Loading...
ST0301A-SP1007132011) Keith Marvin - FW: Bethel Rd -Beam Revisions Page 1 From: Caleb Thornhill <bct @freese.com> To: Keith Marvin <kmarvin @coppelltx.gov> Date: 7/13/2010 9:15 AM Subject: FW: Bethel Rd - Beam Revisions Attachments: 070710 Bridge BCW BCW 1 Revised N TX Bridge. pdf FYI. I got these today. Call me when you get a chance to discuss the bridge. B. Caleb Thornhill, P.E. Freese & Nichols, Inc. 214 - 217 -2282 From: Dean Dumke [mailto:deand @JRJPaving.com] Sent: Tuesday, July 13, 2010 9:15 AM To: Caleb Thornhill Subject: Bethel Rd - Beam Revisions Caleb, Here are the revisions. Dean Dumke Sr Project Manager #469- 223 -7879 J RJ PAVING, L. P. This electronic mail message is intended exclusively for the individual or entity to which it is addressed. This message, together with any attachment, may contain the sender's organization's confidential and privileged information. The recipient is hereby notified to treat the information as confidential and privileged and to not disclose or use the information except as authorized by sender's organization. Any unauthorized review, printing, retention, copying, disclosure, distribution, retransmission, dissemination or other use of, or taking of any action in reliance upon, this information by persons or entities other than the intended recipient is prohibited. If you received this message in error, please immediately contact the sender by reply email and delete all copies of the material from any computer. Thank you for your cooperation. 2010) Engineer - FW: City of Coppell C BCW BCW 1 rev1 #3675 for Approval Page 1 From: Caleb Thornhill <bct @freese.com> To: Keith Marvin <kmarvin @coppelltx.gov >, Engineer <Engineer @ci.coppell.tx.us> CC: CPL03243 <CPL03243 @freese.com >, Dean Dumke <deand @JRJ Paving. com >, TonyDi... Date: 7/13/2010 3:07 PM Subject: FW: City of Coppell C BCW BCW 1 rev1 #3675 for Approval Attachments: CPL Bm SD rev. pdf Keith /Larry, I've attached the approval for the below referenced submittal. If you have any questions, please let me know. B. Caleb Thornhill, P.E. Freese & Nichols, Inc. 214 - 217 -2282 - - - -- Original Message---- - From: Kim Entrekin [mailto:Kime @JRJPaving.com] Sent: Tuesday, July 13, 2010 10:34 AM To: Caleb Thornhill Subject: FW: City of Coppell C BCW BCW 1 rev1 #3675 for Approval - - - -- Original Message---- - From: Dean Dumke Sent: Wednesday, July 07, 2010 12:37 PM To: Kim Entrekin Cc: Marty Murphy Subject: FW: City of Coppell C BCW BCW 1 rev1 #3675 for Approval Kim, Attached are the revised bridge beam submittals for the Bethel Rd Bridge that had previously been reviewed and changes made. Can I get you to forward these to Keith Marvin, Coppell, and Caleb Thornhill, Freese Nichols, for approval. Thank you, Dean - - - -- Original Message---- - From: Laura [mailto:laura @ntbridge.com] Sent: Wednesday, July 07, 2010 11:52 AM To: Dean Dumke Cc: steve @ntbridge.com Subject: City of Coppell C BCW BCW 1 rev1 #3675 for Approval Dean, Steve asked that I forward the attachment to you. If you have any questions let us know. 2010) Engineer - FW: City of Coppell C BCW BCW 1 rev1 #3675 for Approval Page 2 Thank you, Laura Chance North Texas Bridge Co., Inc. Phone: 972 - 924 -3557 Fax: 972 - 924 -4713 - - - -- Original Message---- - From: Ralph Moralez [mailto: ralph. moralez@bexarconcrete.com] Sent: Wednesday, July 07, 2010 11:27 AM To: Steve Goodman Cc: laura @ntbridge.com; support @ntbridge.com Subject: City of Coppell C BCW BCW 1 rev1 #3675 for Approval Steve Goodman North Texas Bridge Co., Inc. p. 972.924.3557 steve @ntbridge.com cc: Laura Chance laura @ntbridge.com support@ntbridge.com Reference: City of Coppell, Texas Bethel & Coppell Rd Reconstruction Structure Name(s): Bethel Road Bridge Fabricator: BCW Fabricator Job No.: 3675 Product(s): Type C Beams Sheet Listing: E -1, E- 2,1- 1,C- 1 -C -9, BP -1, BP- 2,S- C- 1,S -C -2 No. Sheets: 16 Submission Method: Email (1 of 1) (1 Revised 07- 07 -10) Changed Beam Strand Pattern Revised sheet 1- 1,C -1 -C -9 Attach for review is one set of shop drawings for the above mentioned project and product(s), please forward to the appropriate office for review and approval. These drawings are for review and approval prior to fabrication of the items stated herein. Please return reviewed plan sets to: Primary Recipient: Detailing Office / Fabricator: Bexar Concrete Works I, Ltd. (BCW) Ralph S. Moralez Ralph. Moralez@BexarConcrete.com Carbon Copy Recipients: ( "CC") Contractor: North Texas Bridge Co., Inc. (NTB) Steve Goodman steve @ntbridge.com support@ntbridge.com 2010) Engineer - FW: City of Coppell C BCW BCW 1 rev1 #3675 for Approval Page 3 If you have any questions or require additional information please contact me. Ralph S. Moralez Bexar Concrete Works I, Ltd. p. 210.497.3773 Ralph. Moralez@BexarConcrete.com BCWI Job #3675 type C beams for approval cc: J H file This electronic mail message is intended exclusively for the individual or entity to which it is addressed. This message, together with any attachment, may contain the sender's organization's confidential and privileged information. The recipient is hereby notified to treat the information as confidential and privileged and to not disclose or use the information except as authorized by sender's organization. Any unauthorized review, printing, retention, copying, disclosure, distribution, retransmission, dissemination or other use of, or taking of any action in reliance upon, this information by persons or entities other than the intended recipient is prohibited. If you received this message in error, please immediately contact the sender by reply email and delete all copies of the material from any computer. Thank you for your cooperation. i ABUT. BENT C: 1 (41.64) G °1 C: 3 \ C: 3 C, -4. (43.67) I"IJ` T, S. E. : 4 (41.54) C -2 C \�\ C: 4 C -5 (43.67) l` /Jk� C: 2 (41.64 C C: 4 \ C: 4 C ( 43.6 4 E C (41.64) C - 2 C: 4 \`\ : 4 C - 5 (• \ c: z 1 (41.64) C -2 Fc : 4 �. C 4 C -5 /1 `C: 1 (41.64) C -3 Fc : 3 \ C: 3 C BENT ABUT. C: 3 C-7 (41.65) C: 5 (41.65) C: 2 C: 4 C -8 (41.65) E' g (41.65) C -8 (41 C -9 INDEX OF SHEETS E. -1, E -2 ERECTION 1 -1 INDEX C -1 - C -9 FACE OF ABUTMENT BKWL S PAN 1 CL OF —� BENT CAP \ CL OF —J SPAN Z SENT CAP \ STANDARD FACE OF SPAN 3 ABUTMENT BKWL 0 D D D D D BEARING PAD - sue O r:l Q Q Q TAPER BETHEL ROAD BRIDGE INDEX OF SHEETS E. -1, E -2 ERECTION 1 -1 INDEX C -1 - C -9 FABRICATION BP -1. HP -2 BEARING PAD S -C -1, S -C -2 STANDARD FREESE AND d` 'k r NOTES: 1) (DESIGN LENGTH) L.F. SHOWN IN PARENTHESES. 2) BEARING PAD MARK IS SHOWN THUS C: XX . 3) — - DENOTES SLOTTED DOWEL HOLE REQUIRED. 4) T.S.E. = THICKENED SLAB END B. Concrete Works I, Ltd. FOR APPROVAL JUNE 25 2010 ERECTION SHEET FABRICATOR /PREPARED BY BCWI BEXAR CONCRETE WORKS I, LTD. 3675 CONTRACTOR NORTH TEXAS BRIDGE CO., INC. CITY OF COPPELL, TEXAS BETHEL & COPPELL RD RECONSTRUCTION E -1 z O m V n � Y I m O V ^ Z J J O J O T V V m r r W V ' ABUT. BENT BENT ABUT. 1 � � 4 SPAN 2 C: 1 (41.64) C — 1 C: 3 C: 3 C — 4 T.S.E. \ (43.67) C: 3 C: 3 C — 7 \ (41.65) C: 5 T.S.E. D (41.64) C C: 4 \ C: 4 C-5 C: 2 1 (41.64) C C: 4 \\ K (43.67) C: 4 \ C: 4 C C (43.67) C: 4 \ C: 4 (41.65) C: 2 C- (41.65) C: 2` C: 2 (41.64) C-2 C: 4 \ C: 4 C (43.67) C: 4 \ C: 4 C-8 (41.65) C: 2 INDEX OF SHEETS E -1, E -2 ERECTION 1 -1 C -1 - C -9 BP -1, BP -2 S -C -1. S -C -2 INDEX FABRICATION BEARING PAD STANDARD NOTES: 1) (DESIGN LENGTH) L.F. SHOWN IN PARENTHESES. 2) BEARING PAD MARK IS SHOWN THUS C: XX . 3) = - DENOTES SLOTTED DOWEL HOLE REQUIRED. 4) T.S.E. = THICKENED SLAB END Bexar Concrete Works I, Ltd. FOR APPROVAL JUNE 25 2010 ERECTION SHEET FABRICATOR /PREPARED BY I BCWI BEXAR CONCRETE WORKS I, LTD. 3675 CONTRACTOR NORTH TEXAS BRIDGE CO., INC. CITY OF COPPELL, TEXAS BETHEL & COPPELL RD RECONSTRUCTION DRAWN CHECKED DATE INS SHEET AMU RSM 06 -25 -10 E C: 2 (41.64) C — 2 C: 4 `\ C: 4 C — 5 (43.67) C. 4 `\ C: 4 C 41.65) FC. 2 - —� C: 1 (41.64) C — 3 C: 3 \` C: 3 C — 6 (43.67) C: 3 \` C: 3 C (41.65) C: 5 FACE OF ABUTMENT BKWL CL OF - SPAN 1 BENT CAP \ SPAN 2 CL OF - BENT CAP \ FACE OF SPAN 3 ABUTMENT BKWL D D D D D D BEARING PAD TAPER BETHEL ROAD BRIDGE FACE OF CL OF BENT ABUTMENT BKWL 81 P. CL OF BEAM � CL OF BEAM $ �yP TYP. I -' TYP. 7 0 CL OF BEARING I CL OF BEARING AND DOWEL HOLE AND DOWEL HOLE ti IF REQUIRED, TYP. 2 » IF REQUIRED, TYP. CA TYP. PLAN AT ABUTMENT 1 PLAN AT BENT 2,3 (ABUTMENT 4 SIMILAR) TYPE C BEAM TYPE C BEAM TYPE C BEAM i FACE OF ABUTMENT BACKWALL 1" MIN. 1" MIN. TYP. i 1 1/2" MIN. 1 1/2" MIN. I BEARING PAD TYP. BEARING PAD TYP. TYP. TYP. CL