directional interchange is the largest interchange in the state of Flori da. Th e bridge stru ctures are composed of curved precast concrete segmental box girders erected by th e balanced ca ntilever method (Des igner: Be iswenger Hoch & Assoc iates). PCI-ASBI JOINT COMMITTEE CLIFFORD L. FREYERMUTH, Co-Chairman CHUCK PRUSSACK, Co-Chairman American Segmental Bridge Institute Central Pre-Mix Prestress Company Phoenix, Arizona Spokane, Washington ROY ALLEN JAMES R. HOBLITZELL JOE ROCHE Symons Corporation Federal Highway Administration Prestress Services of Kentucky, Inc. New Braunfels, Texas Washington, D.C. Lexington, Kentucky VINCENT CAMPBELL JAMES D. LOCKWOOD Q. D. SPRUILL, JR. Bayshore Concrete Products J. Muller International Gulf Coast Pre-Stress, Inc. Cape Charles, Virginia Chicago, Illinois Pass Christian, Mississippi REID W. CASTRODALE ALAN MATEJOWSKY MAHER K. TADROS Ralph Whitehead Associates Texas Department of Transportation University of Nebraska at Lincoln Charlotte, North Carolina Austin, Texas Omaha, Nebraska JOHNCORVEN R. KENT MONTGOMERY TEDDY THERYO DMJM Figg Engineers, Inc. Parsons Brinckerhoff Tallahassee, Florida Denver, Colorado Tampa, Florida JOHNS. DICK WARREN H. MOSES JOSEPH K. TSE Precast/Prestressed Concrete Institute Bayshore Concrete Products DRC Consultants, Inc. Chicago, Illinois Cape Charles, Virginia Flushing, New York G. L. ENGELHART JERRY L. POTTER Engelhart & Company Florida Department of Transportation Baton Rouge, Louisiana Tallahassee, Florida September-October 1997 33 t--- Symm. Nxlut £ Girder NOTES, Vorle.s from 8,400 to 11,400 I. keo derotes cross- sectional or eo. I 2. Wt denotes segment we/ott for JfXXJ mm 'A' 4,200 1.361 1.200 r-:- 269 1.310. 'A' segment. I .,iii iil ., 3. lx deoo/es bending moment or Inertia. ~ ~ I ~ / 4. Yf deootes dlsfollC8 from tte centro/dol axis to tte top of SfJCflon. ~ 'IT 400 R 200R :;~ 5. If For widths less !ton 8,400 mm.the 1.310 mm dlmen.slon Is decr(K]sotf. The de{Jih or the slob ot the edge or ~ 2~v ~2~ the segment lncreoses occcrdlngty. (\j tE I 2400-1 Deck Width 'A' Area Wt/ JIJOO mm lx Yt ~ ~ I lmml l mm! fmm 2J (KnJ (m "J lmm/ 8.400 0 4, /47/)()() 304 3.366 842 I 8700 I SO 4.214/)()() 308 3.402 830 I 9/)()() 300 4.282/)()() 313 3.437 819 I 9.300 450 4.349/)()() 318 3.470 BOB 2JJIO IIJ2t 189 9.600 600 4.4 /7/)()() 323 3~2 797 9/]00 750 4.484/)()() 328 3~34 787 4[)20 10.200 900 4.552000 333 3~5 m 10.500 1[)50 4.619/)()() 338 3~94 767 2..iQ.Q.:j 101!00 I .ZOO 4,667/)()() 343 3.623 758 11.100 1.350 4754/)()() 348 3.65t 749 t--- Symm. AJxxJt £ Girder 11.400 1.500 41!22/)()() 353 3.678 740 Varies f rom 10~ to 13.500 I 'A' 5.400 1.607 1.500 323 19 70 'A' I ~ ~ ~ I ~ ~I r-r---, / I 1--' / "\r ~ r 400R "" 200 R I I I 2400-2 Dect Width 'A' Areo Wf/JIXJO mm lx Yl ~ 2~v ~ 2~ lmm! fmmJ fmm 2J IKn! rm "J l mm! "' ~rf)_ 101!00 0 5.256/)()() 385 4.303 836 I lf./00 /50 5.323/)()() 390 4.339 827 11.400 300 5.39//)()() 395 4Jl3 818 ~~ I 117 00 450 5.458/)()() 400 4.406 809 12/)()() 600 5,526/)()() 404 4.439 801 12.300 750 5.593/)()() 409 4.471 792 I I 12.600 900 5.661/)()() 414 4~2 784 1[)50 5728/)()() I 12/]00 419 4~32 776 13.200 I .ZOO 5.796/)()() 424 4~2 769 2.610 2.367 243 f----- 13.500 1.350 51!63/)()() 429 4~91 761 5.220 2±Q.Q..:..2 PROPOSED AASHTO - PCI - ASBI FOR SPAN-BY-SPAN CONSTRUCTION 2400 mm "U Q SEGMENTAL BOX GIRDER STANDARDS SPANS 30.5 TO 45.7 METERS SEGMENT DEPTH c... 0 c :Ilz F= Fi g. 2. Sta ndard section: 2400 mm (8 ft) segment depth for span-by-spa n construction. (J) C1l "'0ro 3 c:r C1l r-- Symm. l>baJI £ Girder 6 Varies from 8.400 to 11,400 2400-1 I Deck Wldfll ' A' Area Wt/3.000 mm IX Yf s 'A' 42UJ 1.201 1200 377 1,422fflf 'A' 2 c:r lmm/ fmmJ fmm J fKnJ tm"'J lmmJ ~ I 8,400 0 5,1T7/)()() 379 41)64 908 8100 150 5245.000 384 4.107 898 (0 I 5.3/2/)()() 4.148 (0 ~ I 9.000 JOO 389 888 -..J 9.300 450 5.380/)()() 394 4.188 878 I 9/iOO 600 5,447.000 399 4228 869 1=1 9!JOO 750 5515/)()() 404 4266 859 ¥tr-:1-- 5582.000 409 4.304 850 I 900 400R 200 R ~IOSOO 1.050 5£,50/)()() 414 4.340 841 10.800 1200 5117/)()() 4/9 4.376 833 2su 4.411 824 ~ 3'fJ. j25 11.100 1.350 5185.000 423 "" 11.400 I SOD 5.852.000 428 4.445 816 "900 ~~ I lt(IN! ~ I -- _1 N(ff£5, I 1. Area denotes cross-s6CIIonol oreo. Kl~ I ..~! I -- 2. WI denotes segment welgtt for 3000 mm segment. 2,0/0 _j 1.813 197 3. lx denotes bending rooment of Inertia. 4.020 4. rt denotes distance from the centro/dol 2.!.Q.Q:J axis to the top of secl1011. r-- Symm. l>baJI £ Girder 5. * Bottom slob ttictncss may /!'K;I'ecse Varies from IOJJOO to 13.500 to a rnoxlrrum of 450 mm at piers. 900 mm dimension adjusts occordlngly I 'A' 5.400 1.474 I SOD 404 2.022 ' A' - 5. IHf For wldfhs less th:m 8.400 mm, fie I 1.422 mm dimension Is decreased. "' T/'e deptll of 1/'e slab at t/'e edl}t: of ~ ~I I tte segmenllncreases occordlngly. I 1 I 400R ZOOR ==;i-1 I 2400-2 'A' 5f5 I 25 Deck Wldtll Area Wf/3.000 mm lx Yf 25v j lmmJ lmmJ fmm 2 J fKnJ tm "' J lmmJ ~ I 10.800 0 6.327.000 463 5.D45 882 I '900 ~~ I 11100 /50 6.395.000 468 5.()85 874 '11;1.'.1 11,400 6,462.000 473 5.124 ~ ~ I 300 866 --- _I i 11100 450 6530.000 478 5.162 858 12.000 600 6597.000 483 5.199 851 12.300 750 6£,65.000 488 5236 843 I ---- 121500 900 6132.000 493 5272 836 ~~ 498 ~"'" - I 12!JOO 1.050 6.800.000 5.307 829 13200 1200 6.867.000 503 5.342 821 2£,10 2.386 224 i 13SOO 1.350 6.935.000 508 5.376 815 5220 2.iQQ:.2 PROPOSED AASHTO - PCI- ASBI FOR BALANCED CANTILEVER CONSTRUCTION 2400 mm SEGMENTAL BOX GIRDER STANDARDS SPANS 30.5 TO 61.0 METERS SEGMENT DEPTH w (.11 Fi g.
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