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ST9902-SP130917CALCULATIONS FOR CITY OF COPPELL, TEXAS PROJECT NO.: ST 99 -02 PHASE 2A OPTIONAL DESIGN (O.D. #1) PREPARED FOR HELDENEELS ENTERPRISES, INC. SUBMITTED BY F�Aml A STRUCTURAL ENGINEERING ASSOCIATES, INC. CONSULTING ENGINEERS t JOHNNY FLOY MARTINEZ, JR. • ,.•.•. 9922 Z FIRM REG. NO. F- 14M REVIEWED By Delvin Black at 7:43 am, Sep 17, 2013 TEAGUE NALL AND PERKINS, INC FORT WORTH, TEXAS APPROVED This review was preformed only for general conformance with the de concept of the project and general compliance with the information given it Contract Documents. Approval of these drawings does not relieve contractor from the responsibility for the correctness of details, nor complu with the requirements of the plans and specifications. Approval of a spe item does not include approval of an assembly of which the item is a compor Contractor is responsible for dimensions to be confirmed and correlated a' jobsite; information that pertains solely to the fabrication processes or to means, methods, techniques, sequences and procedures of construc coordination of the work of all trades, and for performing all work in a safe satisfactory manner. Bridge: COTTONWOOD CRE... BID: Page I of 4 TOGA TM , A PGSuper TM Extension Copyright Q 2013, TxDOT, All Rights Reserved Version 2.7.2 - Built on Nov 9 2012 TE,,x As D EPA YT mE Nr c r T R A wor AT roN Library Usage Master Library Publisher: TxDOT Library and Template Package URL: ftp://ftp.dot.state.tx.us/pub/txdot-info/brg/pgsuper/Versiork_2.7.2/b(dot.pgz Master Library Date Stamp: December 11, 2012 3:22:15 pm Status Items Level Description Info Live Load Distribution Factors were User-input. Specification Check Summary The Specification Check was Successful FAGI F LL ND PERM NS, uNV I HIR J \\ HIR J I I II 11,�,, I his I oviow w is poron-nod only roi Li,)wl mnroirniu,) wffli [N iii )siLjn m n, @l or iV ,) p i o 1,), � i ., n, i Lw n,) i .i I , m rn p I i [i n, .,) wi [� i [Yi,) i n ro i rn i ho n Ll i v,) n In [Vi, ). Uon wA I 7 m�ijrnonk Ajpjpmv.d or mws,) fiwvvings lm )s nN i,)Ii,)v,) [N) mn[�WA,oi rorn IN) w ,Iron sihilily roi m rmin wuw,re or,1,)Lii1s, noi mrnp1miw,) v�irlh [N ii )qjii,)rn,)n[s or mw pUns .ind sjpwffl,'.ihnns Ajpjpmv[d or ., sjpwirw lm- n [I , lo I is wsponsimi,) roi limmsions ko h� mnrim,)d .ind mindUk)d .1[ [N) ,J) s I l, ), n roi rn lion 1V w I p �i Lins soi,) ly io iV ,) r.,i )i ww, inn pi m io iY,) i-n,) .ins, i-n,) 1V m, Is, kw h ni q i j,) s, s o q jo moo .i nd pi oic o (ii j i o s o r i� ons h i ic ho n, M01, fimih o n or iV , o woi i< o r [, i i ii ., (i o s, �i n(i roi p o i roi rn i n Ll .i I I woi k in .i s .i ro [i n (I s .1 Us b Amy rnnn,)i Cmts: OD #1 8/26/2013 Bridge: COTTONWOOD CRE— BID: Optional Design Summary Design Information Span No. I & 3 Beam No. ALL Beam Type 'Tx28 Span Length (CL Bearings) 42.990 ft Beam Spacing 7.667 ft Slab Thickness '8.500 in Relative Humidity 0.000 kip/ ft LLDF (Moment) 0.6fd LLDF (Shear) E. Slab 5000 KSI EC Beam 5000 KSI f C Slab 4.000 KSI Project Criteria 'TxDOT 2008 Live Load HL-93 Design Data Design Load Compressive Stress, Top CL 1,397 KSI fb, Design Load Tensile Stress, Bottom CL -2.111 KSI MU, Required Ultimate Moment Capacity 1753.00 kip-ft Wnon-comp DC 0.000 kip/ft WCOMP DC 0.000 kiptft WOverlay 0.000 kip/ ft Allowable Compressive Stress Factor at Release; 0.6fd Page 2 of 4 Note: Values in the above table reflect the following sign convention: Compressive stress is positive. Tensile stress is negative. Original Girder Design EAGI F NALLAND PERMNS, �NV MIR J \\')IR J I I II I his I oviow w is poron-nod only roi Ll,)wl mnroirniu,) wffli [N i4 )siLln m n, @l or o ,) p i o p, � i ., n, i Lw n,) i .i I , m rn p I i [i n, .,) wi [� i [Y w i n ro i rn i ho n Ll i v,) n In [V w Uon wA I 7 m�ijrnonk Appmv.d or mws,) fiwvvings lm )s nN w1i,m) [N) mn[�WA,oi rorn IN) wsponsihilily roi to rmin wuw,re ord,)Liils, noi mirnplimiv,) v�irlh [N ii )qjiwrn,)n[s or ow pUns .ind spwffl,'.ihnns Appmv[d or ., spwirw lm- n [I , lo I is wsponsimi,) roi limmsions ko h� mnrim,ml .ind mindUk)d .1[ [N) ,J) s I l' ), n roi rn lion 1V w I p �i Lins soi,) ly io iV ,) r.ii )i ww, inn pi m�,)ss,)s m io o,) i-n,) .ins, i-n,) 1V m, Is, kw h ni q i w s, s o q jo moo .i nd pi oic o (ii i i o s o r i� ons h i ic ho n, M01 ' 1i mi h o n or iV , o woi i< o r [, i i ii ., (i o s, �i n(i roi p o i roi rn i n Ll .i I I woi k in .i s .i ro [i n (I s.lksbwhiy rnnn,)i Cmts: OD # 1 8/26/2013 Bridge: COTTONWOOD CRE... BID: Page 3 of 4 Fabricator Optional Girder Design fcl- 14.000 KSI f, 6.300 KS I Prestressing Strands 1/2", Grade 270, Low Relaxation No. Strands 16 (non-standard fill, with all straight strands) h, . "_ - � - -1-1 ­ - ­1 1- 1. __1 � 1 .1 1 1 � -1 11.1 _ --l..... ­1 1- - eCL 9.230 in e 9.230 in girder ends Non-Standard Strand Pattern at Girder Centerline Row (in) 2.500 6.500 8.500 No. Strands '12 2 2 Input Design Data Vs. Calculated Design Data Value lhPUt Calculated 1hpuWaidulato d Status Design :Ddta,Design :Data, Ratio Ratio Design Load Compressive Stress, Top CL (KSI) 1.397 1.268 1.10207 Ok Design Load Tensile Stress, Bottom CL (KSI) -2.111 -1.662! 1.27039 Ok Required Ultimate Moment (kip-ft), 1753.00 1364.59 1.28463 Ok Note: Value , s in the above table reflect the following sign -convention: Compressive stress .. is positive. Tensile stress is negative. 1753.19, 0.999894 Ok' Analysis of Fabricator Optional Design Value Input AhalYSIS of l"PUt/Ahaly8i[S 'Status!' P"Ign, Data Fabricator Ratio Optional Oesign Required r,, (KSI) ! 4.000: 4.000 1 Ok Required f,, (KSI) 6.300:1 6.277, 1.00371, Ok, Ultimate Moment Capacity (kip-ft) 1753.00 1753.19, 0.999894 Ok' EAGI F LL ND PERM NS, uNV MIR J \\')IR J I I II I his I oviow w is po iroirnod only roi Li,)wl mnroirniu,) wffli [N iii )siLjn m n, @l or o ,) p i o p, � i ., n, i Lw n,) i .i I , m rn p I i [i n, .,) wi [� i [Y w i n ro i rn i ho n Ll i v,) n In [V w Uon wA I 7 m�ijrnonk Ajpjpmv.d or mws,) fiwvvings lm )s nN w1i,m) [N) mn[�WA,oi rorn IN) wsponsihilily roi to rmin wuw,re ord,)Liils, noi mrnp1miw,) v�irlh [N ii )qjiwrn,)n[s or ow pUns .ind sjpwffl,'.ihnns Ajpjpmv[d or ., sjpwirw ilom n [I , lo I is wsponsimi,) roi limmsions ko h� mnrim,ml .ind mindUk)d .1[ [N) ,J) s I l' ), n roi rn lion 1V w I p �i Lins soi,) ly io iV ,) r.ii )i ww, inn pi m�,)ss,)s m io o,) i-n,) .ins, i-n,) 1V m, Is, kw h ni q i w s, s o q jo moo .i nd pi oic o (ii j i o s o r i� ons h i ic ho n, M01 ' 1i mi h o n or iV , o woi i< o r [, i i ii ., (i o s, �i n(i roi p o i roi rn i n Ll .i I I woi k in .i s .i ro [i n (I s.lksbwhiy rnnn,)i Criats: OD #1 8/26/2013 Bridge: COTTONWOOD CRE... BID: Page 4 of 4 Shear Design Check Standard shear reinforcing pattern: Ok FAGI F NALLAND PERMNS, �NV MIR J \\,)IR J I I II I his I oviow w is i only hi Lj,)n,)wl mni-oirmiiu,) wini N) 1,)siLjn m n, p , o- o ,) p i o p, n, i Lw n,) i �i I , m rn p I i [i i ,,) wi � i YY w i n ro i rn ninon Ll i v,) n In YV w Uon wA I 7 m�ijrnonk Ajpjpimv�d or mws,) liwvvings lm )s noi, i,)Ii,)v,) N) mn[�WA,oi riorn IN) wsponsilhiliny hi to rmiii wumss or,l,)Liils, noi mrnplmiw,) wini IN )qijii,)rn,)n[s or ow plUns rind sjpwin��ihons Ajpjpimv[d or �, sipwirw .onhwAoi is wsponsimi,) For limmsimins ko h mni-iii-mml rind rmiii ) hill ),l �ii, N) pimio, inroirmihon nwi, p�ii,�,ins soi,)iy io nim -�miiwxiuon pim,�,)ss,)s m no ow mmins, rm)[hods, kwhiniqijos, soqijomos rind i or iminsunwhon, moidimihon ornm woii< or [m im(ios, wm(i roi poiroirninLI �fllwoilk in �i s iro [md s�ilisbwhiy rminn,)i Cmts: OD #1 8/26/2013 G F E D C B A A B C D E F G Tx28 END VIEW 16- 1/2 "0 LO -LAX STRANDS STRESS TO 31 KIPS EACH MINIMUM RELEASE STRENGTH AS PER SHOP DRAWINGS 0 F i* ..................... WJOHNNYELOY MARTINEZ, JR.� �: ....................... 99225 .'�j O G <v �11 e)*' 4/CENSV ' Sep 13, 2013 TBPE FIRM REG. NO. F -199 24.5 22.5 20.5 18.5 16.5 14-.5 12.5 10.5 8.5 6.5 4.5 2.5 G F E D C B A A B C D E F G TEAGUE NALL AND PERKINS, INC FORT WORTH, TEXAS APPROVED This review was preformed only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Approval of these drawings does not relieve the contractor from the responsibility for the correctness of details, nor compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of an assembly of which the item is a component. Contractor is responsible for dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the work of all trades; and for performing all work in a safe and satisfactory manner. REVIEWED 1 By Delvin Black at 7:41 am, Sep 17, 2013 J 24.5 22.5 20.5 18.5 16.5 14.5 12.5 10.5 8.5 6.5 4.5 2.5 Tx28 END VIEW 36- 1/2 "0 LO -LAX STRANDS STRESS TO 31 KIPS EACH MINIMUM RELEASE STRENGTH SHALL BE INCREASED TO 5240 PSI I N D lE S T R U C T U R E G I R D E R L E N G T H 1/2"O-270k LO —LAX STRANDS C O N C RE T E E N D S J CONTRACTOR IOWA BRIDGE & CULVERT, LC. By Delvin Black at 8:01 am, Sep 17, 2013 FED. RD. DIV.NO. STATE PROJECT N0. 0 o r TEXAS ST 99 -02 PHASE 2A r STATE DISTAO. COUNTY I DEPRESSED �w �r� APPROVED in N/A o� �w c?o z w z a STRUCTURAL ENGINEERING ASSOCIATES, INC. eCOPYRIGHT m1989 BY `� CONSULTING ENGINEERS, SAN ANTONIO, TEXAS I no item does not include approval of an assembly of which the Rem is acompone it. ¢F- ^N¢c�' C ^�Qw �¢- ��in oao �- U �w ww o w ww EA JOB NO. 13 -196H INDEX SHEET cn t- z a- y z Hp oo in ¢ ~O¢ z zwo wcn Yczj �c oz �w oz a a wQ U a of zm�a nz my ofCn of U) Cn CD A,C 28 -01 2 None 44.49' 44' -6 1/8" 16 9.23" 9.23" STRAIGHT 4000 6300 Varies None 28 -01 O.D. #1 A,C 28 -02 16 None 44.49' 44' -6 1/8" 16 9.23" 9.23" STRAIGHT 4000 6300 Varies None 28 -02 O.D. #1 Y A 28 -03 1 None 44.49' 44' -6 1/8" 16 9.23" 9.23" STRAIGHT 4000 6300 Varies None 28 -03 O.D. #1 w Of A,C 28 -04 2 None 44.49' 44' -6 1/8" 16 9.23" 9.23" STRAIGHT 4000 6300 Varies None 28 -04 O.D. #1 U o B 28 -05 1 None 59.50' 59' -6 3/8" 36 8.81" 5.81" 6 A -24.5 5000 5700 None None 28 -05 SHT.NO.82 O B 28 -06 8 None 59.50' 59' -6 3/8" 36 8.81" 5.81" 6 A -24.5 5000 5700 None None 28 -06 SHT.NO.82 oB 28 -07 1 None 59.50' 59' -6 3/8" 36 8.81" 5.81" 6 A -24.5 5000 5700 None None 28 -07 SHT.NO.82 o B 28 -08 1 None 59.50' 59' -6 3/8" 36 8.81" 5.81 6 A -24.5 5000 5700 None None 28 -08 SHT.NO.82 U C 28 -09 1 None 44.49' 44' -6 1/8" 16 9.23" 9.23" STRAIGHT 4000 6300 Varies None 28 -09 O.D. #1 OF ... .................:.. ?JOHNNY ELOY MARTINEZ, JR.1 ..99225 •:�� +�1tnSS Z.CENSE�G��r AL Sep 13, 2013 TBPE FIRM REG. NO. F -199 ENGINEER SEAL APPLIES ONLY TO OPTIONAL DESIGN BASED ON OPTIONAL DESIGN STRESSES AS SHOWN ON THE CONTRACT PLANS SHEET NO. 82. TOTAL 2" I.D. x 6" PIPE REQUIRED FOR THIS PROJECT ( +59) : 104 TOTAL DAYTON C -24 45° HANGERS REQUIRED FOR THIS PROJECT ( +59) : 189 TOTAL LINEAR FEET OF THIS PROJECT : 1,633.28' HELDENFELS ENTERPRISES, INC. REVIEWED CONTRACTOR IOWA BRIDGE & CULVERT, LC. By Delvin Black at 8:01 am, Sep 17, 2013 FED. RD. DIV.NO. STATE PROJECT N0. HWY. N0. TEAGUE NALL AND PERKINS, INC