OF BENT ELEVATION AT ABUTMENT 1 ELEVATION AT BENT 2,3 (ABUTMENT 4 SIMILAR) BETHEL ROAD BRIDGE Bexar Concrete works I, Ltd. FOR APPROVAL JUNE 25 2010 NOTES: 1) ALL NON— CONFLICTING BEAMS AT INTERIOR BENTS SHALL HAVE SQUARE ERECTION SHEET ENDS AND STANDARD PADS. BEARING SEATS SHALL BE SHAPED TO FIT FABRICATOR /PREPARED BY BCWI # THIS CONDITION. CONTRACTOR SHALL NOTIFY FABRICATOR IMMEDIATELY (BEFORE SHOP DRAWING APPROVAL), IF BEARING SEATS ARE SHAPED BEXAR CONCRETE WORKS I, LTD. 3675 OTHERWISE. CONTRACTOR 2) WHERE CORNERS OF BEAM FLANGES PROJECT UNDER SLAB OF ADJACENT NORTH TEXAS BRIDGE CO., INC. SPAN AT EXPANSION JOINT, CARE SHALL BE TAKEN TO PROVIDE A MINIMUM OF 1/2" CLEARANCE BETWEEN TOP OF BEAM AND BOTTOM OF CITY OF COPPELL, TEXAS ADJACENT SLAB. COORDINATE WITH CONTRACT ENGINEER FOR DETAILS. BETHEL & COPPELL RD RECONSTRUCTION O1 PLAN AND ELEVATION DETAILS SHOWN ARE PROVIDED AS GUIDES TO SHOW POSSIBLE BEAM END CONDITIONS, SEE FABRICATION SHEETS FOR FURTHER INFORMATION. DRAWN CHECKED DATE INS SHEET AMU RSM 1 06 -25 -10 E -2 BEAM INDEX LOCATION BEAM LENGTH BEAM END LO -LAX STRANDS (270 ksi) CONCRETE W w z u- p D J LL (n w x (n O o W W p p W ui z W d Q d O O D Q a Y o z z O w U)Lu W w z Z ~ u zw ~ 7 2 w~ p 2 00H X H O Q Q _ z p IL H < U H (7 p W LL Of m U) < W� p I Y < N < d W W x W Z W Z Z W d w- Of d m - F co CJ W p H Q d' _ Q LL co < a O U) W 1 C C -1 1 41.64 41.68 YES YES 14 1/2 6 20 4000 5000 15.62 C -1 p 1 C C -2 4 41.64 41.68 YES YES 14 112 6 20 4000 5000 15.62 C -2 m 1 C C -3 1 41.64 41.68 YES YES 14 1/2 6 20 4000 5000 15.62 C -3 p 2 C C -4 1 43.67 43.71 NO NO 14 1/2 6 20 4000 5000 14.56 C -4 Q O 2 C C -5 4 43.67 43.71 NO NO 14 1/2 6 20 4000 5000 14.56 C -5 Of J 2 C C -6 1 43.67 43.71 NO NO 14 1/2 6 20 4000 5000 14.56 C -6 = 3 C C -7 1 41.65 41.69 YES YES 14 1/2 6 20 4000 5000 15.62 C -7 W 3 C C -8 4 41.65 41.69 YES YES 14 1/2 6 20 4000 5000 15.62 C -8 00 3 C C -9 1 41.65 1 41.69 YES YES 14 1/2 1 6 1 20 4000 5000 15.62 C -9 Q REVISED 07 -07 -10 CHANGED BEAM STRAND PATTERN NOTES: 1) CONTRACTOR TO VERIFY ALL INSERT SPACING, LOCATION AND QUANTITIES PRIOR TO FABRICATION. 2) CONCRETE TO INCLUDE 25% FLY ASH. PROJECT INSERT QUANTITIES (INSERTS SUPPLIED BY CONTRACTOR) INSERTS 45° OVERHANG = 92 INSERTS PMDF WELD CLIP = 440 PER BRIDGE LINEAR FOOTAGE BETHEL ROAD BRIDGE TYPE C = 761.76 (TOTAL LINEAR FOOTAGE THIS PROJECT: I ALL BEAM TYPES = 761.76 Bexar Concrete Works I, Ltd. FOR APPROVAL JULY 07 2010 MARKED END SEE NOTE OO 6" RS 18 SPA. AT 4 " =6' -0" S5 4" 1 7 SPA. AT 4" 2" 1 =2' 2I} X5 Y5 S5 (8 PAIRS) NI3 3 1 1 W5 V5 (19 PAIRS) a 20.84 CAST LENGTH "X" BAR SPACED ON EVERY OTHER "R" BAR CL. OF BEAM U5 r I I 1 41.64 DESIGN LENGTH 41.68 CAST LENGTH ELEVATION (REINF.� SEE NOTE O BAR TABLE BAR 8" 18 SPA. AT 4 " =6' -0" R5 7 SPA. AT 4" 4' S5 = 2' -4" 1 2 „ z x 80 � 2 BLOCKOUT– THICKEN SLAB #5 32 � J U c SEE STANDARD SHT. U5 #5 2 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 X5 2 2 Iml X5 #3 41 41 SEE STANDARD SHT. Y5 #6 X6N 2 SEE STANDARD SHT. Y5A #6 2 2 SEE STANDARD SHT. W6N #5 2 Y5A SEE STANDARD SHT. X6N #3 1 1 SEE STANDARD SHT. S5 (8 PAIRS) L N�3r V5 (19 PAIRS) W6N 1 1/2" M 3 W 20.84 CAST LENGTH N 5/8" MARKED END SYMMETRICAL d ABOUT CL. U.N.O. 0 I 3 -1/2" 0 - - - -- STRANDS I I III Z II I II C.G. OF I DEPRESSED II – STRANDS – L ryli — — — — � I CHAMFER OR RADIUS 5' -0" BOTTOM FLANGE ( -0, +2' -0 ") CL. OF 1 1 /2 "x4 "x7 SLOTTED ANCHOR HOLE, ELEVATION (MISC. SEE PLAN FOR LOCATION. � I CL. OF 1 1/2"x4%7" HOLD DOWN POINT SLOTTED DOWEL HOLE, SEE PLAN FOR LOCATION. REINFORCING BAR TABLE BAR SIZE QUANTITY PER BM. QUANTITY PER SHT. BAR LENGTH R5 #4 80 80 SEE STANDARD SHT. S5 #5 32 32 SEE STANDARD SHT. U5 #5 2 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 # 2 2 SEE STANDARD SHT. X5 #3 41 41 SEE STANDARD SHT. Y5 #6 2 2 SEE STANDARD SHT. Y5A #6 2 2 SEE STANDARD SHT. W6N #5 2 2 SEE STANDARD SHT. X6N #3 1 1 SEE STANDARD SHT. O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. ++ --- A -38 - -- -j-'- – — – A -36 – — – – A -34 - -- ---A-32--- ------- A -30 – — — – - - - - - -- A -28 – — — - ------- A -26 – — — - ----A-24---- ----A-22---- ----A-20---- ----A-18---- ----A-16---- ---A-14--- --A-12-- - — A -10 - -A -8 -- - -A -6 -- - -A -4 -- - i - --- A - 2 --- - i 11 SPA. AT 11 SPA. AT 2 "= 1' -10" 2 "= 