FORT WORTH, TEXAS 6 TEXAS ST 99 -02 PHASE 2A N/A STATE DISTAO. COUNTY I CONTROL NO. SECTION NO. JOB NO. APPROVED in N/A CITY OF COPPELL,TX N/A N/A N/A This review was preformed only for general conformance with the desi concept of the project and general compliance with the information given in a STRUCTURAL ENGINEERING ASSOCIATES, INC. eCOPYRIGHT m1989 BY `� CONSULTING ENGINEERS, SAN ANTONIO, TEXAS I Contract Documents. Approval of these drawings does not relieve conta ctor from the responsibility for the correctness of details, nor complie with the requirements of the plans and specifications. Approval of a spec item does not include approval of an assembly of which the Rem is acompone it. `JOB N0. e ;13 -3386 DRAWN M.W. CHECKED J.S. DATE 9/13/13 SHEET N0. T I— Contractor is responsible for dimensions to be confirmed and correlated at I job site; information that pertains solely to the fabrication processes or to means, methods, techniques, sequences and procedures of constructi coordination of the work of all trades; and for performing all work in a safe satisfactory mfrfrERVED FOR APPROVAL STAMP EA JOB NO. 13 -196H INDEX SHEET ELASTOMERIC BEAR 1 1 V G PADS SCHEDULE PERMANENT MARK HERE J • PERMANENT W MARK HERE X� �Y TYPE - A MARK TYPE BRG. TYPE DURO. QUANT. X Y L W A B C D P -1 A G -1 -0 50 36 2 3/4" 2 3/4" 21 8" PERMANENT A A PERMANENT P -2 AH G -1 -0 50 8 2 3/4" 2 3/4" 21 8" 4" 10 1/2" P -3 A G -1 -1 50 18 2 11/16" 2 13/16" 21 8" P -4 AH G -1 -1 1 50 1 4 2 11/16"12 13/16" 21" 81, 4" 10 1/2" A X� �Y TYPE - B PERMANENT MARK HERE X� �Y TYPE - C PERMANENT MARK HERE PERMANENT MARK HERE PERMANENT MARK HERE XF D�Y TYPE - F C C C C PERMANENT A PERMANENT A PERMANENT MARK HERE j^j MARK HERE MARK HERE m in J 7 J - • J • 0 0 o PERMANENT in m 15" DIAMETER MARK HERE PERMANENT A A PERMANENT W MARK HERE W W MARK HERE Xr ©�Y TYPE - AH Xr ©�Y iTYPE - BH X� © �Y TYPE - CH XF O Y TYPE - FH ELASTOMERIC BEARING PADS NOTES 1. THE USE OF POLYISOPRENE (NATURAL RUBBER) FOR THE MANUFACTURE OF BEARING PADS STEEL LAMINATES SHALL BE PLACED SHALL NOT BE PERMITTED. PARALLEL TO THE BOTTOM SURFACE OF THE PAD, EXCEPT THE TOP LAMINATE MAY 2. O DENOTES 2" ROUND HOLE BE SLOPED TO SATISFY MAX. AND MIN. THICKNESS CRITERIA FOR TAPERED 1 /4" 1 /4 ",1 /4 ",1 /4 ",1 /4 ",1 /4 ",1 /4 ",1 /4" 3. • DENOTES ERECTION MARK X ELASTOMERIC TOP LAYERS. (ELASTOMERIC THICKNESS) 4. BEARING PADS SHALL BE 50 DUROMETER. < L—ti;4 VEL TO MATCH z RDER SLOPE co BRG. TYPE ON 3/4" ° HELDENFELS ENTERPRISES, INC. 7 — — — — HIGH SIDE CONTRACTOR IOW A BRIDGE & CULVERT, LC. FED.RD. STATE PROJECT N0. HWY. N0. TEAGUE NALL AND PERIGNS, INC DIV.No. FORT WORTH, TEXAS 6 TEXAS ST 99 -02 PHASE 2A N/A 7 STEEL APPROVED STATE CONTROL SECTION JOB LAMINATES DIST.NO. COUNTY NO. N0. NO. (.105" THICK) This review was preformed only for general conformance with the des in N/A CITY OF COPPELL,TX N/A N/A N/A concept of the project and general compliance with the information given in 8 ",9 ",10" WIDTH Or 15' DIA. Contract Documents. Approval of these drawings does not relieve lie contractor from the responsibility for the correctness of details, nor complier eCOPYRIGHT STRUCTURAL ENGINEERING ASSOCIATES, INC. PAD ELEVATION with the requirements of the plans and specifications. Approval of a spec c19$9 BY `' I CONSULTING ENGINEERS, SAN ANTONIO, TEXAS item does not include approval of an assembly of which the Rem is a compone t. LAMINATED BEARING Contractor is responsible for dimensions to be confirmed and correlated at I `JOB NO. DRAWN CHECKED DATE SHEET NO. job site; information that pertains solely to the fabrication processes or to I e means, methods, techniques, sequences and procedures of constructi ;13 -3386 M.W. J.S. 9/13/13 coordination of the work of all trades; and for performing all work in a safe EA JOB NO. NP — 1 satisfactory TTnRVED FOR APPROVAL STAMP NEOPRENE PADS SHEET 13 -196H C L u 7 L 7 0 o- w 0 a% 0 O Z O D% w Face of — Abut. Bkwl. ":1910 :11011 P- 2 28 -01 (44.49') P 2 � 28 -05 (59 P 28 -02 (44.49') P P 28 -06 P 28 -02 (44.49') P P- , 28 -06 \ P 28 -02 (44.49') P- P 28 -06 \ P 28 -02 (44.49') P P 28 -06 THICKENED SLAB END 28 -02 (44.49') P P 28 -06 P- , 28 -03 P PLC 0Q -n (44.49 ) 28 -02 (44.49') P P , 28 -02 (44.49') P , O 28 -02 (44.49') O (F-2 % ,9—n4 (44.49') P 2 E D ABUT. — Face of Abut. Bkwl. D E E D D n n D D E SPAN A SPAN B SPAN C COTTONWOOD CREEK INDICATES ORIENTATION OF PAD w@h INDICATES PAD MARK • INDICATES ANCHOR HOLE ( ) INDICATES TRUE LENGTH ALONG CENTERLINE OF GIRDER. SEE STANDARD SHEET S - "GEB" FOR ABUTMENT AND BENT DETAILS. i V_0" 3" i FACE OF ABUT. BKWL. F F 1 1/2" MIN. r1� r I� I 1.1 i— C.L. OF BEARING OR MIN. �_— SLOTTED ANCHOR HOLE PLAN AT ABUTMENT WITH NO SKEW (TRANSITION BENT SIMILAR) C.L. OF BEARING OR SLOTTED ANCHOR HOLE PLAN AT ABUTMENT WITH SKEW (TRANSITION BENT SIMILAR) IMIlill C.L. OF BENT C.L. OF BENT \ \ C.L. OF BEARING OR 3X SLOTTED ANCHOR HOLE 1' -0" PLAN AT GIRDERS CONFLICT 1 iwy- Jobs \2013 JOBS \GIRDER JOBS \13- 196H \S- T%EB- TxDOT.dwg 1' -0" V -0" FACE OF I.T. BENT CAP 3" 3" C.L. OF BENT C.L. OF BENT 4� - - - -- �` -� - -- C.L. OF BEARING OR — J SLOTTED ANCHOR HOLES STEEL PLATE GIRDERS — - - -- -1 +�- \ C.L. OF BEARING OR SLOTTED ANCHOR HOLES - - -- +- Hfo'+I- LIJ - H- ►t+1 - + LIJ -- - -- 1 1/2" 1 1/2" MIN. MIN. MIN. ' C.L. OF BEARING OR SLOTTED ANCHOR HOLES 1 MIN. PLAN AT CONVENTIONAL INTERIOR BENT WITH NO SKEW 1I�, C.L. OF BENT T \ \T r r - - -- \L_J �� C.L. OF BEARING OR \� SLOTTED ANCHOR HOLES 1' MIN. 1' MIN. PLAN AT CONVENTIONAL INTERIOR BENT WITH SKEW PLAN AT GIRDERS CONFLICT 2 FACE OF I.T. BENT CAP 3„ 3„ MIN. MIN. L +J L +J C.L. OF BEARING OR SLOTTED ANCHOR HOLES 1" 1" MIN. MIN. PLAN AT INVERTED -T BENT WITH NO SKEW V_0" C.L. OF BENT MIN. STEEL PLATE GIRDERS C.L. OF BEARING OR BY OTHERS SLOTTED ANCHOR HOLES MIN. PLAN AT CONVENTIONAL INTERIOR BENT NO SKEW WITH STEEL PLATE GIRDERS AND CONCRETE GIRDERS PLAN AT INVERTED -T BENT WITH SKEW \ BISECTOR OF ANGLES C.L. OF BENT BETWEEN GIRDERS 3" \ �--- C.L. OF BEARING OR SLOTTED ANCHOR HC C.L. OF BEARING OR SLOTTED ANCHOR HOLES PLAN AT GIRDERS CONFLICT 3 wan PLAN AT CONVENTIONAL INTERIOR BENT SKEW WITH STEEL PLATE GIRDERS AND CONCRETE GIRDERS SEE ERECTION SHEETS FOR BEARING PAD AND DOWELS REQUIRED. \ FACE OF I.T. BENT CAP C.L. OF BENT 4� - - - -- �` -� - -- C.L. OF BEARING OR — J SLOTTED ANCHOR HOLES STEEL PLATE GIRDERS — - - -- -1 +�- \ C.L. OF BEARING OR SLOTTED ANCHOR HOLES \ BY OTHERS PLAN AT INVERTED -T BENT WITH SKEW \ BISECTOR OF ANGLES C.L. OF BENT BETWEEN GIRDERS 3" \ �--- C.L. OF BEARING OR SLOTTED ANCHOR HC C.L. OF BEARING OR SLOTTED ANCHOR HOLES PLAN AT GIRDERS CONFLICT 3 wan PLAN AT CONVENTIONAL INTERIOR BENT SKEW WITH STEEL PLATE GIRDERS AND CONCRETE GIRDERS SEE ERECTION SHEETS FOR BEARING PAD AND DOWELS REQUIRED. Cn w c� O 0 <n w 2' 3 3" J TO GIRDER WO... TO GIRDER�ENDLL 3" R28 BARS 12 SPA. AT 3" = 3' -0" 15 SPA. AT 4" 10 SPA. AT 6" 27 SPA. AT 8" MAX. 10 SPA. AT 6" 15 SPA. AT 4" 12 SPA. AT 3 "= 3' -0" R28 BARS 1 7/8" 102 = 5' -0" = 5'-0" = 5' -0" = 5' -0" STANDARD 1 7/8„ S28 BARS 12 SPA. AT 3 "= T -0' #3 STANDARD 12 SPA. AT 3" = 3' -0" S28 BARS o A28 BARS #6 88 SPA. AT 6" MAX. A28 BARS c 2 4 3 1/2" U STANDARD T28 BARS T28 BARS 64 3 1/2" c C A28K BARS T28 4 8 #4 44' -3" U281 2 4 #5 STANDARD A28K 2 4 #3 STANDARD P 4 8 #6 • 44' -3" A1D 1 2 #3 STANDARD �A1D BARS A A28K BARS R28 BARS BARS I BARS R28 BARS S28 BARS S28 BARS (PAIRS) (PAIRS) J� U281 BARS 1 11 11 11 1 1 1 90° g0° U28 BARS UL /4„ C28 BARS (8 PAIRS) (L OF GIRDER C28 BARS (8 PAIRS) --E 3 C28 BARS 3" 7 SPA. AT 6 "= 3' -6" 7 SPA. AT 6" = 3' -6" 3" C28 BARS 22' -3" (CAST LENGTH) 22' -3 1/8" (CAST LENGTH) 44.49' (DESIGN LENGTH) 44' -6 1/8" (CAST LENGTH) ELEVATION — REINFORCING STEEL SYMMETRICAL ABOUT LIFTING DETAILS SHOWN ARE USUAL C EXCEPT WHERE BUT MAY BE CHANGED BY FABRICATOR SHOWN OR NOTED {I TO FIT JOB REQUIREMENT. CUT TO 2" AFTER ERECTION. 0 6 % C.G. OF STRAIGHT STRANDS 3/4" CHAM GIRDER ELEVATION SEE PLAN VIEW FOR HOLE(S) LOCATION LOC. OF 45° V -0" 17 SPA. AT 2' -6" MAX. HANGERS LOC. OF 2" I.D. PIPE (BY 10' -0" 12' -2 7/8" 12' -3" Bh ; A 2'-0" 4 -1/2" 0 STRANDS � OF 4 "x 1 1/2" SLOTTED ANCHOR HOLE — AT DOWELED END (AS REQUIRED) SINGLE LIFTING LOOP DETAIL (TYP. FOR GIRDERS UNDER 75') DAYTON C -24 45° HANGERS (OR EQUAL)(BY CONTRACTOR) INSERTS TO BE FLUSH WITH EDGE OF BEAM (-0,+1/2") SECTION "B" 2" /4" OF ....................... i0JOHNNY•ELOY MARTINEZ, JR. ��:• 99225 t��'•�7CENSEQ•'G�� Sep 13, 2013 TBPE FIRM REG. N0. F -199 ENGINEER SEAL APPLIES ONLY TO OPTIONAL DESIGN BASED ON OPTIONAL DESIGN STRESSES AS SHOWN ON THE CONTRACT PLANS SHEET REINFORCING STEEL SCHEDULE BAR QUANTITY PER GIRDER TOTAL QUANTITY SIZE LENGTH R28 102 204 #4 STANDARD A28 87 174 #3 STANDARD S28 52 104 #6 STANDARD U28 2 4 #5 STANDARD C28 32 64 #4 STANDARD T28 4 8 #4 44' -3" U281 2 4 #5 STANDARD A28K 2 4 #3 STANDARD P 4 8 #6 • 44' -3" A1D 1 2 #3 STANDARD • AT THE FABRICATOR'S OPTION, BARS LARGER THAN #6 MAY BE USED. C.L. OF GIRDER 1' -6" III 2" I.D. x 6" PIPE H (BY CONTRACTOR) Li SECTION "A" UPLIFT FORCE ff A -8.5 A -8.5 A -6.5 A -6.5 A -2.5 A -2.5 31113SPA.AT2' =2' -2 "I � 3" 3 "-, 113 SPA. AT2 " =2' -2" � 3" r-r SECTION END VIEW NO. 82. TYPE "Tx28" GIRDER QUANTITY : 2 10' -0" TOP FLANGE 4 7/8" — — — — — — — — — — � — — — — — — — — — — — — — — — —I — — — — — — — — — — — — — — —I — — — — — — — — — — — I I I MARKED END — - ] -- --------------------------------- - - - - -E - -- C.L. OF GIRDER BOTTOM FLANGE 9 3/8" g„ 3 4„ (4" X 1 1/2" SLOTTED (4 X 1 1/2 4 1/8" ANCHOR HOLE) SLOTTED 4 1/4" BOTTOM FLANGE ANCHOR HOLE) 4 7/8" TOP FLANGE GIRDER SKEW = -15 DEG. (D) DOWELED END PLAN GIRDER SKEW = -15 DEG. (D) DOWELED END LO —LAX STRAND PATTERN NUMBER OF STRANDS : 16 —1/2" 0 270 K @ 31.00 K EACH NUMBER OF STRAIGHT STRANDS 16 NUMBER OF DEFLECTED STRANDS NONE CONCRETE RELEASE STRENGTH 4000 PSI CONCRETE DESIGN STRENGTH 6300 PSI TOP FINISH PANELS ECCENTRICITY @ q : 9.23" ECCENTRICITY @ END : 9.23" SEE STANDARD SHEETS S1— "Tx28 ", S2— "Tx28" DESIGN NO.: O.D. #1 & S - "Tx" FOR TOP FINISH AND OTHER TOTAL GIRDER LENGTH OF THIS SHEET: 88.98' NOTES AND DETAILS. TEAGUE NALL AND PEREINS, INC FORT WORTH, TEXAS APPROVED This review was preformed only for general conformance with the design conc ept of the project and general compliance with the information given in the Con ract Documents. Approval of these drawings does not relieve the cont actor from the responsibility for the correctness of details, nor compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of an assembly of which the Rem is a component. Con ,actor is responsible for dimensions to be confirmed and correlated at the jobs e; information that pertains solely to the fabrication processes or to the mea s, methods, techniques, sequences and procedures of construction; coor finaton of the work of all trades; and for performing all work in a safe and satis actory manner. RESERVED FOR APPROVAL STAMP HELDENFELS ENTERPRISES, INC. CONTRACTOR: IOWA BRIDGE & CULVERT, LC. FED. RD. DIV.NO. STATE PROJECT N0. HWY. NO. 6 TEXAS ST 99 -02 PHASE 2A N/A STATE COUNTY CONTROL SECTION JOB DIST.NO. NO. NO. NO. N/A CITY OF COPPELL,TX I N/A N/A N/A COPYRIGHT `' STRUCTURAL ENGINEERING ASSOCIATES, INC. 1989 BY I\ CONSULTING ENGINEERS, SAN ANTONIO, TEXAS JOB NO. DRAWN CHECKED DATE SHEET /MARK NO. 13 -3386 M.W. J. S. 9/13/13 28 -01 SEA 13196H FABRICATION SHEET U) U O 0 <n w 2' 3 3" J TO GIRDER ENDLLL TO GIRDER�ENDLL 3" R28 BARS 12 SPA. AT 3" = 3' -0" 15 SPA. AT 4" 10 SPA. AT 6" 27 SPA. AT 8" MAX. 10 SPA. AT 6" 15 SPA. AT 4" 12 SPA. AT 3 "= 3' -0" R28 BARS 1 7/8" LENGTH = 5' -0" = 5'-0" = 5' -0" = 5' -0" 102 1 7/8„ S28 BARS 12 SPA. AT 3 "= T -0' CONTROL A28 12 SPA. AT 3" = 3' -0" S28 BARS o A28 BARS STANDARD 44 SPA. AT 12" MAX. A28 BARS c 52 832 3 1/2" U STANDARD T28 BARS T28 BARS 2 3 1/2" c C Al BARS STANDARD I\ CONSULTING ENGINEERS, C28 32 512 #4 STANDARD DATE T28 4 64 #4 44' -3" J. S. U281 2 32 #5 STANDARD A28K 2 32 #3 STANDARD P 4 64 #6 • 44' -3" AID 2 32 #3 STANDARD AID BARS A A28K BARS A28K BARS R28 BARS BARS ILM I BARS R28 BARS S28 BARS S28 BARS (PAIRS) (PAIRS) J� U281 BARS I I 90° I g0° U28 BARS UL /4„ C28 BARS (8 PAIRS) OF GIRDER C28 BARS (8 PAIRS) 3 C28 BARS 3" 7 SPA. AT 6 "= 3' -6" 7 SPA. AT 6" = 3' -6" 3" C28 BARS 22' -3" (CAST LENGTH) 22' -3 1/8" (CAST LENGTH) 44.49' (DESIGN LENGTH) 44' -6 1/8" (CAST LENGTH) ELEVATION — REINFORCING STEEL SYMMETRICAL ABOUT LIFTING DETAILS SHOWN ARE USUAL C EXCEPT WHERE BUT MAY BE CHANGED BY FABRICATOR SHOWN OR NOTED {I TO FIT JOB REQUIREMENT. CUT TO 2" AFTER ERECTION. 0 6 / C.G. OF STRAIGHT STRANDS 3/4" CHAM 2" /4" 2'-0" ,r4 -1/2" m srRANDS OF TE-y\ \ / • i0JOHNNY•ELOY MARTINEZ, JR °; ��:• 99225 t� ' • 4/CE NSEQ •' GN GIRDER ELEVATION Sep 13, 2013 SEE PLAN VIEW FOR HOLE(S) LOCATION SINGLE LIFTING LOOP DETAIL (TYP. FOR GIRDERS UNDER 75') TBPE FIRM REG. N0. F -199 ENGINEER SEAL APPLIES ONLY TO OPTIONAL DESIGN BASED ON OPTIONAL DESIGN STRESSES AS SHOWN ON THE CONTRACT PLANS SHEET NO. 82. LOC. OF 2" I.D. PIPE BY 10' -0" 12' -2 7/8" 12' -3" 10' -0" CONTRACTOR) 3 4" A TOP FLANGE 4 7/8" L� BOTTOM FLANGE MARKED END — — — — — — — — — — — — — — — — — — — — — — — — — C.L. OF GIRDER BOTTOM FLANGE 4 1/4" BOTTOM FLANGE 3 4' 4 7/8" TOP FLANGE 4 1/8" GIRDER SKEW = -15 DEG. PLAN GIRDER SKEW = -15 DEG. TOP FINISH PANELS SEE STANDARD SHEETS S1- "Tx28 ", S2- "Tx28" & S - "Tx" FOR TOP FINISH AND OTHER NOTES AND DETAILS. • AT THE FABRICATOR'S OPTION, BARS LARGER THAN #6 MAY BE USED. C.L. OF GIRDER 1' -6" I 1' -6" III 2" I.D. x 6" PIPE J; (BY CONTRACTOR) SECTION "A" UPLIFT FORCE = 0.00 k A -8.5 A -8.5 A -6.5 A -6.5 A -2.5 A -2.5 31113SPA.AT2' =2' -2 "I � 3" 3 "-, 113S PA. AT2 " =2' -2" J � 3" r-r SECTION END VIEW TEAGUE NALL AND PEREINS, INC FORT WORTH, TEXAS APPROVED This review was preformed only for general conformance with the design conc ept of the project and general compliance with the information given in the Con ract Documents. Approval of these drawings does not relieve the cont actor from the responsibility for the correctness of details, nor compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of an assembly of which the Rem is a component. Con ,actor is responsible for dimensions to be confirmed and correlated at the jobs e; information that pertains solely to the fabrication processes or to the mea is, methods, techniques, sequences and procedures of construction; coor fination of the work of all trades; and for performing all work in a safe and satis actory manner. RESERVED FOR APPROVAL STAMP TYPE "Tx28" GIRDER QUANTITY : 16 LO —LAX STRAND PATTERN NUMBER OF STRANDS : 16 —1/2" 0 270 K @ 31.00 K EACH NUMBER OF STRAIGHT STRANDS 16 NUMBER OF DEFLECTED STRANDS NONE CONCRETE RELEASE STRENGTH 4000 PSI CONCRETE DESIGN STRENGTH 6300 PSI ECCENTRICITY @ q : 9.23" ECCENTRICITY @ END : 9.23" DESIGN NO.: O.D. #1 TOTAL GIRDER LENGTH OF THIS SHEET: 711.84' HELDENFELS ENTERPRISES, INC. CONTRACTOR: IOWA BRIDGE & CULVERT, LC. REINFORCING STEEL SCHEDULE STATE BAR QUANTITY PER GIRDER TOTAL QUANTITY SIZE LENGTH ST 99 -02 PHASE 2A R28 102 1632 #4 STANDARD CONTROL A28 43 688 #3 STANDARD NO. S28 52 832 #6 STANDARD N/A U28 2 32 #5 STANDARD I\ CONSULTING ENGINEERS, C28 32 512 #4 STANDARD DATE T28 4 64 #4 44' -3" J. S. U281 2 32 #5 STANDARD A28K 2 32 #3 STANDARD P 4 64 #6 • 44' -3" AID 2 32 #3 STANDARD • AT THE FABRICATOR'S OPTION, BARS LARGER THAN #6 MAY BE USED. C.L. OF GIRDER 1' -6" I 1' -6" III 2" I.D. x 6" PIPE J; (BY CONTRACTOR) SECTION "A" UPLIFT FORCE = 0.00 k A -8.5 A -8.5 A -6.5 A -6.5 A -2.5 A -2.5 31113SPA.AT2' =2' -2 "I � 3" 3 "-, 113S PA. AT2 " =2' -2" J � 3" r-r SECTION END VIEW TEAGUE NALL AND PEREINS, INC FORT WORTH, TEXAS APPROVED This review was preformed only for general conformance with the design conc ept of the project and general compliance with the information given in the Con ract Documents. Approval of these drawings does not relieve the cont actor from the responsibility for the correctness of details, nor compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of an assembly of which the Rem is a component. Con ,actor is responsible for dimensions to be confirmed and correlated at the jobs e; information that pertains solely to the fabrication processes or to the mea is, methods, techniques, sequences and procedures of construction; coor fination of the work of all trades; and for performing all work in a safe and satis actory manner. RESERVED FOR APPROVAL STAMP TYPE "Tx28" GIRDER QUANTITY : 16 LO —LAX STRAND PATTERN NUMBER OF STRANDS : 16 —1/2" 0 270 K @ 31.00 K EACH NUMBER OF STRAIGHT STRANDS 16 NUMBER OF DEFLECTED STRANDS NONE CONCRETE RELEASE STRENGTH 4000 PSI CONCRETE DESIGN STRENGTH 6300 PSI ECCENTRICITY @ q : 9.23" ECCENTRICITY @ END : 9.23" DESIGN NO.: O.D. #1 TOTAL GIRDER LENGTH OF THIS SHEET: 711.84' HELDENFELS ENTERPRISES, INC. CONTRACTOR: IOWA BRIDGE & CULVERT, LC. FE . O. DIV.NO. ' STATE PROJECT NO. HWY. NO. 6 TEXAS ST 99 -02 PHASE 2A N/A STATE COUNTY CONTROL SECTION JOB DIST.NO. NO. NO. NO. N/A CITY OF COPPELL,TX N/A N/A N/A COPYRIGHT STRUCTURAL ENGINEERING ASSOCIATES, INC. `� 1989 BY I\ CONSULTING ENGINEERS, SAN ANTONIO, TEXAS JOB NO. DRAWN CHECKED DATE SHEET /MARK NO. 13 -3386 M.W. J. S. 9/13/13 28 -02 SEA 13196H FABRICATION SHEET U) U O 0 <n w 2' 3 3.. J TO GIRDER ENDLLL TO GIRDER�ENDLL 3.. R28 BARS 12 SPA. AT 3" = 3' -0" 15 SPA. AT 4" 10 SPA. AT 6" 27 SPA. AT 8" MAX. 10 SPA. AT 6" 15 SPA. AT 4" 12 SPA. AT 3 "= 3' -0" R28 BARS 1 7/8" 102 = 5' -0" = 5'-0" = 5' -0" = 5' -0" STANDARD 1 7/8„ S28 BARS 12 SPA. AT 3 "= T -0' #3 STANDARD 12 SPA. AT 3" = 3' -0" S28 BARS o A28 BARS #6 88 SPA. AT 6" MAX. A28 BARS c 2 2 3 1/2" U STANDARD T28 BARS T28 BARS 32 3 1/2" c C Al BARS T28 4 4 #4 44' -3" U281 2 2 #5 STANDARD A28K 2 2 #3 STANDARD P 4 4 #6 • 44' -3" AID 2 2 #3 STANDARD AID BARS A A28K BARS A28K BARS R28 BARS BARS BARS R28 BARS S28 BARS S28 BARS (PAIRS) (PAIRS) J� U281 BARS u I'll 111 gp° 9p° U28 BARS ul /4„ C28 BARS (8 PAIRS) � OF GIRDER C28 BARS (8 PAIRS) � 3 C28 BARS 3" 7 SPA. AT 6 "= 3' -6" 7 SPA. AT 6" = 3' -6" 3" C28 BARS 22' -3" (CAST LENGTH) 22' -3 1/8" (CAST LEN(TH) 44.49' (DESIGN LENGTH) 44' -6 1/8" (CAST LENGTH) LOC. OF 45' 1' -0" HANGERS LOC. OF 2" I.D. PIPE BY 10' -0" CONTRACTOR) 4 1/8" 3 4" B 4I M�1 BOTTOM FLANGE MARKED END — C.L. OF GIRDER ELEVATION — REINFORCING STEEL SYMMETRICAL ABOUT LIFTING DETAILS SHOWN ARE USUAL C EXCEPT WHERE BUT MAY BE CHANGED BY FABRICATOR SHOWN OR NOTED {I TO FIT JOB REQUIREMENT. CUT TO 2" AFTER ERECTION. 0 6 / C.G. OF STRAIGHT STRANDS 3/4" CHAM GIRDER ELEVATION SEE PLAN VIEW FOR HOLE(S) LOCATION 17 SPA. AT 2' -6" MAX. 12' -2 7/8" 12' -3" A 2'-0" 4 -1/2" 0 STRANDS DAYTON C -24 45° HANGERS (OR EQUAL)(BY CONTRACTOR) INSERTS TO BE FLUSH WITH EDGE OF BEAM (-0,+1/2") SECTION "B" 2" /4" Sep 13, 2013 SINGLE LIFTING LOOP DETAIL TBPE FIRM REG. N0. F -199 (TYP. FOR GIRDERS UNDER 75') ENGINEER SEAL APPLIES ONLY TO OPTIONAL DESIGN BASED ON OPTIONAL DESIGN STRESSES AS SHOWN ON THE CONTRACT PLANS SHEET REINFORCING STEEL SCHEDULE BAR QUANTITY PER GIRDER TOTAL QUANTITY SIZE LENGTH R28 102 102 #4 STANDARD A28 87 87 #3 STANDARD S28 52 52 #6 STANDARD U28 2 2 #5 STANDARD C28 32 32 #4 STANDARD T28 4 4 #4 44' -3" U281 2 2 #5 STANDARD A28K 2 2 #3 STANDARD P 4 4 #6 • 44' -3" AID 2 2 #3 STANDARD • AT THE FABRICATOR'S OPTION, BARS LARGER THAN #6 MAY BE USED. C.L. OF GIRDER 1' -6" III 2" I.D. x 6" PIPE J; (BY CONTRACTOR) Lj SECTION "A" UPLIFT FORCE A -8.5 A -8.5 A -6.5 A-6.5 A -2.5 A -2.5 31113SPA.AT2' =2' -2 "I � 3" 3'$ 113S PA. AT2 " =2' -2" � 3" r-r SECTION END VIEW NO. 82. TYPE "Tx28" GIRDER QUANTITY : 1 10' -0" TOP FLANGE 4 7/8" - — — — — — — — — — — I— — — — — — — — — — — — — — — — -- — — — — — — — — — — — — — — 4 -- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - — 4 1/4"1 1 BOTTOM FLANGE 4 7/8" ITOP FLANGE GIRDER SKEW = -15 DEG. PLAN BOTTOM FLANGE 1/8" GIRDER SKEW = -15 DEG. LO —LAX STRAND PATTERN NUMBER OF STRANDS : 16 —1/2" 0 270 K @ 31.00 K EACH NUMBER OF STRAIGHT STRANDS 16 NUMBER OF DEFLECTED STRANDS NONE CONCRETE RELEASE STRENGTH 4000 PSI CONCRETE DESIGN STRENGTH 6300 PSI TOP FINISH PANELS ECCENTRICITY @ q : 9.23" ECCENTRICITY @ END : 9.23" SEE STANDARD SHEETS S1— "Tx28 ", S2— "Tx28" DESIGN NO.: O.D. #1 & S - "Tx" FOR TOP FINISH AND OTHER TOTAL GIRDER LENGTH OF THIS SHEET: 44.49' NOTES AND DETAILS. TEAGUE NALL AND PEREINS, INC FORT WORTH, TEXAS APPROVED This review was preformed only for general conformance with the design conc ept of the project and general compliance with the information given in the Con ract Documents. Approval of these drawings does not relieve the cont actor from the responsibility for the correctness of details, nor compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of an assembly of which the Rem is a component. Con ,actor is responsible for dimensions to be confirmed and correlated at the jobs e; information that pertains solely to the fabrication processes or to the mea is, methods, techniques, sequences and procedures of construction; coor fination of the work of all trades; and for performing all work in a safe and satis actory manner. RESERVED FOR APPROVAL STAMP HELDENFELS ENTERPRISES, INC. CONTRACTOR: IOWA BRIDGE & CULVERT, LC. FED.RD. DIV.NO. STATE PROJECT N0. HWY. NO. 6 TEXAS ST 99 -02 PHASE 2A N/A STATE COUNTY CONTROL SECTION JOB DIST.NO. NO. NO. NO. N/A CITY OF COPPELL,TX I N/A N/A N/A COPYRIGHT STRUCTURAL ENGINEERING ASSOCIATES, INC. 1989 BY I\ CONSULTING ENGINEERS, SAN ANTONIO, TEXAS JOB NO. DRAWN CHECKED DATE SHEET /MARK NO. 13 -3386 M.W. J. S. 9/13/13 28 -03 SEA 13196H FABRICATION SHEET U) U O 0 <n w 2' 3 3" J TO GIRDER ENDLLL TO GIRDER�ENDLL 3" R28 BARS 12 SPA. AT 3" = 3' -0" 15 SPA. AT 4" 10 SPA. AT 6" 27 SPA. AT 8" MAX. 10 SPA. AT 6" 15 SPA. AT 4" 12 SPA. AT 3 "= 3' -0" R28 BARS 1 7/8" 102 = 5' -0" = 5'-0" = 5' -0" = 5' -0" STANDARD 1 7/8„ S28 BARS 12 SPA. AT 3 "= T -0' #3 STANDARD 12 SPA. AT 3" = 3' -0" S28 BARS o A28 BARS #6 88 SPA. AT 6" MAX. A28 BARS c 11 -1 4 3 1/2" U STANDARD 1 1 T28 BARS T28 BARS 64 3 1/2" c C A 1 D BARS T28 4 8 #4 44' -3" U281 2 4 #5 STANDARD A28K 2 4 #3 STANDARD P 4 8 #6 • 44' -3" A1D 1 2 #3 STANDARD A A28K BARS A28K BARS R28 BARS BARS BARS R28 BARS S28 BARS S28 BARS (PAIRS) (PAIRS) '-L- U281 BARS gp° gp° U28 BARS IUL /4„ C28 BARS (8 PAIRS) � OF GIRDER C28 BARS (8 PAIRS) -E 3 C28 BARS 3" 7 SPA. AT 6 "= 3' -6" I 7 SPA. AT 6" = 3' -6" 3" C28 BARS 22' -3" (CAST LENGTH) 22' -3 1/8" (CAST LENGTH) 44.49' (DESIGN LENGTH) 44' -6 1/8" (CAST LENGTH) LOC. OF 2" I.D. PIPE (BY CONTRACTOR) 44 1/8„ 3/4" BOTTOM FLANGE MARKED END — C.L. OF GIRDER ELEVATION — REINFORCING STEEL SYMMETRICAL ABOUT LIFTING DETAILS SHOWN ARE USUAL C EXCEPT WHERE BUT MAY BE CHANGED BY FABRICATOR SHOWN OR NOTED {I TO FIT JOB REQUIREMENT. CUT TO 2" AFTER ERECTION. i0 6 / C.G. OF STRAIGHT STRANDS 3/4" CHAM GIRDER ELEVATION SEE PLAN VIEW FOR HOLE(S) LOCATION 2'-0" 4 -1/2" 0 STRANDS � OF 4 "x 1 1/2" SLOTTED ANCHOR HOLE - AT DOWELED END (AS REQUIRED) SINGLE LIFTING LOOP DETAIL (TYP. FOR GIRDERS UNDER 75') 10' -0" 12' -2 7/8" 12' -3" 10' -0" DAYTON C -24 45° HANGERS (OR EQUAL)(BY CONTRACTOR) INSERTS TO BE FLUSH WITH EDGE OF BEAM (-0,+1/2") SECTION "B" 2" /4" ....................... i0JOHNNY•ELOY MARTINEZ, JR °� ��:• 99225 I OX. t��'•�7CENSEQ•'G�� Sep 13, 2013 TBPE FIRM REG. NO. F -199 ENGINEER SEAL APPLIES ONLY TO OPTIONAL DESIGN BASED ON OPTIONAL DESIGN STRESSES AS SHOWN ON THE CONTRACT PLANS SHEET NO. 82. I I A +- TOP FLANGE 4 7/8" I� ----------- I— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — -- — — — — — — — II I V�� .......................................................... ]--- - - - - -- — — — — — — — — — — — — — ------- - - - - -- - - -- - - -E -- 9 3/8" (4" X 1 1 /2" SLOTTED ANCHOR HOLE) 4 1/4" BOTTOM FLANGE 4 7/8" TOP FLANGE LOC. OF 45° 1' -0" HANGERS GIRDER SKEW - -15 DEG. (D) DOWELED END 17 SPA. AT 2' -6" MAX. PLAN B 'tANROR 1 1 /2" TED HOL 1'-0" GIRDER SKEW = -15 DEG. (D) DOWELED END TOP FINISH PANELS SEE STANDARD SHEETS S1 - "Tx28 ", S2- "Tx28" & S - "Tx" FOR TOP FINISH AND OTHER NOTES AND DETAILS. REINFORCING STEEL SCHEDULE BAR QUANTITY PER GIRDER TOTAL QUANTITY SIZE LENGTH R28 102 204 #4 STANDARD A28 87 174 #3 STANDARD S28 52 104 #6 STANDARD U28 2 4 #5 STANDARD C28 32 64 #4 STANDARD T28 4 8 #4 44' -3" U281 2 4 #5 STANDARD A28K 2 4 #3 STANDARD P 4 8 #6 • 44' -3" A1D 1 2 #3 STANDARD • AT THE FABRICATOR'S OPTION, BARS LARGER THAN #6 MAY BE USED. C.L. OF GIRDER 1' -6" I 1' -6" III 2" I.D. x 6" PIPE J; (BY CONTRACTOR) SECTION "A" UPLIFT FORCE A -8.5 A -8.5 A -6.5 A -6.5 A -2.5 A -2.5 31113SPA.AT2' =2' -2 "I � 3" 3 "-, I13SPA.AT2 " =2' -2 "I � 3" n n n n q SECTION END VIEW TEAGUE NALL AND PEREINS, INC FORT WORTH, TEXAS APPROVED 3his review was preformed only for general conformance with the design on ept of the project and general compliance with the information given in the Con ract Documents. Approval of these drawings does not relieve the cont actor from the responsibility for the correctness of details, nor compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of an assembly of which the Rem is a component. Con ractcr is responsible for dimensions to be confirmed and correlated at the jobs e; information that pertains solely to the fabrication processes or to the mea s, methods, techniques, sequences and procedures of construction; coor finaton of the work of all trades; and for performing all work in a safe and satis actory manner. RESERVED FOR APPROVAL STAMP TYPE "Tx28" GIRDER QUANTITY : 2 LO —LAX STRAND PATTERN NUMBER OF STRANDS : 16 —1/2" 0 270 K @ 31.00 K EACH NUMBER OF STRAIGHT STRANDS 16 NUMBER OF DEFLECTED STRANDS NONE CONCRETE RELEASE STRENGTH 4000 PSI CONCRETE DESIGN STRENGTH 6300 PSI ECCENTRICITY @ q : 9.23" ECCENTRICITY @ END : 9.23" DESIGN NO.: O.D. #1 TOTAL GIRDER LENGTH OF THIS SHEET: 88.98' HELDENFELS ENTERPRISES, INC. CONTRACTOR: IOWA BRIDGE & CULVERT, LC. FED.RD. DIV.NO. STATE PROJECT NO. HWY. NO. 6 TEXAS ST 99 -02 PHASE 2A N/A STATE COUNTY CONTROL SECTION JOB DIST.NO. NO. NO. NO. N/A CITY OF COPPELL,TX I N/A N/A N/A COPYRIGHT `' STRUCTURAL ENGINEERING ASSOCIATES, INC. 1989 BY I\ CONSULTING ENGINEERS, SAN ANTONIO, TEXAS JOB NO. DRAWN CHECKED DATE SHEET /MARK NO. 13 -3386 M.W. J. S. 9/13/13 28 -04 SEA 13196H FABRICATION SHEET D K O 0 to w 2' 3 3" J J TO GIRDER EO.. TO GIRDER�ENDLL 3 3" R28 BARS 1 12 SPA. AT 3" = 3' -0" 15 SPA. AT 4" 1 10 SPA. AT 6" 15 SPA. AT 8" 13 SPA. AT 15 SPA. AT 8" 10 SPA. AT 6" 15 SPA. AT 4" 12 SPA. AT 3"= 3' -O" R R28 BARS 1 7/8" = 12 SPA. AT 3 "= T -0' 1 = 5' -0" f f = 5' -0" = = 10' -0" 1' -0" MAX. = 10' -0" = 5' -0" = 5' -0" - 12 SPA. AT 3" = 3' -0" S -1 7/8" o A28 BARS 1 118 SPA. AT 6" MAX. A A28 BARS C 3 1/2" T T28 BARS T T28 BARS 3 C USE AT FABRICATOR OPTION ELEVATION - REINFORCING STEEL SYMMETRICAL ABOUT LIFTING DETAILS SHOWN ARE USUAL C EXCEPT WHERE BUT MAY BE CHANGED BY FABRICATOR 2'- 0 4 -1/2 "0 STRANDS SHOWN OR NOTED TO FIT JOB REQUIREMENT. CUT TO 6" MIN. 90'(TYP) 2" AFTER ERECTION. I I I I I I I I I I I I I I I I I I I I I I III III I I I I I I I I I I I I — S RA DS DEF'L.� HANGERS LOC. OF 2" I.D. PIPE (BY 10' -0" B 4-1 3/4" CHAMFER —/ HOLD DOWN POINT 5' -0" ( +2' -0 ", -0) OF 4 "x 1 1/2" SLOTTED ANCHOR HOLE — AT DOWELED END (AS REQUIRED) GIRDER ELEVATION SINGLE LIFTING LOOP DETAIL SEE PLAN VIEW FOR HOLE(S) LOCATION (TYP. FOR GIRDERS UNDER 75') 19' -9" A 19' -9" TOP FLANGE 4 7/8" — — — — --I — — — — —I — — — — — — — — — — — — — — — — — —I — — — + — — — — — — — — — — — — — —I — — — — — — — — — — — — — — MARKED END L. — — — — — — — — — --- - - - —E_ C.L. OF GIRDER - - — — — — — � g I I g„ " (4" X 1 1 /2" (4" X 1 1 /2" SLOTTED SLOTTED ANCHOR HOLE) ANCHOR HOLE) 4 7/8" TOP FLANGE GIRDER SKEW = -15 DEG. (D) DOWELED END PLAN BOTTOM FLANGE 3L4-" 4 1/8" GIRDER SKEW = -15 DEG. (D) DOWELED END 2" /4" DAYTON C -24 45° HANGERS (OR EQUAL)(BY CONTRACTOR) INSERTS TO BE FLUSH WITH EDGE OF BEAM (-0,+1/2") SECTION "B" REINFORCING STEEL SCHEDULE BAR QUANTITY TOTAL SIZE LENGTH PER GIRDER QUANTITY R28 118 118 #4 STANDARD A28 117 117 #3 STANDARD S28 52 52 #6 STANDARD U28 4 4 #5 STANDARD C28 32 32 #4 STANDARD T28 4 4 #4 59' -3" A28K 2 2 #3 STANDARD A1D 1 1 #3 STANDARD UPLIFT FORCE _ A -6.5 A -4.5 A -2.5 31113 SPA. AT 2' =2' -2" � 3" r-r r-r q SECTION C.L. OF GIRDER 1' -6" I 1' -6" III 2" I.D. x 6" PIPE J; (BY CONTRACTOR) SECTION "A" = 11.38 k — A -24.5 A -22.5 A -20.5 A -6.5 A -4.5 A -2.5 3' 113S PA. AT2 " =2' -2"I 3" r-r r-r END VIEW TYPE "Tx28" GIRDER QUANTITY : 1 LO -LAX STRAND PATTERN NUMBER OF STRANDS : 36 -1/2" 0 270 K @ 31.00 K EACH NUMBER OF STRAIGHT STRANDS 30 NUMBER OF DEFLECTED STRANDS 6 @ A - 24.5 CONCRETE RELEASE STRENGTH 5000 PSI CONCRETE DESIGN STRENGTH 5700 PSI TOP FINISH PANELS ECCENTRICITY @ q : 8.81 " ECCENTRICITY @ END : 5.81 " SEE STANDARD SHEETS S1- "Tx28 ", S2- "Tx28" DESIGN NO.: SHT.NO.82 & S - "Tx" FOR TOP FINISH AND OTHER TOTAL GIRDER LENGTH OF THIS SHEET: 59.50' NOTES AND DETAILS. TEAGUE NALL AND PEREINS, INC FORT WORTH, TEXAS APPROVED This review was preformed only for general conformance with the design conc ept of the project and general compliance with the information given in the Con ract Documents. Approval of these drawings does not relieve the cont actor from the responsibility for the correctness of details, nor compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of an assembly of which the Rem is a component. Con ,actor is responsible for dimensions to be confirmed and correlated at the jobs e; information that pertains solely to the fabrication processes or to the mea is, methods, techniques, sequences and procedures of construction; coor fination of the work of all trades; and for performing all work in a safe and satis actory manner. RESERVED FOR APPROVAL STAMP HELDENFELS ENTERPRISES, INC. CONTRACTOR: IOWA BRIDGE & CULVERT, LC. FED.RD. STATE PROJECT NO. HWY. NO. DIV.NO. 6 TEXAS ST 99 -02 PHASE 2A I N/A STATE COUNTY CONTROL SECTION JOB DIST.NO. NO. NO. I NO. N/A CITY OF COPPELL,TX N/A N/A I N/A COPYRIGHT `� I\ STRUCTURAL ENGINEERING ASSOCIATES, INC. 1989 BY CONSULTING ENGINEERS, SAN ANTONIO, TEXAS JOB NO. DRAWN CHECKED DATE SHEET /MARK N0. 13 -3386 M.W. J. S. 9/13/13 SEA13196H FABRICATION SHEET 28 -05 UPLIFT FORCE _ A -6.5 A -4.5 A -2.5 31113 SPA. AT 2' =2' -2" � 3" r-r r-r q SECTION C.L. OF GIRDER 1' -6" I 1' -6" III 2" I.D. x 6" PIPE J; (BY CONTRACTOR) SECTION "A" = 11.38 k — A -24.5 A -22.5 A -20.5 A -6.5 A -4.5 A -2.5 3' 113S PA. AT2 " =2' -2"I 3" r-r r-r END VIEW TYPE "Tx28" GIRDER QUANTITY : 1 LO -LAX STRAND PATTERN NUMBER OF STRANDS : 36 -1/2" 0 270 K @ 31.00 K EACH NUMBER OF STRAIGHT STRANDS 30 NUMBER OF DEFLECTED STRANDS 6 @ A - 24.5 CONCRETE RELEASE STRENGTH 5000 PSI CONCRETE DESIGN STRENGTH 5700 PSI TOP FINISH PANELS ECCENTRICITY @ q : 8.81 " ECCENTRICITY @ END : 5.81 " SEE STANDARD SHEETS S1- "Tx28 ", S2- "Tx28" DESIGN NO.: SHT.NO.82 & S - "Tx" FOR TOP FINISH AND OTHER TOTAL GIRDER LENGTH OF THIS SHEET: 59.50' NOTES AND DETAILS. TEAGUE NALL AND PEREINS, INC FORT WORTH, TEXAS APPROVED This review was preformed only for general conformance with the design conc ept of the project and general compliance with the information given in the Con ract Documents. Approval of these drawings does not relieve the cont actor from the responsibility for the correctness of details, nor compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of an assembly of which the Rem is a component. Con ,actor is responsible for dimensions to be confirmed and correlated at the jobs e; information that pertains solely to the fabrication processes or to the mea is, methods, techniques, sequences and procedures of construction; coor fination of the work of all trades; and for performing all work in a safe and satis actory manner. RESERVED FOR APPROVAL STAMP HELDENFELS ENTERPRISES, INC. CONTRACTOR: IOWA BRIDGE & CULVERT, LC. FED.RD. STATE PROJECT NO. HWY. NO. DIV.NO. 6 TEXAS ST 99 -02 PHASE 2A I N/A STATE COUNTY CONTROL SECTION JOB DIST.NO. NO. NO. I NO. N/A CITY OF COPPELL,TX N/A N/A I N/A COPYRIGHT `� I\ STRUCTURAL ENGINEERING ASSOCIATES, INC. 1989 BY CONSULTING ENGINEERS, SAN ANTONIO, TEXAS JOB NO. DRAWN CHECKED DATE SHEET /MARK N0. 13 -3386 M.W. J. S. 9/13/13 SEA13196H FABRICATION SHEET 28 -05 U) U O 0 <n w 2' 3 3" J TO GIRDER EO.. TO GIRDER�ENDLL 3" R28 BARS 12 SPA. AT 3" = 3' -0" 15 SPA. AT 4" 10 SPA. AT 6" 15 SPA. AT 8" 13 SPA. AT 15 SPA. AT 8" 10 SPA. AT 6" 15 SPA. AT 4" 12 SPA. AT 3 "= 3' -0" R28 BARS 1 7/8" S28 BARS 12 SPA. AT 3 "- T -0' = 5' -0" = 5' -0" = 10' -0" 1' -0" MAX. = 10' -0" = 5' -0" = 5' -0" 12 SPA. AT 3" = 3' -0" 1 7/8" S28 BARS o A28 BARS #3 STANDARD 59 SPA. AT 12" MAX. A28 BARS c 416 #6 3 1/2" U U28 T28 BARS 32 T28 BARS STANDARD 3 1/2" c C Al BARS 256 #4 STANDARD T28 4 32 1 #4 1 59' -3" A28K 2 16 #3 STANDARD A1D 2 16 #3 STANDARD 28 -06 SEA13196H FABRICATION SHEET A1D BARS A A28K BARS A28K BARS R28 BARS I R 28 BARS S28 BARS S28 BARS (PAIRS) (PAIRS) J� U28 BARS gp° I 90° U28 BARS /4„ C28 BARS (8 PAIRS) OF GIRDER C28 BARS (8 PAIRS) 3 C28 BARS 3" 7 SPA. AT 6 "= 3' -6" 7 SPA. AT 6" = 3' -6" 3" C28 BARS 29' -9 1/8" (CAST LENGTH) 29' -9 1/4" (CAST LEN,TH) 59.50' (DESIGN LENGTH) 59' -6 3/8" (CAST LENGTH) USE AT FABRICATOR OPTION LOC. OF 2" I.D. PIPE (BY CONTRACTOR) 4 1/8" 3 4" ,L' BOTTOM FLANGE MARKED END — C.L. OF GIRDER ELEVATION - REINFORCING STEEL 8' -0" SYMMETRICAL ABOUT LIFTING DETAILS SHOWN ARE USUAL C EXCEPT WHERE BUT MAY BE CHANGED BY FABRICATOR 2'- 0 4 -1/2 "0 STRANDS SHOWN OR NOTED TO FIT JOB REQUIREMENT. CUT TO 6" MIN. 90'(TYP) 2" AFTER ERECTION. I I I I I I I I I I II II I I I I I I I I III III I I I I I I I I I I I I — S RA DS DEF'L.