1' -10" CL. SECTION END SECTION LO —LAX STRAND PATTERN DESIGN REF. : IBNS TOTAL STRAND QUANTITY 14 STRAND SIZE AND TYPE : 1/2" 0 270 ksi TO 31.0 k ECCENTRICITY AT CL. (IN.) 12.23 ECCENTRICITY AT END (IN.) 7.95 DEPRESSED QUANTITY AND LOC. (IN.) 6 AT A -20 TOTAL STRAIGHT STRANDS 8 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) 15.62 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. INSERTS 45' QTY /TOTAL = 15/15 INSERTS PMDF QTY/TOTAL = 16/16 PMDF INSERTS 3"1 3 SPA. AT 1' -0" 11 SPA. AT 1' -0" 3" PMDF INSERTS TYPE C BEAM – BEAM MARK = C -1 (ALL DIMS. t1 ") I (ALL DIMS. t1 ") BEAM QUANTITY THIS SHEET = 1 4' -5 1/8" 1 TOTAL LINEAR FOOTAGE THIS SHEET = 41.64 6 3/8" I I 14 Bexar Concrete Works I, Ltd. MARKED END CL. OF BEAM FOR APPROVAL Q REVISED 07 -07 -10 JULY 07 2010 --------------------------------------------------- - - - - -- --------- - - - - -- CHANGED BEAM STRAND PATTERN - - 3- - -- - -- - - -- - -- - - - - - -- - -- - - -- - -- - -- - - --E 3- - - ----------------------------------------------------- - - - - -- --i - -- - - - - -- FABRICATION SHEET FABRICATOR /PREPARED BY BCWI # DOWEL HOL E DOWEL HOLE s 1/2" , ,� 2" 7 1/2" BEXAR CONCRETE WORKS I, LTD. 3675 4'-1 1/8 I CONTRACTOR NORTH TEXAS BRIDGE CO., INC. 45' INSERTS 6" 14 SPA. AT 3' -0" MAX. 6" CITY OF COPPELL, TEXAS (ALL DIMS. t4 ") BETHEL & COPPELL RD RECONSTRUCTION SKEW: 00 PLAN SKEW: –30 DRAWN CHECKED I DATE I INS SHEET AMU RSM 1 06 -25 -10 1 C 1 MARKED END SEE NOTE OO 6" RS 18 SPA. AT 4 " =6' -0" S5 4" 1 7 SPA. AT 4" 2" 1 =2' 2I} X5 Y5 S5 (8 PAIRS) NI3 � 3 1 W 2 W5 V5 (19 PAIRS) N 20.84 CAST LENGTH "X" BAR SPACED ON EVERY OTHER "R" BAR CL. OF BEAM U5 r I I l 41.64 DESIGN LENGTH 41.68 CAST LENGTH ELEVATION (REINF.� SEE NOTE OO 8" 18 SPA. AT 4 " =6' -0" �R5 7 SPA. AT 4" 4" S5 =2' -4" 1 11 z x L—V5 (19 PAIRS) 20.84 CAST LENGTH �IIAAIIA1iii�i� I ■�����������u S5 (8 PAIRS) W6N al3 1/2" M 3 W N 5/8" MARKED END SYMMETRICAL d N. ABOUT CL. U.O. - - - -- — i z C.G. OF DEPRESSED STRANDS — CHAMFER OR RADIUS HOLD DOWN POINT BOTTOM FLANGE ELEVATION (MISC.� i 3 -1/2" 0 STRANDS REINFORCING BAR TABLE BAR SIZE QUANTITY PER BM. QUANTITY PER SHT. BAR LENGTH R5 #4 80 320 SEE STANDARD SHT. S5 #5 32 128 SEE STANDARD SHT. U5 #5 2 8 41' -6" V5 #4 76 304 SEE STANDARD SHT. W5 #5 2 8 SEE STANDARD SHT. X5 #3 41 164 SEE STANDARD SHT. Y5 #6 2 8 SEE STANDARD SHT. Y5A #6 2 8 SEE STANDARD SHT. W6N #5 2 8 SEE STANDARD SHT. X6N #3 1 4 SEE STANDARD SHT. O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. ++ --- A -38 - -- j --- A -36 - -- — A -34 - -- ---A-32--- ------- A -30 — — — - ------- A -26 - - - - - -- ----A-24---- ------- A -22 - - - - - -- ----A-20---- ----A-16---- ---A-14--- ---A-12--- - — A -10 - -A -8 -- - -A -6 -- - -A -4 -- a --- A -2 --- - i 11 SPA. AT 11 SPA. AT 2 "= 1' -10" 2 "= 1' -10" CL. SECTION END SECTION LO -LAX STRAND PATTERN DESIGN REF. : IBNS TOTAL STRAND QUANTITY 14 STRAND SIZE AND TYPE : 1/2" 0 270 ksi TO 31.0 k ECCENTRICITY AT CL. (IN.) 12.23 ECCENTRICITY AT END (IN.) 7.95 DEPRESSED QUANTITY AND LOC. (IN.) 6 AT A -20 TOTAL STRAIGHT STRANDS 8 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) 15.62 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. INSERTS PMDF QTY/TOTAL = 32/128 PMDF INSERTS 3"1 3 SPA. AT 1' -0" 11 SPA. AT 1' -0" 3" PMDF INSERTS TYPE C BEAM — BEAM MARK = C -2 (ALL DIMS. t1 ") i (ALL DIMS. t1 ") BEAM QUANTITY THIS SHEET = 4 4' -5 1/8" I TOTAL LINEAR FOOTAGE THIS SHEET = 166.56 6 3/8" Bexar Concrete Works I, Ltd. MARKED END CL. OF BEAM FOR APPROVAL Q REVISED 07 -07 -10 JULY 07 2010 --------------------------------------------------- - - - - -- --------- - - - - -- CHANGED BEAM STRAND PATTERN ----------------------------------------------------- - - - - -- -- ----- - - - - -- FABRICATION SHEET LQ FABRICATOR /PREPARED BY BCWI # 116" 2" BEXAR CONCRETE WORKS I, LTD. 1 3675 4'—1 1/8 I CONTRACTOR I NORTH TEXAS BRIDGE CO., IN PMDF INSERTS 3 7 SPA. AT 1' -0" 7 SPA. AT 1' -0" ' 3" PMDF INSERTS CITY OF COPPELL, TEXAS (ALL DIMS. t1 ") (ALL DIMS. t1 ") BETHEL & COPPELL RD RECONSTRUCTION SKEW: 00 PLAN SKEW: —30 DRAWN CHECKED I DATE I INS SHEET AMU RSM 1 06 -25 -10 1 C -2 MARKED END SEE NOTE OO 6" RS 18 SPA. AT 4 " =6' -0" S5 4" 1 7 SPA. AT 4" 2" 1 =2' 2I} X5 Y5 S5 (8 PAIRS) NI3 3 1 1 W5 V5 (19 PAIRS) a 20.84 CAST LENGTH SEE NOTE OO BAR