� 3/4" CHAMFER 5' -0" ( +2' -0 ", -0) GIRDER ELEVATION SEE PLAN VIEW FOR HOLE(S) LOCATION 10' -0" A OLD DOWN POINT 19' -9" SINGLE LIFTING LOOP DETAIL (TYP. FOR GIRDERS UNDER 75') I TOP FLANGE, 14 7/8" --------- ------------ - - - - -- -- -------------- ---- - - - - -- -------- 4 7/8 "1 ITOP FLANGE A— BOTTOM FLANGE 1/8" GIRDER SKEW = -15 DEG. PLAN GIRDER SKEW = -15 DEG. 2" /4" REINFORCING STEEL SCHEDULE BAR QUANTITY PER GIRDER TOTAL QUANTITY SIZE LENGTH R28 118 944 #4 STANDARD A28 58 464 #3 STANDARD S28 52 416 #6 STANDARD U28 4 32 #5 STANDARD C28 32 256 #4 STANDARD T28 4 32 1 #4 1 59' -3" A28K 2 16 #3 STANDARD A1D 2 16 #3 STANDARD UPLIFT FORCE _ A -6.5 A -4.5 A -2.5 31113SPA.AT2' =2' -2 "I � 3" r-r r-r q SECTION C.L. OF GIRDER 1' -6" I 1' -6" III 2" I.D. x 6" PIPE J; (BY CONTRACTOR) SECTION "A" = 11.38 k — A -24.5 A -22.5 A -20.5 A -6.5 A -4.5 A -2.5 3' 113S PA. AT2 " =2' -2" 3" r-r r-r END VIEW TYPE "Tx28" GIRDER QUANTITY : 8 LO -LAX STRAND PATTERN NUMBER OF STRANDS : 36 —1/2" 0 270 K @ 31.00 K EACH NUMBER OF STRAIGHT STRANDS 30 NUMBER OF DEFLECTED STRANDS 6 @ A — 24.5 CONCRETE RELEASE STRENGTH 5000 PSI CONCRETE DESIGN STRENGTH 5700 PSI TOP FINISH PANELS ECCENTRICITY @ q : 8.81 " ECCENTRICITY @ END : 5.81 " SEE STANDARD SHEETS S1— "Tx28 ", S2— "Tx28" DESIGN NO.: SHT.NO.82 & S - "Tx" FOR TOP FINISH AND OTHER TOTAL GIRDER LENGTH OF THIS SHEET: 476.00' NOTES AND DETAILS. TEAGUE NALL AND PEREINS, INC FORT WORTH, TEXAS APPROVED This review was preformed only for general conformance with the design conc ept of the project and general compliance with the information given in the Con ract Documents. Approval of these drawings does not relieve the cont actor from the responsibility for the correctness of details, nor compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of an assembly of which the Rem is a component. Con ,actor is responsible for dimensions to be confirmed and correlated at the jobs e; information that pertains solely to the fabrication processes or to the mea is, methods, techniques, sequences and procedures of construction; coor fination of the work of all trades; and for performing all work in a safe and satis actory manner. RESERVED FOR APPROVAL STAMP HELDENFELS ENTERPRISES, INC. CONTRACTOR: IOWA BRIDGE & CULVERT, LC. FED.RD. DIV.NO. STATE PROJECT N0. HWY. NO. 6 TEXAS ST 99 -02 PHASE 2A N/A STATE COUNTY CONTROL SECTION JOB DIST.NO. NO. NO. NO. N/A CITY OF COPPELL,TX I N/A N/A N/A COPYRIGHT STRUCTURAL ENGINEERING ASSOCIATES, INC. 1989 BY I\ CONSULTING ENGINEERS, SAN ANTONIO, TEXAS JOB NO. DRAWN CHECKED DATE SHEET /MARK N0. 13 -3386 M.W. J.S. 9/13/13 28 -06 SEA13196H FABRICATION SHEET D K U O 0 to w 2' 3 3" J TO GIRDER EO.. TO GIRDER�ENDLL 3" R28 BARS 12 SPA. AT 3" = 3' -0" 15 SPA. AT 4" 10 SPA. AT 6" 15 SPA. AT 8" 13 SPA. AT 15 SPA. AT 8" 10 SPA. AT 6" 15 SPA. AT 4" 12 SPA. AT 3 "= 3' -0" R28 BARS 1 7/8" S28 BARS 12 SPA. AT 3 "= T -0' = 5' -0" = 5' -0" = 10' -0" 1' -0" MAX. = 10' -0" = 5' -0" = 5' -0" 12 SPA. AT 3" = 3' -0" 1 7/8" S28 BARS o A28 BARS #3 STANDARD 118 SPA. AT 6" MAX. A28 BARS c 11 —1 #6 3 1/2" U U28 T28 BARS 4 T28 BARS STANDARD 3 1/2" c C A1D BARS 32 #4 STANDARD T28 4 4 #4 59' -3" A28K 2 2 #3 STANDARD A1D 2 2 #3 STANDARD 28 -07 SEA13196H FABRICATION SHEET A1D BARS A A28K BARS A28K BARS R28 BARS I R 28 BARS S28 BARS S28 BARS (PAIRS) (PAIRS) J� U28 BARS gp° gp° 1128 BARS /4„ C28 BARS (8 PAIRS) (L OF GIRDER C28 BARS (8 PAIRS) 3 C28 BARS 3" 7 SPA. AT 6 "= 3' -6" I 7 SPA. AT 6" = 3' -6" 3" C28 BARS 29' -9 1/8" (CAST LENGTH) 29' -9 1/4" (CAST LENGTH) 59.50' (DESIGN LENGTH) 59' -6 3/8" (CAST LENGTH) USE AT FABRICATOR OPTION I. /_1842179 LOC. OF 2" I.D. PIPE (BY CONTRACTOR) 4 1/8" 3 4" Ll BOTTOM FLANGE I MARKED END C.L. OF GIRDER ELEVATION - REINFORCING STEEL 8' -0" SYMMETRICAL ABOUT LIFTING DETAILS SHOWN ARE USUAL C EXCEPT WHERE BUT MAY BE CHANGED BY FABRICATOR 2'- 0 4 -1/2 "0 STRANDS SHOWN OR NOTED TO FIT JOB REQUIREMENT. CUT TO 6" MIN. 90'(TYP) 2" AFTER ERECTION. I I I I I I I I I I II II I I I I I I I I III III I I I I I I I I I I I I — S RA DS DEF'L.� 3/4" CHAMFER —/ HOLD DOWN POINT 5' -0" GIRDER ELEVATION SINGLE LIFTING LOOP DETAIL SEE PLAN VIEW FOR HOLE(S) LOCATION (TYP. FOR GIRDERS UNDER 75') -0" 23 SPA. AT 2'- 10' -0" 19' -9" 19' -9" 10' -0" B +i A +-i -TOP FLANGE 4 7/8" - - -- ---------------------- ­--- --I-------------- ---- - - - - -- 4 7/8 "1 ITOP FLANGE GIRDER SKEW = -15 DEG. I ---- PLAN BOTTOM FLANGE 13,W 4 1/8" GIRDER SKEW = -15 DEG. 2" /4" DAYTON C -24 45° HANGERS (OR EQUAL)(BY CONTRACTOR) INSERTS TO BE FLUSH WITH EDGE OF BEAM (-0,+1/2") SECTION "B" REINFORCING STEEL SCHEDULE BAR QUANTITY PER GIRDER TOTAL QUANTITY SIZE LENGTH R28 118 118 #4 STANDARD A28 117 117 #3 STANDARD S28 52 52 #6 STANDARD U28 4 4 #5 STANDARD C28 32 32 #4 STANDARD T28 4 4 #4 59' -3" A28K 2 2 #3 STANDARD A1D 2 2 #3 STANDARD UPLIFT FORCE _ A -6.5 A -4.5 A -2.5 31113SPA.AT2 "- 2' -2 "I J-3" r-r rr SECTION C.L. OF GIRDER 1' -6" I 1' -6" III 2" I.D. x 6" PIPE J; (BY CONTRACTOR) SECTION "A" = 11.38 k — A -24.5 A -22.5 A -20.5 A -6.5 A -4.5 A -2.5 3' 113S PA. AT2 " =2' -2" 3" r-r r-r END VIEW TYPE "Tx28" GIRDER QUANTITY : 1 LO -LAX STRAND PATTERN NUMBER OF STRANDS : 36 —1/2" 0 270 K @ 31.00 K EACH NUMBER OF STRAIGHT STRANDS 30 NUMBER OF DEFLECTED STRANDS 6 @ A — 24.5 CONCRETE RELEASE STRENGTH 5000 PSI CONCRETE DESIGN STRENGTH 5700 PSI TOP FINISH PANELS ECCENTRICITY @ q : 8.81 " ECCENTRICITY @ END : 5.81 " SEE STANDARD SHEETS S1— "Tx28 ", S2— "Tx28" DESIGN NO.: SHT.NO.82 & S - "Tx" FOR TOP FINISH AND OTHER TOTAL GIRDER LENGTH OF THIS SHEET: 59.50' NOTES AND DETAILS. TEAGUE NALL AND PEREINS, INC FORT WORTH, TEXAS APPROVED This review was preformed only for general conformance with the design conc ept of the project and general compliance with the information given in the Con ract Documents. Approval of these drawings does not relieve the cont actor from the responsibility for the correctness of details, nor compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of an assembly of which the Rem is a component. Con ,actor is responsible for dimensions to be confirmed and correlated at the jobs e; information that pertains solely to the fabrication processes or to the mea is, methods, techniques, sequences and procedures of construction; coor fination of the work of all trades; and for performing all work in a safe and satis actory manner. RESERVED FOR APPROVAL STAMP HELDENFELS ENTERPRISES, INC. CONTRACTOR: IOWA BRIDGE & CULVERT, LC. FED.RD. DIV.NO. STATE PROJECT NO. HWY. NO. 6 TEXAS ST 99 -02 PHASE 2A N/A STATE COUNTY CONTROL SECTION JOB DIST.NO. NO. NO. NO. N/A CITY OF COPPELL,TX N/A N/A N/A COPYRIGHT STRUCTURAL ENGINEERING ASSOCIATES, INC. `� 1989 BY I\ CONSULTING ENGINEERS, SAN ANTONIO, TEXAS JOB NO. DRAWN CHECKED DATE SHEET /MARK N0. 13 -3386 M.W. J. S. 9/13/13 28 -07 SEA13196H FABRICATION SHEET K O 0 to w 2' 3 3" J TO GIRDER ENDLLL TO GIRDER�ENDLL 3" R28 BARS 12 SPA. AT 3" = 3' -0" 15 SPA. AT 4" 10 SPA. AT 6" 15 SPA. AT 8" 13 SPA. AT 15 SPA. AT 8" 10 SPA. AT 6" 15 SPA. AT 4" 12 SPA. AT 3 "= 3' -0" R28 BARS 1 7/8" S28 BARS 12 SPA. AT 3 "= T -0' = 5' -0" = 5' -0" = 10' -0" 1' -0" MAX. = 10' -0" = 5' -0" = 5' -0" 12 SPA. AT 3" = 3' -0" 1 7/8" S28 BARS o A28 BARS #3 STANDARD 118 SPA. AT 6" MAX. A28 BARS c 11 -1 #6 3 1/2" U 1 1 T28 BARS 4 T28 BARS STANDARD 3 1/2" c C AlD BARS 32 #4 STANDARD T28 4 4 #4 59' -3" A28K 2 2 #3 STANDARD A1D 1 1 #3 STANDARD 28 -08 SEA 13196H FABRICATION SHEET A A28K BARS A28K BARS R28 BARS I R 28 BARS S28 BARS S28 BARS (PAIRS) (PAIRS) J� U28 BARS 90° g0° U28 BARS /4„ C28 BARS (8 PAIRS) (L OF GIRDER C28 BARS (8 PAIRS) --E 3 C28 BARS 3" 7 SPA. AT 6 "= 3' -6" 7 SPA. AT 6" = 3' -6" 3" C28 BARS 29' -9 1/8" (CAST LENGTH) 29' -9 1/4" (CAST LENGTH) 59.50' (DESIGN LENGTH) 59' -6 3/8" (CAST LENGTH) USE AT FABRICATOR OPTION LOC. OF 2" I.D. PIPE (BY CONTRACTOR) 4 1/8" 3 4" ,L0 BOTTOM FLANGE I MARKED END C.L. OF GIRDER g„ (4" X 1 1 /2" SLOTTED ANCHOR HOLE) 4 7/8' 2'- /,-4-1/2"0 STRANDS ELEVATION - REINFORCING STEEL SYMMETRICAL ABOUT LIFTING DETAILS SHOWN ARE USUAL C EXCEPT WHERE BUT MAY BE CHANGED BY FABRICATOR SHOWN OR NOTED {I TO FIT JOB REQUIREMENT. CUT TO (TYP) 2" AFTER ERECTION. y C.G. OF DEF'L. - STRANDS 3/4" CHAMFERS 5' -0" HOLD DOWN POINT ( +2' -0 ", -0) � OF 4 "x 1 1/2" SLOTTED ANCHOR HOLE - AT DOWELED END (AS REQUIRED) GIRDER ELEVATION SINGLE LIFTING LOOP DETAIL SEE PLAN VIEW FOR HOLE(S) LOCATION (TYP. FOR GIRDERS UNDER 75') 10' -0" 19' -9" 19' -9" 10' -0" I A +-i TOP FLANGE 4 7/8" --------- ------------ - - - - -- -- -------- - - - - -- -- - -� - -- ------ -_- _- _- _ _ -_ _ -_ _ -� TOP FLANGE OF 45° 1 1' -0" 1 .RS GIRDER SKEW = -15 DEG. (D) DOWELED END 23 SPA. AT 2' -6" MAX. PLAN i g„ 4 "X 1 1/2" SLOTTED 4NCHOR HOL 1' -0" GIRDER SKEW = -15 DEG. (D) DOWELED END 2" /4" DAYTON C -24 45° HANGERS (OR EQUAL)(BY CONTRACTOR) INSERTS TO BE FLUSH WITH EDGE OF BEAM (-0,+1/2") SECTION "B" REINFORCING STEEL SCHEDULE BAR QUANTITY PER GIRDER TOTAL QUANTITY SIZE LENGTH R28 118 118 #4 STANDARD A28 117 117 #3 STANDARD S28 52 52 #6 STANDARD U28 4 4 #5 STANDARD C28 32 32 #4 STANDARD T28 4 4 #4 59' -3" A28K 2 2 #3 STANDARD A1D 1 1 #3 STANDARD UPLIFT FORCE _ A- A —4.5 A 31113SPA.AT2' =2' -2 "I 3" n n SECTION C.L. OF GIRDER 1' -6" I 1' -6" III 2" I.D. x 6" PIPE J; (BY CONTRACTOR) Lj SECTION "A" = 11.38 k — A -24.5 A -22.5 A -20.5 A -6.5 A -4.5 A -2.5 3' 113S PA. AT2 " =2' -2"I 3" n n END VIEW TYPE "Tx28" GIRDER QUANTITY : 1 LO -LAX STRAND PATTERN NUMBER OF STRANDS : 36 —1/2" 0 270 K @ 31.00 K EACH NUMBER OF STRAIGHT STRANDS 30 NUMBER OF DEFLECTED STRANDS 6 @ A — 24.5 CONCRETE RELEASE STRENGTH 5000 PSI CONCRETE DESIGN STRENGTH 5700 PSI TOP FINISH PANELS ECCENTRICITY @ q : 8.81 " ECCENTRICITY @ END : 5.81 " SEE STANDARD SHEETS S1— "Tx28 ", S2— "Tx28" DESIGN NO.: SHT.NO.82 & S - "Tx" FOR TOP FINISH AND OTHER TOTAL GIRDER LENGTH OF THIS SHEET: 59.50' NOTES AND DETAILS. TEAGUE NALL AND PEREINS, INC FORT WORTH, TEXAS APPROVED ,This review was preformed only for general conformance with the design on ept of the project and general compliance with the information given in the Con ract Documents. Approval of these drawings does not relieve the cont actor from the responsibility for the correctness of details, nor compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of an assembly of which the Rem is a component. Con ,actor is responsible for dimensions to be confirmed and correlated at the jobs e; information that pertains solely to the fabrication processes or to the mea s, methods, techniques, sequences and procedures of construction; coor finaton of the work of all trades; and for performing all work in a safe and satis actory manner. RESERVED FOR APPROVAL STAMP HELDENFELS ENTERPRISES, INC. CONTRACTOR: IOWA BRIDGE & CULVERT, LC. FED.RD. DIV.NO. STATE PROJECT N0. HWY. NO. 6 TEXAS ST 99 -02 PHASE 2A N/A STATE COUNTY CONTROL SECTION JOB DIST.NO. NO. NO. NO. N/A CITY OF COPPELL,TX N/A N/A N/A COPYRIGHT STRUCTURAL ENGINEERING ASSOCIATES, INC. `� 1989 BY I\ CONSULTING ENGINEERS, SAN ANTONIO, TEXAS JOB NO. DRAWN CHECKED DATE SHEET /MARK NO. 13 -3386 M.W. J. S. 9/13/13 28 -08 SEA 13196H FABRICATION SHEET U) U O 0 <n w 2' 3 3.. J TO GIRDER ENDLLL TO GIRDER�ENDLL 3.. R28 BARS 12 SPA. AT 3" = 3' -0" 15 SPA. AT 4" 10 SPA. AT 6" 27 SPA. AT 8" MAX. 10 SPA. AT 6" 15 SPA. AT 4" 12 SPA. AT 3 "= 3' -0" R28 BARS 1 7/8" 102 = 5' -0" = 5' -0" = 5' -0" = 5' -0" STANDARD 1 7/8„ S28 BARS 12 SPA. AT 3 "= T -0' #3 STANDARD 12 SPA. AT 3" = 3' -0" S28 BARS o A28 BARS #6 88 SPA. AT 6" MAX. A28 BARS c 2 2 3 1/2" U STANDARD T28 BARS T28 BARS 32 3 1/2" c C Al BARS T28 4 4 #4 44' -3" U281 2 2 #5 STANDARD A28K 2 2 #3 STANDARD P 4 4 #6 • 44' -3" AID 2 2 #3 STANDARD AID BARS A A28K BARS A28K BARS R28 BARS BARS BARS R28 BARS S28 BARS S28 BARS (PAIRS) (PAIRS) J� U281 BARS 90° g0° U28 BARS ul /4 C28 BARS (8 PAIRS) (L OF GIRDER C28 BARS (8 PAIRS) 3 C28 BARS 3" 7 SPA. AT 6 "= 3' -6" 1 7 SPA. AT 6" = 3' -6" 3" C28 BARS 22' -3" (CAST LENGTH) 22' -3 1/8" (CAST LENGTH) 44.49' (DESIGN LENGTH) 44' -6 1/8" (CAST LENGTH) LOC. OF 2" I.D. PIPE (BY CONTRACTOR) 4 1/8" 3 4" ,L0 BOTTOM FLANGE MARKED END I C.L. OF GIRDER 4 1/4" 4 7/8" ELEVATION — REINFORCING STEEL SYMMETRICAL ABOUT LIFTING DETAILS SHOWN ARE USUAL C EXCEPT WHERE BUT MAY BE CHANGED BY FABRICATOR SHOWN OR NOTED {I TO FIT JOB REQUIREMENT. CUT TO 2" AFTER ERECTION. 0 6 / C.G. OF STRAIGHT STRANDS 3/4" CHAM GIRDER ELEVATION SEE PLAN VIEW FOR HOLE(S) LOCATION 12' -2 7/8" A 12'-3" 2'-0" 4 -1/2" 0 STRANDS SINGLE LIFTING LOOP DETAIL (TYP. FOR GIRDERS UNDER 75') DAYTON C -24 45° HANGERS (OR EQUAL)(BY CONTRACTOR) INSERTS TO BE FLUSH WITH EDGE OF BEAM (-0,+1/2") SECTION "B" 2" /4" N- V Sep 13, 2013 TBPE FIRM REG. NO. F -199 ENGINEER SEAL APPLIES ONLY TO OPTIONAL DESIGN BASED ON OPTIONAL DESIGN STRESSES AS SHOWN ON THE CONTRACT PLANS SHEET REINFORCING STEEL SCHEDULE BAR QUANTITY PER GIRDER TOTAL QUANTITY SIZE LENGTH R28 102 102 #4 STANDARD A28 87 87 #3 STANDARD S28 52 52 #6 STANDARD U28 2 2 #5 STANDARD C28 32 32 #4 STANDARD T28 4 4 #4 44' -3" U281 2 2 #5 STANDARD A28K 2 2 #3 STANDARD P 4 4 #6 • 44' -3" AID 2 2 #3 STANDARD • AT THE FABRICATOR'S OPTION, BARS LARGER THAN #6 MAY BE USED. C.L. OF GIRDER 1' -6" III 2" I.D. x 6" PIPE J; (BY CONTRACTOR) Lj SECTION "A" UPLIFT FORCE A -8.5 A -8.5 ff A -6.5 A-6.5 A -2.5 A -2.5 31113SPA.AT2' =2' -2 "1 � 3" 3'-, 113S PA. AT2 " =2' -2" J � 3" r-r SECTION END VIEW N0. 82. 1 TYPE "Tx28" GIRDER QUANTITY : 1 TOP FLANGE, 14 7/8" - — — — — — — — — — — — 1— — — — — — — — — — — — — — — — -- — — — — — — — — — — — — — — 4-- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — BOTTOM FLANGE — — — — — — — — — — — — — — — — — — — — — 30TTOM FLANGE B 3 4" TOP FLANGE 4 1/8" 17 cPA AT )' -a" WAY _n" GIRDER SKEW = -15 DEG. PLAN GIRDER SKEW = -15 DEG. LO —LAX STRAND PATTERN NUMBER OF STRANDS : 16 —1/2" 0 270 K @ 31.00 K EACH NUMBER OF STRAIGHT STRANDS 16 NUMBER OF DEFLECTED STRANDS NONE CONCRETE RELEASE STRENGTH 4000 PSI CONCRETE DESIGN STRENGTH 6300 PSI TOP FINISH PANELS ECCENTRICITY @ q : 9.23" ECCENTRICITY @ END : 9.23" SEE STANDARD SHEETS S1— "Tx28 ", S2— "Tx28" DESIGN NO.: O.D. #1 & S - "Tx" FOR TOP FINISH AND OTHER TOTAL GIRDER LENGTH OF THIS SHEET: 44.49' NOTES AND DETAILS. TEAGUE NALL AND PERKINS, INC FORT WORTH, TEXAS APPROVED This review was preformed only for general conformance with the design conc ept of the project and general compliance with the information given in the Con ract Documents. Approval of these drawings does not relieve the cont actor from the responsibility for the correctness of details, nor compliance with the requirements of the plans and specifications. Approval of a specific item does not include approval of an assembly of which the Rem is a component. Con ,actor is responsible for dimensions to be confirmed and correlated at the jobs e; information that pertains solely to the fabrication processes or to the mea is, methods, techniques, sequences and procedures of construction; coor fination of the work of all trades; and for performing all work in a safe and satis actory manner. RESERVED FOR APPROVAL STAMP HELDENFELS ENTERPRISES, INC. CONTRACTOR: IOWA BRIDGE & CULVERT, LC. FE . O. DIV.NO. ' STATE PROJECT NO. HWY. NO. 6 TEXAS ST 99 -02 PHASE 2A N/A STATE COUNTY CONTROL SECTION JOB DIST.NO. NO. NO. NO. N/A CITY OF COPPELL,TX N/A N/A N/A COPYRIGHT STRUCTURAL ENGINEERING ASSOCIATES, INC. `� 1989 BY I\ CONSULTING ENGINEERS, SAN ANTONIO, TEXAS JOB NO. DRAWN CHECKED DATE SHEET /MARK NO. 13 -3386 M.W. J.S. 9/13/13 28 -09 SEA13196H FABRICATION SHEET 1 i 1 J ISHOWING TOP FLANGE REINFORCING ISHOWING BOTT. FLANGE REINFORCING BARS Al 5.0° THRU 7.5° SKEW 2 1/2" 2 1/2" mmlmlml■��m�m�� BARS A BARS R -4 „ a" BARS A BARS A BARS A BARS R BARS R 'L BARS R BARS Al BARS Al J BARS I M BARS S BARS T r BARS S BARS T M 8.0° THRU 22.5° SKEW 23.0° THRU 37.5° SKEW FULL SKEW TOP FLANGE GIRDER END REINFORCING DETAILS a" 5 1/2" BARS A BARS R BARS A BARS R 5 1/2” BARS R BARS R BARS R BARS R BARS C BARS C Cl BARS S BARS U BARS S BARS U BARS S BARS U 8.0° THRU 22.5° SKEW 23.0° THRU 37.5° SKEW 38.0° THRU 52.5° SKEW TYPICAL GIRDER END REINFORCING DETAILS GENERAL NOTES: 1. THE REINFORCING PATTERNS SHOWN IS A GUIDE TO THE PLACEMENT OF REINFORCING AT GIRDER END. SEE FABRICATION SHEET FOR ACTUAL GIRDER SKEW, BAR DESIGNATIONS AND REINFORCING SPACING. 2. THE FULL SKEW TOP FLANGE REINFORCING PATTERN IS TO BE USED IN LIEU OF THE TOP FLANGE REINFORCING WHEN THE GIRDER IS This REQUIRED TO HAVE A FULL SKEW DUE TO THE CONTRACTOR USING Cn` Con' OPTION #2 FOR THE PRECAST PANELS. cont with item 3.PLACE BARS S AS CLOSE TO GIRDER END AS COVER REQUIREMENTS Con PERMIT, WHICH MAY PREVENT THEM TO BE BUNDLED WITH BARS R. obs' — Jobs \2013 JOBS \GIRDER JOBS \13- 196H \S— Tz- 2013.dwg 38.0° THRU 45° SKEW BARS A BARS R BARS R BARS R 3ARS C BARS A BARS R 7 1/2° 53.0° THRU 65.0° SKEW BARS A BARS R SHOWING TOP FLANGE REINFORCING SHOWING BARS R BOTT. FLANGE REINFORCING BARS R 3ARS C 1 i S S S i d SYMMETRICAL ABOUT C.L. APPROXIMATELY 1/2 OF DEPRESSED STRANDS PER HOLD DOWN I C.G. OF DEF'L. I STRANDS — 1ST HOLD DOWN 2ND HOLD DOWN VARIES 1 1 2' -0" FAB SHEET) (- 2'- 0 ", +1' -0 ") HOLD DOWN POINT DETAIL (USED WHEN UPLIFT FORCE EXCEEDS BED CAPACITY) 3' -0" END VIEW DIMENSIONS WT. /FT.: 610 C.Y.: .15 GIRDER ERECTION NOTE: LIFTING EYE(S) MAY BE LOCATED ANYWHERE WITHIN THE MINIMUM AND MAXIMUM DISTANCE FROM THE END OF THE GIRDER AS DETAILED. THE USE OF ONE OR MORE LIFTING EYES WITHIN THE AREA MAY BE USED AT FABRICATORS OPTION. MAX. C.L. SECTION 2" BARS T AT 3 ED SPA 2" 0 4" 4" R-) 4" 4" J a T T PA 1 1/2" CL COV R (TYP.) U.N.O. S 1 3/8" CL COV N n n 1 1/2 U M CA In \ /IC \A/ DENOTE :ANCHOR HOLES MAY BE TAPERED (4 3/4" x 1 5/8" DOWELED END) AT BASE. IF HOLES ARE FORMED WITH SHEET METAL, FORMS MAY BE LEFT IN PLACE. AT FABRICATORS OPTION, ALL GIRDERS MAY BE FURNISHED WITH ANCHOR HOLES. A, SEE FABRICATION SHEETS FOR LOCATION OF BARS P IF REQUIRED III III ROUGH WOOD ROUGH WOOD FLOAT FINISHI IFLOAT FINISH II II P.M.D.F. INSERTS TO BE FLUSH WITH EDGE OF GIRDER (WHEN REQUIRED) GIRDER ERECTION - LIFTING LOOPS GIRDER TOP FINISH GENERAL NOTE 1. SPACING OF BARS R AND S MAY BE VARIED TO AVOID DIAFRAM HOLES. 2. REINFORCING BARS AND /OR STRANDS MAY COME IN CONTACT WITH MATERIALS USED IN FORMING DIAFRAM HOLES. 3. DIMENSIONS RELATING TO STRANDS ARE CENTER TO CENTER. 4. BARS C AND A MAY BE TILTED THUS / OR SKEWED AS REQUIRED TO MAINTAIN 1" MIN. CONCRETE COVER. 5. STRANDS MAY BE SPREAD TO MISS DIAFRAM HOLES. 6. STRANDS MAY BE RECESSED 1 /2" MAX. INTO END OF GIRDER. D: \Hwy - Jobs \2013 JOBS \GIRDER JOBS \13- 196H \S- Tz28 -1.dwg 7. GIRDER ENDS MAY BE FORMED WITH WOOD. 8. BOTTOM CORNERS OF ALL GIRDER FLANGES AND OUTSIDE CORNERS OF EXTERIOR GIRDER ENDS SHALL BE CHAMFERED 3/4" OR ROUNDED TO A 3/4" RADIUS. ALL VERTICAL EDGES ON ALL GIRDERS SHALL BE CHAMFERED 3/4 ". 9. GIRDER MARKS TO BE PLACED AS NOTED. 10. ALL DIMENSIONS MEASURED ALONG BOTTOM OF GIRDER AT C.L. UNLESS NOTED OTHERWISE. 11.USE CLASS H CONCRETE. CONCRETE TO HAVE A MINIMUM 25% FLY ASH. 9 MIN. 2' STORAGE POINTS wan SEE STANDARD SHEET S — "Tx" AND S2— "Tx46" FOR REINFORCING AND OTHER DETAILS. TYPE "Tx2 8" GIRDER 1 i S S 1 a 8 I 1' -4 1/2" A28A THRU A28BV BARS #3 BARS A28 BAR .4. "A" DIM "B" DIM A28A 1.5 -2.0 5/8" 11- 41/2" A28B 2.5 -3.5 1" 11- 41/2" A28C 4.0 -4.5 11/4" 11- 41/2" A28D 5.0 -6.0 13/4" V -4 5/8" A28E 6.5 -7.5 21/811 11-45/811 A28F 8.0 -9.0 2 5/8" 11-43/411 A28G 9.5 -10.5 3" V -4 3/4" A28H 11.0 -12.0 3 1/2" V -4 7/8" A281 12.5 -13.0 3 3/4" 11-47/8" A28J 13.5 -14.5 41/4" 1' -5" A28K 15.0 -15.5 45/8" V -5 1/8" A28L 16.0 -17.0 5" 11- 51/4" A28M 17.5 -18.5 5 1/2" 11-53/811 A28N 19.0 -19.5 5 7/8" V -5 1/2" A280 20.0 -20.5 6 1/8" 11-55/8" A28P 21.0 -210 6 5/8" l' -5 3/4" A28Q 22.5 -23.5 71/8" 1' -6" A28R 24.0 -24.5 71/2" 11- 61/8" A28S 25.0 -26.0 8" 11-63/811 A28T 26.5 -27.0 83/811 11-61/211 A28U 27.5 -28.0 83/4" 11-65/8" A28V 28.5 -29.0 9 1/8" V -6 7/8" A28W 29.5 -30.0 91/2" V -7" A28X 30.5 -31.0 9 7/8" 11-71/411 A28Y 31.5 -32.0 101/4" 1'- 71/2" A28Z 32.5 -33.0 103/411 11-75/811 A28AA 33.5 -34.0 111/811 11-77/811 A28AB 34.5 -35.0 111/2" 1'- 81/8" A28AC 35.5 -36.0 1' -0" 11-83/8" A28AD 36.5 -37.0 11-03/811 11-85/811 A28AE 37.5 -38.0 1' -0 7/8" 1' -9" A28AF 38.5 -39.0 11- 13/8" 11- 91/4" A28AG 39.5 -40.0 11- 17/8" 11- 91/2" A28AH 40.5 -41.0 11-23/811 11-97/811 A28AI 41.5 -42.0 11-27/811 11-101/411 A28AJ 42.5 -43.0 11-33/811 11-101/211 A28AK 43.5 -44.0 V -3 7/8" V -11" A Al BARS #3 2' -2" O �1„ R 8 Q U28A THRU U28BL BARS #5 D: \Hwy - Jobs \2013 JOBS \GIRDER JOBS \13- 196H \S- Tz28 -2.dwg 2' -2" 0 I � �1„ R M ~ U28 BARS #5 f -1" R 2'-4" N O I N S28 BARS #6 SEE FAB. SHT. FOR LENGTHS 1' -5" I MIN. SPLICE CO N 1" R R28 BARS #4 2' -9" A28 BARS #3 SEE FAB. SHT. FOR LENGTHS C28 BARS T28 BARS P BARS #4 #4 #6 T BAR SPLICES PERMITTED, NO PORTION OF BAR TO BE LESS THAN 10' -0" (LAP 1' -5" MIN.). T BAR LENGTH INDICATED IS OVERALL LENGTH, DOES NOT INCLUDE SPLICE. 1 1/2" CLEAR r m � � N OPTIONAL TOP FLANGE REINFORCING DETAIL TO CONTROL TOP FLANGE CRACKING THAT MAY OCCUR DURING FORM REMOVAL, ADDITIONAL TOP FLANGE REINFORCING MAY BE PLACED AS SHOWN IN GIRDER ENDS AT THE FABRICATOR'S OPTION. 2. ALL STEEL TO BE A.S.T.M. A -615, GR. 60. 3. BARS R AND S MAY BE ADJUSTED FOR SKEWED END CONDITIONS AND ADJUSTED TO CLEAR DIAFRAM HOLE. 4. BARS A, C AND T MAY BE SUBSTITUTED WITH WWF AS SHOWN ON SHEETS WWF(1)- "Tx28" AND WWF(1A)- "Tx28 ". BARS R MAY BE This SUBSTITUTED WITH WWF SHOWN ON SHEETS con, WWF(1)- "Tx28 ", WWF(lA)- "Tx28" AND con WWF(2)- "Tx28 ". ALL OTHER REINFORCING BARS won ARE T6 BE CONVENTIONAL REINFORCING AS item SHOWN. CONVENTIONAL REINFORCING AND WWF con MAY BE USED IN ANY COMBINATION. jobs TEAGUE NALL AND PEREINS, INC FORT WORTH, TEXAS APPROVED review was preformed only for general conformance with the de'. !pt of the project and general compliance with the information given in act Documents. Approval of these drawings does not relieve actor from the responsibility for the correctness of details, nor compliz he requirements of the plans and specifications. Approval of a spe toes not include approval of an assembly of which the Rem is a compon actor is responsible for dimensions to be confirmed and correlated at B; information that pertains solely to the fabrication processes or to s, methods, techniques, sequences and procedures of construcl ination of the work of all trades; and for performing all work in a safe scto, manner. TYPE "Tx2 8" GIRDER HELDENFELS ENTERPRISES, INC. CONTRACTOR :IOWA BRIDGE & CULVERT, LC. = ED.RD. STATE PROJECT NO. HWY. N0. DIV.NO. 6 TEXAS ST 99 -02 PHASE 2A N/A STATE COUNTY CONTROL SECTION JOB )IST.NO. N0. NO. NO. N A CITY OF COPPELL,TX N A N/A N/A OPYRIGHT STRUCTURAL ENGINEERING ASSOCIATES, INC. 989 BY F. A CONSULTING ENGINEERS, SAN ANTONIO, TEXAS JOB NO. DRAWN CHECKED DATE SHEET i 13 -3386 M.W. J.S. 9/13/13 SEA JOB N0. S2 - "TX28 13 -196H STANDARD SHEET BARS A28 BAR AIA A1B A1C AID A1E A1F AIG A1H All A1J A1K A1L AIM AIN A10 All? A1Q AIR A1S A1T A1U A1V A1W AIX A1Y A1Z AlAA A1AB A1AC A1AD A1AE A1AF AlAG BARS Al "A" DIM BAR 2' -9" U28A 21-93/811 U28B 2' -9 3/4" U28C 2' -10 1/8" U28D 2' -10 1/2" U28E 2' -10 7/8" U29F 2' -11 1/4" U28G 2'- 115/8" U28H 3' -0" U281 3' -0 3/8" U28J 3' -0 3/4" U28K 3' -1" U28L 3' -1 1/2" U28M 3' -1 7/8" U28N 3' -2 1/4" U280 3' -2 3/4" U28P 3' -3 1/8" U28Q 3' -3 5/8" U28R 3'4" U28S 3' -4 1/2" U28T 3' -5" U28U Y -5 5/8" U28V 3' -6 1/8" U28W 3' -6 3/4" U28X 3' -7 3/8" U28Y 3' -8" U28Z 31-93/811 U28AA 3'-83/4" U28AB 31-91/811 U28AC 31-91/211 U28AD 3'-97/8" U28AE 31-101/411 U28AF 31-105/811 BARS U28 "A" DIM BAR 5/8" U28AG 1" U28AH 13/811 U28AI 13/4" U28AJ 2" U28AK 21/211 U28AL 2 7/8" U28AM 31/4" U28AN 3 5/8" U28AO 4" U28AP 43/8" U28AQ 4 3/4" U28AR 5 1/8" U28AS 5 1/2" U28AT 5 7/8" U28AU 6 1/4" U28AV 6 5/8" U28AW 7" U28AX 71/2" U28AY 73/411 U28AZ 81/4" U28BA 83/411 U28BB 9 1/8" U28BC 91/211 U28BD 93/411 U28BE 101/8" U28BF 101/2" U28BG 107/8" U28BH 111/4" U28BI 113/4" U28BJ 1' -0 1/8" U28BK V -0 1/2" U28BL STEEL BARS U28 BAR '$' "A" DIM "B" DIM $' V '$' "A" DIM A28AL 44.5 -45.0 11- 41/2" 1'- 113/8" 1.5 -3.5 1.5 -3.0 44.5 -45.0 1' -1" A28AM 45.5 11-43/411 11-111/211 4.0 -9.0 3.5 -4.5 45.5 -46.0 1' -1 1/2" A28AN 46.0 -46.5 1' -5 3/8" 2' -0" 9.5 -12.5 5.0 -6.0 46.5 -47.0 1' -2" A28AO 47.0 -47.5 1' -6" 2' -0 3/8" 13.0 -15.0 6.5 -7.5 47.5 11-21/811 A28AP 48.0 -48.5 11-65/811 21-07/811 15.5 -17.0 8.0 -9.5 48.0 -48.5 11-23/411 A28AQ 49.0 l' -7 3/8" 2' -1 1/8" 17.5 -19.0 10.0 -11.0 49.0 -49.5 l' -3 1/4" A28AR 49.5 -50.0 11-75/811 21-15/811 19.5 -20.5 11.5 -12.5 50.0 -50.5 1' -3 3/4" A28AS 50.5 1' -8" 2' -2" 21.0 -22.0 13.0 -14.0 51.0 1' -4" A28AT 51.0 11-83/811 21-21/411 22.5 -23.5 14.5 -15.5 51.5 -52.0 1' -4 5/8" A28AU 51.5 11-83/41 21-21/211 24.0 -25.0 16.0 -17.0 52.5 -53.0 l' -5 1/4" A28AV 52.0 1' -9 1/8" 2' -2 3/4" 25.5 -26.0 17.5 -18.5 53.5 -54.0 1' -5 7/8" A28AW 52.5 11-91/211 21-31/811 26.5 -27.0 19.0 -20.0 54.5 1' -6 1/4" A28AX 53.0 11-97/811 2' -3 3/8" 27.5 -28.5 20.5 -21.5 55.0 -55.5 V -6 7/8" A28AY 53.5 V -10 1/4" 2' -3 3/4" 29.0 -29.5 22.0 -23.0 56.0 1' -7 1/4" A28AZ 54.0 11-103/411 2' -4 1/8" 30.0 -30.5 23.5 -24.5 56.5 11-75/811 A28BA 54.5 11-111/811 2' -4 3/8" 31.0 -31.5 25.0 -25.5 57.0 V -8" A28BB 55.0 1'- 115/8" 2' -4 3/4" 32.0 -32.5 26.0 -27.0 57.5 V -8 3/8" A28BC 55.5 2'4" 2' -5 1/8" 33.0 -33.5 27.5 -28.5 58.0 11-83/411 A28BD 56.0 21- 01/2" 2'- 51/2" 34.0 -34.5 29.0 -30.0 58.5 1'- 91/4" A28BE 56.5 21-07/811 21-57/811 35.0 -35.5 30.5 -31.0 59.0 11-95/811 A28BF 57.0 21- 13/8" 21- 61/4" 36.0 -36.5 31.5 -32.5 59.5 1'- 101/8" A28BG 57.5 21- 17/8" 2' -6 3/4" 37.0 -37.5 33.0 -34.0 60.0 11-101/211 A28BH 58.0 21-23/811 21-71/811 38.0 -38.5 34.5 -35.0 60.5 1' -11" A28BI 58.5 21-27/811 21-7S/811 39.0 -39.5 35.5 -36.0 61.0 11-111/211 A28BJ 59.0 2' -3 1/2" 2' -8" 40.0 -40.5 36.5 -37.0 61.5 2' -0" A28BK 59.5 2'4" 2'- 81/2" 41.0 -41.5 37.5 -38.0 62.0 21- 01/2" A28BL 60.0 21-45/811 2' -9" 42.0 38.5 -39.0 62.5 2' -1" A28BM 60.5 2' -5 1/8" 2' -9 1/2" 42.5 39.5 -40.0 63.0 2' -1 1/2" A28BN 61.0 21-53/41 2' -10" 43.0 40.5 -41.0 63.5 21-21/811 A28BD 61.5 21-63/811 21-105/811 43.5 41.5 -42.0 64.0 21-25/811 A28BP 62.0 2' -7" 2' -11 1/8" 44.0 42.5 -43.0 64.5 2' -3 1/4" A28BQ 62.5 2' -7 3/4" 21-113/411 44.5 43.5 -44.0 65.0 21-37/811 A28BR 63.0 2' -8 3/8" 3' -0 3/8" 45.0 REINFORCING 1. NOTES CENTER. A28BS 63.5 21- 91/8" 3' -1" A28BT 64.0 21-97/811 31-15/811 A28BU 64.5 21- 105/8" 31- 23/8" ALL DIMENSIONS ARE CENTER TO A28BV 65.0 2' -11 3/8" 3' -3" D: \Hwy - Jobs \2013 JOBS \GIRDER JOBS \13- 196H \S- Tz28 -2.dwg 2' -2" 0 I � �1„ R M ~ U28 BARS #5 f -1" R 2'-4" N O I N S28 BARS #6 SEE FAB. SHT. FOR LENGTHS 1' -5" I MIN. SPLICE CO N 1" R R28 BARS #4 2' -9" A28 BARS #3 SEE FAB. SHT. FOR LENGTHS C28 BARS T28 BARS P BARS #4 #4 #6 T BAR SPLICES PERMITTED, NO PORTION OF BAR TO BE LESS THAN 10' -0" (LAP 1' -5" MIN.). T BAR LENGTH INDICATED IS OVERALL LENGTH, DOES NOT INCLUDE SPLICE. 1 1/2" CLEAR r m � � N OPTIONAL TOP FLANGE REINFORCING DETAIL TO CONTROL TOP FLANGE CRACKING THAT MAY OCCUR DURING FORM REMOVAL, ADDITIONAL TOP FLANGE REINFORCING MAY BE PLACED AS SHOWN IN GIRDER ENDS AT THE FABRICATOR'S OPTION. 2. ALL STEEL TO BE A.S.T.M. A -615, GR. 60. 3. BARS R AND S MAY BE ADJUSTED FOR SKEWED END CONDITIONS AND ADJUSTED TO CLEAR DIAFRAM HOLE. 4. BARS A, C AND T MAY BE SUBSTITUTED WITH WWF AS SHOWN ON SHEETS WWF(1)- "Tx28" AND WWF(1A)- "Tx28 ". BARS R MAY BE This SUBSTITUTED WITH WWF SHOWN ON SHEETS con, WWF(1)- "Tx28 ", WWF(lA)- "Tx28" AND con WWF(2)- "Tx28 ". ALL OTHER REINFORCING BARS won ARE T6 BE CONVENTIONAL REINFORCING AS item SHOWN. CONVENTIONAL REINFORCING AND WWF con MAY BE USED IN ANY COMBINATION. jobs TEAGUE NALL AND PEREINS, INC FORT WORTH, TEXAS APPROVED review was preformed only for general conformance with the de'. !pt of the project and general compliance with the information given in act Documents. Approval of these drawings does not relieve actor from the responsibility for the correctness of details, nor compliz he requirements of the plans and specifications. Approval of a spe toes not include approval of an assembly of which the Rem is a compon actor is responsible for dimensions to be confirmed and correlated at B; information that pertains solely to the fabrication processes or to s, methods, techniques, sequences and procedures of construcl ination of the work of all trades; and for performing all work in a safe scto, manner. TYPE "Tx2 8" GIRDER HELDENFELS ENTERPRISES, INC. CONTRACTOR :IOWA BRIDGE & CULVERT, LC. = ED.RD. STATE PROJECT NO. HWY. N0. DIV.NO. 6 TEXAS ST 99 -02 PHASE 2A N/A STATE COUNTY CONTROL SECTION JOB )IST.NO. N0. NO. NO. N A CITY OF COPPELL,TX N A N/A N/A OPYRIGHT STRUCTURAL ENGINEERING ASSOCIATES, INC. 989 BY F. A CONSULTING ENGINEERS, SAN ANTONIO, TEXAS JOB NO. DRAWN CHECKED DATE SHEET i 13 -3386 M.W. J.S. 9/13/13 SEA JOB N0. S2 - "TX28 13 -196H STANDARD SHEET 1 S 2 1/2" 1 1 MARK Tx28R(l)- END(93) MARK Tx28C(1) -(93; IN PAIRS (TYP. ) r 1 CYKAKAFTPI('GI NOTE: SQUARED END CONDITION SHOWN. SEE DETAILS BELOW FOR SKEWED CONDITIONS. iwork 2 -W8.0 X 3' -2" 13 -D20.0 @ 3" a m N 4 -W8.0 X 3' -2" MARK TX28R(1 END 93 MARK Tx28R(l)- END(93) 7 1/2 FOR SKEW 53.0° TO 65.0° PIN 3" PIN 0 2 -W8.0 X 4' -10" 15 -D20.0 @ 4" a 4 -W8.0 X 4' -10" MARK TX28R(1 TRANS1(93) 9 ! -W8.0 X 4' -8" 0 -D20.0 @ 6" 4 -W8.0 X 4' -8" NI TYPICAL GIRDER ELEVATION -WWF PLACEMENT AX. PIN 73" PIN 2 -W8.0 X 9' -6" r2-8.O. 2WD200 @l1 -2" 15 -D20.0 @ 8" ml 00 m MARK TX28R(1 TRANS2(93� MARK Tx28R(l)- END(93) J MANK Ix28A(1)- LNU(9.3) ^ b TYP MARK Tx28A(1)- END(93) MARK Tx28A(1)- MID(93) 1 MARK Tx28R(l)- END(93) 4" MARK Tx28R(l)- END(93) 4" FOR SKEW 23.0' TO 37.5' INTERSECTIONS NOT REQUIRED. FOR SKEW 23.0' TO 37.5° LONGITUDINAL SPLICE IS ONLY REQUIRED FOR TOP MAT WELDED WIRE MARK Tx28R(l)- END(93) 3" MARK Tx28R(l)- END(93) 3" FOR SKEW 8.0' TO 22.5' WELDED WIRE FABRIC CONFORMS TO ASTM A185 OR A497. FOR SKEW 8.0' TO 22.5' THE WWF SHOWN MAY BE USED IN LIEU OF THE CONVENTIONAL MARK Tx28R(l)- END(93) REINFORCING FOR BARS A, C, R OR T. FOR ADDITIONAL REINFORCING 2 1/2" MARK Tx28R(l)- END(93) FOR SKEW 5.0' TO 7.5° 2 1/2" FOR SKEW 1.5' TO 7.5° 6. SHEET S - "Tx" W8.0 WIRES ON Tx28C CAGE MAY BE CUT AND CAGE REARRANGED TO CUT D11.0 AS NEEDED AT SKEW MISS ANCHOR OR DIAFRAM HOLES IF REQUIRED. ___ - - - - ADD BENT A BAR AS REQUIRED PER 8. 9 ADD BAR Al I - - - - ( #3) SHEET S - "Tx" S28 BARS AS PER •� S28 BARS AS PER CONTRACT DWGS. - CONTRACT DWGS. - MARK Tx28A(l)- END(93) _ _ _ _ _ MARK TX28A(l)- END(93) MARK Tx28R(l)- END(93) MARK TX28R(l)- TRANS1(93) MARK Tx28R(l)- TRANS2(93) l' -6" MIN. LAP MARK Tx28R(l)- TRANS3(93) 1' -6" MIN. LAP MARK Tx28R(l)- MID(93) ]3 "� MARK Tx28C(1) -(93) A � 1 -0 NOTE: SQUARED END CONDITION SHOWN. SEE DETAILS BELOW FOR SKEWED CONDITIONS. iwork 2 -W8.0 X 3' -2" 13 -D20.0 @ 3" a m N 4 -W8.0 X 3' -2" MARK TX28R(1 END 93 MARK Tx28R(l)- END(93) 7 1/2 FOR SKEW 53.0° TO 65.0° PIN 3" PIN 0 2 -W8.0 X 4' -10" 15 -D20.0 @ 4" a 4 -W8.0 X 4' -10" MARK TX28R(1 TRANS1(93) 9 ! -W8.0 X 4' -8" 0 -D20.0 @ 6" 4 -W8.0 X 4' -8" NI TYPICAL GIRDER ELEVATION -WWF PLACEMENT AX. PIN 73" PIN 2 -W8.0 X 9' -6" r2-8.O. 2WD200 @l1 -2" 15 -D20.0 @ 8" ml 00 m MARK TX28R(1 TRANS2(93� MARK Tx28R(l)- END(93) DIMENSIONS RELATING TO WELDED WIRE FABRIC ARE CENTER TO CENTER 15 1/2" MARK Tx28R(l)- END(93) FOR SKEW 38.0' TO 45.06 15 1/2" FOR SKEW 38.0' TO 52.5° TYING OF WELDED WIRE FABRIC ASSEMBLY WILL BE SUFFICIENT TO MARK Tx28R(l)- END(93) 4" MARK Tx28R(l)- END(93) 4" FOR SKEW 23.0' TO 37.5' INTERSECTIONS NOT REQUIRED. FOR SKEW 23.0' TO 37.5° LONGITUDINAL SPLICE IS ONLY REQUIRED FOR TOP MAT WELDED WIRE MARK Tx28R(l)- END(93) 3" MARK Tx28R(l)- END(93) 3" FOR SKEW 8.0' TO 22.5' WELDED WIRE FABRIC CONFORMS TO ASTM A185 OR A497. FOR SKEW 8.0' TO 22.5' THE WWF SHOWN MAY BE USED IN LIEU OF THE CONVENTIONAL MARK Tx28R(l)- END(93) REINFORCING FOR BARS A, C, R OR T. FOR ADDITIONAL REINFORCING 2 1/2" MARK Tx28R(l)- END(93) FOR SKEW 5.0' TO 7.5° 2 1/2" FOR SKEW 1.5' TO 7.5° 6. SHEET S - "Tx" W8.0 WIRES ON Tx28C CAGE MAY BE CUT AND CAGE REARRANGED TO CUT D11.0 AS NEEDED AT SKEW MISS ANCHOR OR DIAFRAM HOLES IF REQUIRED. ___ - - - - ADD BENT A BAR AS REQUIRED PER 8. 