TABLE BAR 8" 18 SPA. AT 4 " =6' -0" R5 7 SPA. AT 4" 4' S5 = 2' -4" 1 2 „ z x 80 � 2 BLOCKOUT— THICKEN SLAB #5 32 � J U c SEE STANDARD SHT. U5 #5 2 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 X5 2 2 Iml X5 #3 41 41 SEE STANDARD SHT. Y5 #6 X6N 2 SEE STANDARD SHT. Y5A #6 2 2 SEE STANDARD SHT. W6N #5 2 Y5A SEE STANDARD SHT. X6N #3 1 1 SEE STANDARD SHT. S5 (8 PAIRS) L N�3r V5 (19 PAIRS) W6N 1 1/2" M 3 W 20.84 CAST LENGTH N 5/8" MARKED END 45' INSERTS 6" (ALL DIMS. t4 ") I I CL. OF 1 1 /2 "x4 "x7" HOLD DOWN POINT SLOTTED DOWEL HOLE, SEE PLAN FOR LOCATION. "X" BAR SPACED ON EVERY OTHER "R" BAR CL. OF BEAM U5 r I I 1 41.64 DESIGN LENGTH 41.68 CAST LENGTH ELEVATION (REINF.� SYMMETRICAL d ABOUT CL. U.N.0). 0 I 3 -1/2" 0 - - - -- STRANDS I I III Z II I II C.G. OF I DEPRESSED II — STRANDS — rye CHAMFER OR RADIUS 5' -0" BOTTOM FLANGE ( -0, +2' -0 ") CL. OF 1 1 /2 "x4 "x7 SLOTTED ANCHOR HOLE, ELEVATION (MISC. SEE PLAN FOR LOCATION. � 14 SPA. AT 3' -0" MAX. 4' -5 1 REINFORCING BAR TABLE BAR SIZE QUANTITY PER BM. QUANTITY PER SHT. BAR LENGTH R5 #4 80 80 SEE STANDARD SHT. S5 #5 32 32 SEE STANDARD SHT. U5 #5 2 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 # 2 2 SEE STANDARD SHT. X5 #3 41 41 SEE STANDARD SHT. Y5 #6 2 2 SEE STANDARD SHT. Y5A #6 2 2 SEE STANDARD SHT. W6N #5 2 2 SEE STANDARD SHT. X6N #3 1 1 SEE STANDARD SHT. O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. 6 3/8" I I I 4» MARKED END CL. OF BEAM REVISED 07 -07 -10 --------------------------------------------------- - - - - -- 1 CHANGED BEAM STRAND PATTERN -- — 3 3 — — — — — — — -- _ _ _--- - -_ - -_ -- I I 6 1/2" 1 1/8" 2" 7 1/2" DOWEL HOLE I I DOWEL HOLE I I I PMDF INSERTS 3" 7 SPA. AT 1' -0" 7 SPA. AT 1' -0" 3" PMDF INSERTS (ALL DIMS. t1 ") I I (ALL DIMS. t1 ") SKEW: 00 PLAN SKEW: —30 ++ --- A -38 - -- - j - ' - – — – A -36 – — – – A -34 - -- --- ------- A -30 – — — – - - - - - -- A -28 – — — - ------- A -26 – — — - ---- ---- ---- ---- ---- --- --A-12-- - — A -10 - - A -8 -- - - A -6 -- - - A -4 -- - i - --- A -2 --- - i 11 SPA. AT 11 SPA. AT 2 "= 1' -10" 2 "= 1' -10" CL. SECTION END SECTION LO -LAX STRAND PATTERN DESIGN REF. : IBNS TOTAL STRAND QUANTITY 14 STRAND SIZE AND TYPE : 1/2" 0 270 ksi TO 31.0 k ECCENTRICITY AT CL. (IN.) 12.23 ECCENTRICITY AT END (IN.) 7.95 DEPRESSED QUANTITY AND LOC. (IN.) 6 AT A -20 TOTAL STRAIGHT STRANDS 8 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) 15.62 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. INSERTS 45' QTY /TOTAL = 15/15 INSERTS PMDF QTY/TOTAL = 16/16 TYPE C BEAM — BEAM MARK = C -3 BEAM QUANTITY THIS SHEET = 1 TOTAL LINEAR FOOTAGE THIS SHEET = 41.64 Bexar Concrete Works I, Ltd. FOR APPROVAL JULY 07 2010 FABRICATION SHEET FABRICATOR /PREPARED BY I BCWI # BEXAR CONCRETE WORKS I, LTD. 3675 CONTRACTOR NORTH TEXAS BRIDGE CO., INC. CITY OF COPPELL, TEXAS BETHEL & COPPELL RD RECONSTRUCTION DRAWN CHECKED DATE INS SHEET AMU RSM 06 -25 -10 1 C -3 MARKED END SEE NOTE C "X" BAR SPACED ON J SEE NOTE 6 " RS EVERY OTHER "R" BAR 118 SPA. AT 4 " =6' -0" 47 SPA. AT 8" MAX. 18 SPA. AT 4 " =6' -0" 6 " R5 S5 2" X 4' 7 SPA. AT 4" CL. OF BEAM I T T T T T T T 7 SPA. AT 4" 4' S5 2 „ X I =2' -4" I I I Ti I I = 2' -4" I I I T I I I ITT�� X5 Y5 S5 (8 PAIRS) 32 SEE STANDARD SHT. U5 #5 2 2 43' -6" V5 #4 76 76 SEE STANDARD SHT. W5 #5 4 4 I U5 i I i I X5 #3 44 4 V5 SEE STANDARD SHT. Y5 #6 1 4 4 SEE STANDARD SHT. X5 Y5 S5 (8 PAIRS) 4414411 11111111111 O O 11111111 991 N 3 M a 3 1 W 2„ W5 V5 (19 PAIRS) I (19 PAIRS) W5 21.86 CAST LENGTH 21.85 CAST LENGTH 1� 2" M N 3 N 3 43.67 DESIGN LENGTH ELEVATION (REINF.� MARKED END SYMMETRICAL d ABOUT CL. U.N.O. 0 I 3 -1/2" 0 i - - - -- STRANDS I CL. OF 1 1 /2 "x4 "x7" HOLD DOWN POINT SLOTTED DOWEL HOLE, SEE PLAN FOR LOCATION. 45' INSERTS g" (ALL DIMS. t4 ") �_ I II III z II C.G. OF io i I DEPRESSED STRANDS — — I 5' -0" CHAMFER OR RADIUS BOTTOM FLANGE —0, +2' -0 ") CL. OF 1 1/2 "x4 "x7" SLOTTED DOWEL HOLE, ELEVATION (MISC. SEE PLAN FOR LOCATION. � 15 SPA. AT 3' -0" MAX. REINFORCING BAR TABLE BAR SIZE QUANTITY PER BM. QUANTITY PER SHT. BAR LENGTH R5 # 84 84 SEE STANDARD SHT. S5 #5 32 32 SEE STANDARD SHT. U5 #5 2 2 43' -6" V5 #4 76 76 SEE STANDARD SHT. W5 #5 4 4 SEE STANDARD SHT. X5 #3 44 44 SEE STANDARD SHT. Y5 #6 1 4 4 SEE STANDARD SHT. O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. MARKED END CL. OF BEAM Q REVISED 07 -07 -10 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —� -- CHANGED BEAM STRAND PATTERN -- — 3 — — — — — — — -- — — — — — — — — - - - -- — -- 6 1/2° I I 6 1/2" I I DOWEL HOLE DOWEL HOLE I I I I PMDF INSERTS 3" 7 SPA. AT 1' -0" 3 SPA. AT 1' -0" 3" PMDF INSERTS (ALL DIMS. t1 ") I I (ALL DIMS. t1 ") SKEW: 00 PLAN SKEW: 00 ++ --- A -38 - -- j --- A -36 - -- – A -34 - -- --- ---- ------- A -28 – — — - ------- A -26 - - - - - -- ---- ------- A -20 - - - - - -- - — — – A -16 - - - - - -- --- --A-12-- - — A -10 - - A -6 -- - - A -4 -- - i - --- A -2 --- - i 11 SPA. AT 11 SPA. AT 2 "= 1' -10" 2 "= 1' -10" CL. SECTION END SECTION LO -LAX STRAND PATTERN DESIGN REF. : IBNS TOTAL STRAND QUANTITY 14 STRAND SIZE AND TYPE : 1/2" 0 270 ksi TO 31.0 k ECCENTRICITY AT CL. (IN.) 12.23 ECCENTRICITY AT END (IN.) 7.95 DEPRESSED QUANTITY AND LOC. (IN.) 6 AT A -20 TOTAL STRAIGHT STRANDS 8 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) 14.56 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. INSERTS 45' QTY /TOTAL = 16/16 INSERTS PMDF QTY/TOTAL = 12/12 TYPE C BEAM — BEAM MARK = C -4 BEAM QUANTITY THIS SHEET = 1 TOTAL LINEAR FOOTAGE THIS SHEET = 43.67 Bexar Concrete Works I, Ltd. FOR APPROVAL JULY 07 2010 MARKED END 6 ' RS EVERY OTHER "R" BAR 118 SPA. AT 4 " =6' -0" 47 SPA. AT 8" MAX. 18 SPA. AT 4 " =6' -0" 6 " R5 S5 2" X 4' 7 SPA. AT 4" CL. OF BEAM I 7 SPA. AT 4" 4' S5 2 „ X I =2' -4" SEE STANDARD SHT. S5 = 2' -4" I X5 Y5 S5 (8 PAIRS) 128 SEE STANDARD SHT. U5 #5 2 8 43' -6" V5 #4 76 304 SEE STANDARD SHT. W5 #5 4 16 I U5 i I i I X5 #3 44 176 SEE STANDARD SHT. Y5 #6 4 16 SEE STANDARD SHT. X5 Y5 S5 (8 PAIRS) I - 4 1 O O L tl± N 3 M a 3 1 W 2„ W5 V5 (19 PAIRS) I V5 (19 PAIRS) W5 21.86 CAST LENGTH 21.85 CAST LENGTH 1 1/2" M W N 3 N 3 43.67 DESIGN LENGTH ELEVATION (REINF.� MARKED END SYMMETRICAL --\ ABOUT CL. U.N.O. i 3 -1/2" 0 - - - -- STRANDS _ C.G. OF � — DEPRESSED _—� STRANDS HOLD DOWN POINT mm CHAMFER OR RADIUS BOTTOM FLANGE ELEVATION (MISC.� REINFORCING BAR TABLE BAR SIZE QUANTITY PER BM. QUANTITY PER SHT. BAR LENGTH R5 # 84 336 SEE STANDARD SHT. S5 #5 32 128 SEE STANDARD SHT. U5 #5 2 8 43' -6" V5 #4 76 304 SEE STANDARD SHT. W5 #5 4 16 SEE STANDARD SHT. X5 #3 44 176 SEE STANDARD SHT. Y5 #6 4 16 SEE STANDARD SHT. O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. PMDF INSERTS 3"1 3 SPA. AT 1' -0" 7 SPA. AT 1' -0" 3" PMDF INSERTS (ALL DIMS. t1 ") (ALL DIMS. t1 MARKED END CL. OF BEAM Q REVISED 07 -07 -10 -------------------------------------------------------------------- - - - - -- CHANGED BEAM STRAND PATTERN I I PMDF INSERTS 3 7 SPA. AT 1' -0" (ALL DIMS. t1 ") I I i 3 SPA. AT 1' -0" 3" PMDF INSERTS (ALL DIMS. t1 ") SKEW: 00 PLAN SKEW: 00 ++ --- A -38 - -- j --- A -36 - -- – A -34 - -- --- ------- A -30 - - - - - -- ------- A -28 – — — - ---- - - - -- – A -24 – — — - ------- A -20 - - - - - -- ------- A -18 - - - - - -- - — — – A -16 - - - - - -- - A -14 — — - --A-12-- - — A -10 - - A -8 -- - - A -6 -- - - A -4 -- - i - --- A -2 --- - i 11 SPA. AT 11 SPA. AT 2 "= 1' -10" 2 "= 1' -10" CL. SECTION END SECTION LO -LAX STRAND PATTERN DESIGN REF. : IBNS TOTAL STRAND QUANTITY : 14 STRAND SIZE AND TYPE : 1/2" 0 270 ksi TO 31.0 k ECCENTRICITY AT CL. (IN.) 12.23 ECCENTRICITY AT END (IN.) 7.95 DEPRESSED QUANTITY AND LOC. (IN.) 6 AT A -20 TOTAL STRAIGHT STRANDS 8 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) 14.56 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. INSERTS PMDF QTY/TOTAL = 24/96 TYPE C BEAM — BEAM MARK = C -5 BEAM QUANTITY THIS SHEET = 4 TOTAL LINEAR FOOTAGE THIS SHEET = 174.68 Bexar Concrete Works I, Ltd. FOR APPROVAL JULY 07 2010 MARKED END SEE NOTE C "X" BAR SPACED ON 6 " RS EVERY OTHER "R" BAR 118 SPA. AT 4 " =6' -0" 47 SPA. AT 8" MAX. 18 SPA. AT 4 " =6' -0" 6 " R5 S5 2" X 4' 7 SPA. AT 4" CL. OF BEAM I T T T T T T T 7 SPA. AT 4" 4' S5 2 „ X I =2' -4" I I I Ti I I = 2' -4" I I I T I I I ITT�� X5 Y5 S5 (8 PAIRS) 32 SEE STANDARD SHT. U5 #5 2 2 43' -6" V5 #4 76 76 SEE STANDARD SHT. W5 #5 4 4 I U5 i I i I X5 #3 44 4 V5 SEE STANDARD SHT. Y5 #6 1 4 4 SEE STANDARD SHT. X5 Y5 S5 (8 PAIRS) 4414411 11111111111 O O 11111111 991 N 3 M a 3 1 W 2„ W5 V5 (19 PAIRS) I (19 PAIRS) W5 21.86 CAST LENGTH 21.85 CAST LENGTH 1� 2" M N 3 N 3 43.67 DESIGN LENGTH ELEVATION (REINF.