9 ADD BAR Al I - - - - ( #3) SHEET S - "Tx" S28 BARS AS PER •� S28 BARS AS PER CONTRACT DWGS. - CONTRACT DWGS. - MARK Tx28A(l)- END(93) _ _ _ _ _ MARK TX28A(l)- END(93) PLAN @ SKEWED END CONDITION (IF APPLICABLE) 4 -W8.0 X 9' -6" Ifs NIW8.0 X 11' -2" MARK TX28R(1 MARK TX28R(1 TRANS3(93) MID 93 (THERE MAY BE PARTIAL OR MULTIPLES OF THIS CAGE BASED ON BEAM LENGTHS) FOR EXTERIOR GIRDERS OR GIRDERS REQUIRING OVERHANG BRACKETS ONLY GENERAL NOTES - WELDED WIRE FABRIC 1. DIMENSIONS RELATING TO WELDED WIRE FABRIC ARE CENTER TO CENTER OF WIRES UNLESS NOTED OTHERWISE. 2. TYING OF WELDED WIRE FABRIC ASSEMBLY WILL BE SUFFICIENT TO PROVIDE RIGID CAGE ONLY. TYING OF ALL STRAND AND WIRE INTERSECTIONS NOT REQUIRED. 3. LONGITUDINAL SPLICE IS ONLY REQUIRED FOR TOP MAT WELDED WIRE FABRIC. DO NOT EXCEED TYPICAL SPACING OF TRANSVERSE WIRES. 4. WELDED WIRE FABRIC CONFORMS TO ASTM A185 OR A497. CUT D11.0 AS 5. THE WWF SHOWN MAY BE USED IN LIEU OF THE CONVENTIONAL NEEDED AT SKEW REINFORCING FOR BARS A, C, R OR T. FOR ADDITIONAL REINFORCING ADD BENT A BAR REQUIRED, SEE DETAILS ON SHEET S1- "Tx28" AND S2- "Tx28 ". AS REQUIRED PER 6. SHEET S - "Tx" W8.0 WIRES ON Tx28C CAGE MAY BE CUT AND CAGE REARRANGED TO MISS ANCHOR OR DIAFRAM HOLES IF REQUIRED. 7. BOTTOM W8.0 WIRES ON Tx28R CAGES ARE NOT TO BE CUT, THEY REPLACE THE BENT LEGS OF STANDARD "R" BARS. 8. 9 NO CUTTING OF D20.0 ALLOWED ON ANY CAGE. D20 0 LONGITUDINAL BARS SHALL NOT BE CUT AT RANDOM PLAN @ FULL SKEWED NO D20.0 WIRE FOR PARTIAL MATS SHALL BE LESS THAN 10' -0" LONG END CONDITION AS DESIGNED FOR THE CONVENTIONAL T -BAR. (IF APPLICABLE) 10. ALL WIRES TO BE 60 KSI. 6" Y . l' -6" MIN. LAP TOP TX28A(1) MAT LAP (OH = OVERHANG) 5" OH 47 -Dl 1.0 @ 6" l' -7" OH 4 -D20.0 X 25' -0" Ll 1 2" 11" 10" 11" 1 ZL 2' -9" MARK TX28A(1)- MID(9L (THERE MAY BE PARTIAL OR MULTIPLES OF THIS CAGE BASED ON BEAM LENGTHS) 1" OH 47 -Dl 1.0 @ 6" l' -7" OH 4 -D20.0 X 24' -8" 1 2" 11 10" 1 1" -1/2 2' -9" RK MARK Tx28A(1)- END(93) TX MARK TX28R 1 r MARK TX28C 2" PIN 8 -D20.0 @ 6" 2 -W8.0 X 3'-8" 2" PIN 2' -4" MARK Tx28C(1�93) I� MARK Tx28R LEG LONGITUDINAL WIRE N5 i z �a BOTTOM OF N GIRDER R CAGE DETAIL 3'-0" SECTION A -A 1/2" N MARK TX28C 1 S 2 1/2" 1 1 MARK Tx28R(1)- END(93) MARK Tx28C(1) -(93; IN PAIRS (TYP. ) (' 1 cvnnnn FTRI!'GI NOTE: SQUARED END CONDITION SHOWN. SEE DETAILS BELOW FOR SKEWED CONDITIONS. iwork 2 -W8.0 X 3' -2" 13 -D20.0 @ 3" a m N 4 -W8.0 X 3' -2" MARK Tx28R(` END 93 3" PIN 2 -W8.0 X 4' -10" 15 -D20.0 @ 4" a N 4 -W8.0 X 4' -10" MARK Tx28R(` TRANS` 93) TYPICAL GIRDER ELEVATION -WWF PLACEMENT -3" PIN 3" PIN 0 2 -W8.0 X 4' -8" 10 -D20.0 @ 6" a ml 4 -W8.0 X 4' -8" NI 0 ? -WS.O X 9' -6" 5 -D20.0 @ 8" 4 -W8.0 X 9' -6" NI 3" PIN o 2 -W8.O X 11' -2" 12 -D20.0 @ l' -0' 00 m MARK Tx28R(` � MARK Tx28R(` TRANS2(9L TRANS3(9L MARK Tx28R(1)- END(93) .S MAKK IX2bA(lA)- ENU(9,5) ^ -U TYP. MARK Tx28A(1A)- END(93) MARK Tx28A(1A)- MID(93) 1 I PROVIDE RIGID CAGE ONLY. TYING OF ALL STRAND AND WIRE 5 1/2" MARK Tx28R(1)- END(93) FOR SKEW 38.0' TO 45.0' 15 1/2" FOR SKEW 38.0' TO 52.5° LONGITUDINAL SPLICE IS ONLY REQUIRED FOR TOP MAT WELDED WIRE MARK Tx28R(1)- END(93) 4" MARK Tx28R(1)- END(93) 4" FOR SKEW 23.0' TO 37.5' WELDED WIRE FABRIC CONFORMS TO ASTM A185 OR A497. FOR SKEW 23.0' TO 37.5° THE WWF SHOWN MAY BE USED IN LIEU OF THE CONVENTIONAL MARK Tx28R(1)- END(93) 3" MARK Tx28R(1)- END(93) 3" FOR SKEW 8.0' TO 22.5' REQUIRED, SEE DETAILS ON SHEET S1- "Tx28' AND S2- "Tx28 ". FOR SKEW 8.0' TO 22.5' MARK Tx28R(1)- END(93) W8.0 WIRES ON Tx28C CAGE MAY BE CUT AND CAGE REARRANGED TO 2 1/2" MARK Tx28R(1)- END(93) FOR SKEW 5.0' TO 7.5° 12 1/2" FOR SKEW 1.5' TO 7.5' BOTTOM W8.0 WIRES ON Tx28R CAGES ARE NOT TO BE CUT, THEY REPLACE THE BENT LEGS OF STANDARD "R" BARS. CUT D11.0 AS NEEDED AT SKEW NO CUTTING OF D20.0 ALLOWED ON ANY CAGE. D20 0 LONGITUDINAL BARS SHALL NOT BE CUT AT RANDOM 1- - - - ADD BENT A BAR AS REQUIRED PER ADD BAR Al - - - - ( #3) SHEET S - "Tx" S28 BARS AS PER •� S28 BARS AS PER CONTRACT DWGS. - CONTRACT DWGS. - MARK TX28A(1A)- END(93) _ _ _ _ _ MARK Tx28A(1A)- END(93) 1' -6" MIN. LAP MARK Tx28R(1)- END(93) MARK TX28R(1)- TRANS1(93) MARK Tx28R(1)- TRANS2(93) l' -6" MIN. LAP MARK Tx28R(1)- TRANS3(93) MARK Tx28R(1)- MID(93) ]3 "� MARK Tx28C(1) -(93) A � 1 -0 NOTE: SQUARED END CONDITION SHOWN. SEE DETAILS BELOW FOR SKEWED CONDITIONS. iwork 2 -W8.0 X 3' -2" 13 -D20.0 @ 3" a m N 4 -W8.0 X 3' -2" MARK Tx28R(` END 93 3" PIN 2 -W8.0 X 4' -10" 15 -D20.0 @ 4" a N 4 -W8.0 X 4' -10" MARK Tx28R(` TRANS` 93) TYPICAL GIRDER ELEVATION -WWF PLACEMENT -3" PIN 3" PIN 0 2 -W8.0 X 4' -8" 10 -D20.0 @ 6" a ml 4 -W8.0 X 4' -8" NI 0 ? -WS.O X 9' -6" 5 -D20.0 @ 8" 4 -W8.0 X 9' -6" NI 3" PIN o 2 -W8.O X 11' -2" 12 -D20.0 @ l' -0' 00 m MARK Tx28R(` � MARK Tx28R(` TRANS2(9L TRANS3(9L MARK Tx28R(1)- END(93) DIMENSIONS RELATING TO WELDED WIRE FABRIC ARE CENTER TO CENTER 17 1/2" OF WIRES UNLESS NOTED OTHERWISE. FOR SKEW 53.0' TO 65.0° TYING OF WELDED WIRE FABRIC ASSEMBLY WILL BE SUFFICIENT TO MARK Tx28R(1)- END(93) PROVIDE RIGID CAGE ONLY. TYING OF ALL STRAND AND WIRE 5 1/2" MARK Tx28R(1)- END(93) FOR SKEW 38.0' TO 45.0' 15 1/2" FOR SKEW 38.0' TO 52.5° LONGITUDINAL SPLICE IS ONLY REQUIRED FOR TOP MAT WELDED WIRE MARK Tx28R(1)- END(93) 4" MARK Tx28R(1)- END(93) 4" FOR SKEW 23.0' TO 37.5' WELDED WIRE FABRIC CONFORMS TO ASTM A185 OR A497. FOR SKEW 23.0' TO 37.5° THE WWF SHOWN MAY BE USED IN LIEU OF THE CONVENTIONAL MARK Tx28R(1)- END(93) 3" MARK Tx28R(1)- END(93) 3" FOR SKEW 8.0' TO 22.5' REQUIRED, SEE DETAILS ON SHEET S1- "Tx28' AND S2- "Tx28 ". FOR SKEW 8.0' TO 22.5' MARK Tx28R(1)- END(93) W8.0 WIRES ON Tx28C CAGE MAY BE CUT AND CAGE REARRANGED TO 2 1/2" MARK Tx28R(1)- END(93) FOR SKEW 5.0' TO 7.5° 12 1/2" FOR SKEW 1.5' TO 7.5' BOTTOM W8.0 WIRES ON Tx28R CAGES ARE NOT TO BE CUT, THEY REPLACE THE BENT LEGS OF STANDARD "R" BARS. CUT D11.0 AS NEEDED AT SKEW NO CUTTING OF D20.0 ALLOWED ON ANY CAGE. D20 0 LONGITUDINAL BARS SHALL NOT BE CUT AT RANDOM 1- - - - ADD BENT A BAR AS REQUIRED PER ADD BAR Al - - - - ( #3) SHEET S - "Tx" S28 BARS AS PER •� S28 BARS AS PER CONTRACT DWGS. - CONTRACT DWGS. - MARK TX28A(1A)- END(93) _ _ _ _ _ MARK Tx28A(1A)- END(93) PLAN @ SKEWED END CONDITION (IF APPLICABLE) �4 -W8.0 X 11' -2" MARK Tx28R(` MID 93 (THERE MAY BE PARTIAL OR MULTIPLES OF THIS CAGE BASED ON BEAM LENGTHS) FOR INTERIOR GIRDERS ONLY GENERAL NOTES - WELDED WIRE FABRIC 1. DIMENSIONS RELATING TO WELDED WIRE FABRIC ARE CENTER TO CENTER OF WIRES UNLESS NOTED OTHERWISE. 2. TYING OF WELDED WIRE FABRIC ASSEMBLY WILL BE SUFFICIENT TO PROVIDE RIGID CAGE ONLY. TYING OF ALL STRAND AND WIRE INTERSECTIONS NOT REQUIRED. 3. LONGITUDINAL SPLICE IS ONLY REQUIRED FOR TOP MAT WELDED WIRE FABRIC. DO NOT EXCEED TYPICAL SPACING OF TRANSVERSE WIRES. 4. WELDED WIRE FABRIC CONFORMS TO ASTM A185 OR A497. CUT D11.0 AS 5. THE WWF SHOWN MAY BE USED IN LIEU OF THE CONVENTIONAL NEEDED AT SKEW REINFORCING FOR BARS A, C, R OR T. FOR ADDITIONAL REINFORCING ADD BENT A BAR REQUIRED, SEE DETAILS ON SHEET S1- "Tx28' AND S2- "Tx28 ". AS REQUIRED PER 6. SHEET S - "Tx" W8.0 WIRES ON Tx28C CAGE MAY BE CUT AND CAGE REARRANGED TO MISS ANCHOR OR DIAFRAM HOLES IF REQUIRED. 7. BOTTOM W8.0 WIRES ON Tx28R CAGES ARE NOT TO BE CUT, THEY REPLACE THE BENT LEGS OF STANDARD "R" BARS. 8. 9 NO CUTTING OF D20.0 ALLOWED ON ANY CAGE. D20 0 LONGITUDINAL BARS SHALL NOT BE CUT AT RANDOM PLAN @ FULL SKEWED NO D20.0 WIRE FOR PARTIAL MATS SHALL BE LESS THAN 10' -0" LONG END CONDITION AS DESIGNED FOR THE CONVENTIONAL T -BAR. (IF APPLICABLE) 10. ALL WIRES TO BE 60 KSI. 11" 1' -0" H Y . l' -6" MIN. LAP UH TOP TX28A(` A) MAT LAP (OH = OVERHANG) 11" OH 24 -D 1 1 .0 @ 12" V -7" OH 4 -D20.0 X 25' -6" 1 2" F 1 1" 10" 1 1" 17 2" 2' -9" MARK TX28A(` A) - MID(93� (THERE MAY BE PARTIAL OR MULTIPLES OF THIS CAGE BASED ON BEAM LENGTHS) 1" OH 24 -D 1 1 .0 @ 12" l' -7" OH 4 -D20.0 X 24' -8" 1 2" 1 1" 10" 11" 1/2" 2' -9" ARK MARK Tx28R(` A)- END(93) TX28A 2 1� 2" PIN 8 -D2 2 -W8.0 X 3' -8" 2" PIN 2' -4" MARK Tx28C(`)(9L MARK Tx28R LEG LONGITUDINAL WIRE N5 z �a BOTTOM OF N GIRDER R CAGE DETAIL 3'-0" 1/2" N MARK TX28R I MARK TX28C N 4 3/4" .0 @ 6" 2' -8" F RK SECTION A -A y MA TX28C 1 S 1 J 2 1/2" 1 1 MARK Tx28R(2)- END(93) (' I cvnnnn FTPV'GI J I I GENERAL NOTES - WELDED WIRE FABRI MARK Tx28R(2)- END(93) 2 1/2" FOR SKEW 5.0' TO 7.5° 1. DIMENSIONS RELATING TO WELDED WIRE FABRIC ARE CENTER TO CENTER OF WIRES UNLESS NOTED OTHERWISE. 2. TYING OF WELDED WIRE FABRIC ASSEMBLY WILL BE SUFFICIENT TO PROVIDE RIGID CAGE ONLY. TYING OF ALL STRAND AND WIRE INTERSECTIONS NOT REQUIRED. I 3. LONGITUDINAL SPLICE IS ONLY REQUIRED FOR TOP MAT WELDED WIRE L - - - - - MARK FABRIC. DO NOT EXCEED TYPICAL SPACING OF TRANSVERSE WIRES. Tx28R(2)- 4. END(93) -- - - - - -- 5. MARK Tx28R(2)- TRANSI(93) BOTTOM W8.0 WIRES ON Tx28R CAGES ARE NOT TO BE CUT, THEY REPLACE THE BENT LEGS OF STANDARD "R" BARS. MARK Tx28R(2)- TRANS2(93) 7. NO CUTTING OF D15.8 ALLOWED ON ANY CAGE. END CONDITION MARK Tx28R(2)- TRANS3(93) rq MARK Tx28R(2)- MID(93) I I A NOTE: SQUARED END CONDITION SHOWN. SEE DETAILS BELOW FOR SKEWED CONDITIONS. iwork 2 -W6.3 X 3' -1" /-13-D15.8 @ 3" a m I N 4 -W6.3 X 3' -1" NI MARK Tx28R(2 END 93 1. PIN 2 -W6.3 X 4' -9" 15-D15.8 @ 4" a w I N 4 -W6.3 X 4' -9" NI MARK Tx28R TRANS1(93.) I -W6.3 X 4' -7" 0 -D15.8 @ 6" a m I N 4 -W6.3 X 4' -7" NI MARK Tx28R(2 TRANS2(93� MARK Tx28R(2)- END(93) 17 1/2" FOR SKEW 53.0° TO 65.0° MARK Tx28R(2)- END(93) 5 1/2" MARK Tx28R(2)- END(93) 5 1/2" FOR SKEW 38.0° TO 52.5° FOR SKEW 38.0° TO 45.0-1 1 MARK Tx28R(2)- END(93) 4" MARK Tx28R(2)- END(93) 1 4" FOR SKEW 23.0° TO 37.5° MARK Tx28R(2)- END(93) 3" FOR SKEW 8.0° TO 22.5° MARK Tx28R(2)- END(93) 2 1/2" FOR SKEW 1.5° TO 7.5° I� PLAN @ SKEWED END CONDITION r (IF APPLICABLE) D: \Hwy- Jobs \2013 JOBS \GIRDER JOBS\ 1 3-196H\Tx28wwf(2) FOR SKEW 23.0° TO 37.5° MARK Tx28R(2)- END(93) 3" PIN El ? -W6.3 X 9' -5" 5 -D15.8 @ 8" a I N 4 -W6.3 X 9' -5" NI MARK Tx28R(2 TRANS3(93) 3" PIN 2 -W6.3 X 11' -1" 12 -D15.8 @ 1' -0' a m I N 4 -W6.3 X 11' -1" MARK Tx28R(2) MID 93 (THERE MAY BE PARTIAL OR MULTIPLES OF THIS CAGE BASED ON BEAM LENGTHS) FOR SKEW 8.0° TO 22.5° GENERAL NOTES - WELDED WIRE FABRI MARK Tx28R(2)- END(93) 2 1/2" FOR SKEW 5.0' TO 7.5° 1. DIMENSIONS RELATING TO WELDED WIRE FABRIC ARE CENTER TO CENTER OF WIRES UNLESS NOTED OTHERWISE. 2. TYING OF WELDED WIRE FABRIC ASSEMBLY WILL BE SUFFICIENT TO PROVIDE RIGID CAGE ONLY. TYING OF ALL STRAND AND WIRE INTERSECTIONS NOT REQUIRED. I 3. LONGITUDINAL SPLICE IS ONLY REQUIRED FOR TOP MAT WELDED WIRE L - - - - - FABRIC. DO NOT EXCEED TYPICAL SPACING OF TRANSVERSE WIRES. 4. WELDED WIRE FABRIC CONFORMS TO ASTM A185 OR A497. -- - - - - -- 5. ALL WIRES TO BE 75 KSI. 6. BOTTOM W8.0 WIRES ON Tx28R CAGES ARE NOT TO BE CUT, THEY REPLACE THE BENT LEGS OF STANDARD "R" BARS. PLAN @ FULL SKEWED 7. NO CUTTING OF D15.8 ALLOWED ON ANY CAGE. END CONDITION (IF APPLICABLE) rq MARK Tx28R LEG LONGITUDINAL WIRE N g BOTTOM OF N GIRDER R CAGE DETAIL MARK TX2i 3' -0" SECTION A -A