� MARKED END SYMMETRICAL --\ ABOUT CL. U.N.O. I CL. OF 1 1 /2 "x4 "x7" HOLD DOWN POINT SLOTTED DOWEL HOLE, SEE PLAN FOR LOCATION. i z C.G. OF DEPRESSED STRANDS — — I i J SEE NOTE i 3 -1/2" 0 STRANDS CHAMFER OR RADIUS ; BOTTOM FLANGE �I —0, +2' -0 ") ' ELEVATION (MISC.� CL. OF 1 1/2 "x4 "x7" SLOTTED DOWEL HOLE, SEE PLAN FOR LOCATION. REINFORCING BAR TABLE BAR SIZE QUANTITY PER BM. QUANTITY PER SHT. BAR LENGTH R5 # 84 84 SEE STANDARD SHT. S5 #5 32 32 SEE STANDARD SHT. U5 #5 2 2 43' -6" V5 #4 76 76 SEE STANDARD SHT. W5 #5 4 4 SEE STANDARD SHT. X5 #3 44 44 SEE STANDARD SHT. Y5 #6 1 4 4 SEE STANDARD SHT. O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. PMDF INSERTS 3"1 3 SPA. AT 1' -0" 7 SPA. AT 1' -0" 3" PMDF INSERTS (ALL DIMS. t1 ") (ALL DIMS. t1 MARKED END CL. OF BEAM Q REVISED 07 -07 -10 ---------------------------------------------------------------- - - - - -- —� -- CHANGED BEAM STRAND PATTERN -- — 3 — — — — — — — -- — — — — — — — — - - - -- — -- 6 1/2" 6 1/2" DOWEL HOLE DOWEL HOLE 45' INSERTS 6" 15 SPA. AT 3' -0" MAX. 6" (ALL DIMS. t4 ") SKEW: 00 PLAN SKEW: 00 ++ --- A -38 - -- j --- A -36 - -- – A -34 - -- --- ---- ------- A -28 – — — - ------- A -26 - - - - - -- ---- ------- A -20 - - - - - -- - — — – A -16 - - - - - -- --- --A-12-- - — A -10 - - A -6 -- - - A -4 -- - i - --- A -2 --- - i 11 SPA. AT 11 SPA. AT 2 "= 1' -10" 2 "= 1' -10" CL. SECTION END SECTION LO -LAX STRAND PATTERN DESIGN REF. : IBNS TOTAL STRAND QUANTITY 14 STRAND SIZE AND TYPE : 1/2" 0 270 ksi TO 31.0 k ECCENTRICITY AT CL. (IN.) 12.23 ECCENTRICITY AT END (IN.) 7.95 DEPRESSED QUANTITY AND LOC. (IN.) 6 AT A -20 TOTAL STRAIGHT STRANDS 8 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) 14.56 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. INSERTS 45' QTY /TOTAL = 16/16 INSERTS PMDF QTY/TOTAL = 12/12 TYPE C BEAM — BEAM MARK = C -6 BEAM QUANTITY THIS SHEET = 1 TOTAL LINEAR FOOTAGE THIS SHEET = 43.67 Bexar Concrete Works I, Ltd. FOR APPROVAL JULY 07 2010 MARKED END SEE NOTE OO 6" RS 18 SPA. AT 4 " =6' -0" S5 4" 1 7 SPA. AT 4" 2" 1 =2' 2I} X5 Y5 S5 (8 PAIRS) NI3 3 1 1 W5 V5 (19 PAIRS) a 20.85 CAST LENGTH MARKED END 45' INSERTS 6" (ALL DIMS. t4 ") I 14 SPA. AT 3' -0" MAX. 4' -5 1 REINFORCING BAR TABLE BAR SIZE QUANTITY PER BM. QUANTITY PER SHT. BAR LENGTH R5 #4 80 80 SEE STANDARD SHT. S5 #5 32 32 SEE STANDARD SHT. U5 #5 2 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 # 2 2 SEE STANDARD SHT. X5 #3 41 41 SEE STANDARD SHT. Y5 #6 2 2 SEE STANDARD SHT. Y5A #6 2 2 SEE STANDARD SHT. W6N #5 2 2 SEE STANDARD SHT. X6N #3 1 1 SEE STANDARD SHT. S5 (8 PAIRS) O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. 6 3/8" MARKED END CL. OF BEAM REVISED 07 -07 -10 --------------------------------------------------- - - - - -- --------- - - - - -- 1 CHANGED BEAM STRAND PATTERN -- — 3 ---- ------------------------------------------------ - — — — — — — -- — — — — — — — � - - - - -- — -- 6 1/2° DOWEL HOLE PMDF INSERTS (ALL DIMS. t1 I _ 7 SPA. AT 1' -0" SKEW: 00 PLAN SKEW: —30 ++ --- A -38 - -- - j - ' - – — – A -36 – — – – A -34 - -- --- ------- A -30 – — — – - - - - - -- A -28 – — — - ------- A -26 – — — - ---- ---- ---- ---- ---- --- --A-12-- - — A -10 - - A -8 -- - - A -6 -- - - A -4 -- - i - --- A -2 --- - i 11 SPA. AT 11 SPA. AT 2 "= 1' -10" 2 "= 1' -10" CL. SECTION END SECTION LO -LAX STRAND PATTERN DESIGN REF. : IBNS TOTAL STRAND QUANTITY 14 STRAND SIZE AND TYPE : 1/2" 0 270 ksi TO 31.0 k ECCENTRICITY AT CL. (IN.) 12.23 ECCENTRICITY AT END (IN.) 7.95 DEPRESSED QUANTITY AND LOC. (IN.) 6 AT A -20 TOTAL STRAIGHT STRANDS 8 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) 15.62 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. INSERTS 45' QTY /TOTAL = 15/15 INSERTS PMDF QTY/TOTAL = 16/16 TYPE C BEAM — BEAM MARK = C -7 BEAM QUANTITY THIS SHEET = 1 TOTAL LINEAR FOOTAGE THIS SHEET = 41.65 Bexar Concrete Works I, Ltd. FOR APPROVAL JULY 07 2010 FABRICATION SHEET FABRICATOR /PREPARED BY BCWI # BEXAR CONCRETE WORKS I, LTD. 3675 CONTRACTOR NORTH TEXAS BRIDGE CO., INC. CITY OF COPPELL, TEXAS BETHEL & COPPELL RD RECONSTRUCTION DRAWN CHECKED I DATE I INS SHEET AMU RSM 1 06 -25 -10 1 C - 7 "X" BAR SPACED ON EVERY OTHER "R" BAR CL. OF BEAM U5 r I I 1 41.65 DESIGN LENGTH 41.69 CAST LENGTH ELEVATION (REINF.� SEE NOTE OO 8" 18 SPA. AT 4 " =6' -0" R5 7 SPA. AT 4" 4' S5 = 2' -4" 1 2 „ z x � 2 BLOCKOUT— THICKEN SLAB � J U c X5 X6N Y5A S5 (8 PAIRS) L N�3r V5 (19 PAIRS) W6N 1 1/2" M 3 W 20.84 CAST LENGTH N LIFTING LOOP 2' -0" SYMMETRICAL d ABOUT CL. U.N.O. 0 I 3 -1/2" 0 - - - -- STRANDS II I III Z II II � II C.G. OF DEPRESSED III STRANDS CHAMFER OR RADIUS 5' -0" BOTTOM FLANGE ( -0, +2' -0 ") CL. OF 1 1 /2 "x4 "x7 SLOTTED ANCHOR HOLE, ELEVATION (MISC. SEE PLAN FOR LOCATION. � I CL. OF 1 1 /2 "x4 "x7" HOLD DOWN POINT SLOTTED DOWEL HOLE, SEE PLAN FOR LOCATION. 2 1 I 7 1/2" DOWEL HOLE 4' -1 1/8" I I I 7 SPA. AT 1' -0" 13" PMDF INSERTS (ALL DIMS. t1 ") MARKED END SEE NOTE OO 6" RS 18 SPA. AT 4 " =6' -0" S5 4" 1 7 SPA. AT 4" 2" 1 =2' 2I} X5 Y5 S5 (8 PAIRS) NI3 3 1 1 W5 V5 (19 PAIRS) a 20.85 CAST LENGTH MARKED END "X" BAR SPACED ON EVERY OTHER "R" BAR CL. OF BEAM U5 r I I 1 41.65 DESIGN LENGTH 41.69 CAST LENGTH ELEVATION (REINF.� SEE NOTE OO BAR TABLE BAR 8" 18 SPA. AT 4 " =6' -0" R5 7 SPA. AT 4" 4' S5 = 2' -4" 1 2 „ z x 320 � 2 BLOCKOUT– THICKEN SLAB #5 32 � J U c SEE STANDARD SHT. U5 #5 2 8 41' -6" V5 #4 76 304 SEE STANDARD SHT. W5 X5 2 8 Iml X5 #3 41 164 SEE STANDARD SHT. Y5 #6 X6N 8 SEE STANDARD SHT. Y5A #6 2 8 SEE STANDARD SHT. W6N #5 2 Y5A SEE STANDARD SHT. X6N #3 1 4 SEE STANDARD SHT. S5 (8 PAIRS) L N�3r V5 (19 PAIRS) W6N 1 1/2" M 3 W 20.84 CAST LENGTH N LIFTING LOOP 2' -0" SYMMETRICAL d ABOUT CL. U.N.O. 0 i 3 -1/2" 0 - - - -- STRANDS ii i z C.G. OF DEPRESSED STRANDS -- r l 5' -0" CHAMFER OR RADIUS BOTTOM FLANGE ELEVATION (MISC.� HOLD DOWN POINT PMDF INSERTS 3"1 3 SPA. AT 1' -0" 11 SPA. AT 1' -0" 3" PMDF INSERTS (ALL DIMS. t1 ") i (ALL DIMS. t1 ") 4' -5 1/8" 6 3/8" MARKED END 0 ui ui u I CL. OF BEAM — – – — – — – — – — – — – — – — – — – — – — – — – — – — – — – — – — — – — – — – — – ----------------------------------------------------- - - - - -- -- ----- - - - - -- � I PMDF INSERTS 3" 7 SPA. AT 1' -0" (ALL DIMS. t1 ") SKEW: 00 PLAN 4' -1 1/8" i 7 SPA. AT 1' -0" 3" PMDF INSERTS (ALL DIMS. t1 ") SKEW: —30 REINFORCING BAR TABLE BAR SIZE QUANTITY PER BM. QUANTITY PER SHT. BAR LENGTH R5 #4 80 320 SEE STANDARD SHT. S5 #5 32 128 SEE STANDARD SHT. U5 #5 2 8 41' -6" V5 #4 76 304 SEE STANDARD SHT. W5 # 2 8 SEE STANDARD SHT. X5 #3 41 164 SEE STANDARD SHT. Y5 #6 2 8 SEE STANDARD SHT. Y5A #6 2 8 SEE STANDARD SHT. W6N #5 2 8 SEE STANDARD SHT. X6N #3 1 4 SEE STANDARD SHT. O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. ++ --- A -38 - -- -j-'- – — – A -36 – — – – A -34 - -- ---A-32--- ------- A -30 – — — – - - - - - -- A -28 – — — - ------- A -26 – — — - ----A-24---- ----A-22---- ----A-20---- ----A-18---- ----A-16---- ---A-14--- --A-12-- - — A -10 - -A -8 -- - -A -6 -- - -A -4 -- - i - --- A - 2 --- - i 11 SPA. AT 11 SPA. AT 2 "= 1' -10" 2 "= 1' -10" CL. SECTION END SECTION LO -LAX STRAND PATTERN DESIGN REF. : IBNS TOTAL STRAND QUANTITY 14 STRAND SIZE AND TYPE : 1/2" 0 270 ksi TO 31.0 k ECCENTRICITY AT CL. (IN.) 12.23 ECCENTRICITY AT END (IN.) 7.95 DEPRESSED QUANTITY AND LOC. (IN.) 6 AT A -20 TOTAL STRAIGHT STRANDS 8 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) 15.62 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. INSERTS PMDF QTY/TOTAL = 32/128 TYPE C BEAM – BEAM MARK = C -8 BEAM QUANTITY THIS SHEET = 4 TOTAL LINEAR FOOTAGE THIS SHEET = 166.60 Bexar Concrete Works I, Ltd. FOR APPROVAL Q REVISED 07 -07 -10 JULY 07 2010 CHANGED BEAM STRAND PATTERN FABRICATION SHEET FABRICATOR /PREPARED BY BCWI # BEXAR CONCRETE WORKS I, LTD. 3675 CONTRACTOR NORTH TEXAS BRIDGE CO., INC. CITY OF COPPELL, TEXAS BETHEL & COPPELL RD RECONSTRUCTION DRAWN CHECKED I DATE I INS SHEET AMU RSM 1 06 -25 -10 1 C -8 MARKED END SEE NOTE O 6" RS 18 SPA. AT 4 " =6' -0" S5 4" 1 7 SPA. AT 4" 2" 1 =2' 2I} X5 Y5 S5 (8 PAIRS) NI3 3 1 1 W5 V5 (19 PAIRS) a 20.85 CAST LENGTH MARKED END "X" BAR SPACED ON EVERY OTHER "R" BAR CL. OF BEAM U5 r I I 1 41.65 DESIGN LENGTH 41.69 CAST LENGTH ELEVATION (REINF.� SEE NOTE O BAR TABLE BAR 8" 18 SPA. AT 4 " =6' -0" R5 7 SPA. AT 4" 4' S5 = 2' -4" 1 2 „ z x 80 � 2 BLOCKOUT– THICKEN SLAB #5 32 � J U c SEE STANDARD SHT. U5 #5 2 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 X5 2 2 Iml X5 #3 41 41 SEE STANDARD SHT. Y5 #6 X6N 2 SEE STANDARD SHT. Y5A #6 2 2 SEE STANDARD SHT. W6N #5 2 Y5A SEE STANDARD SHT. X6N #3 1 1 SEE STANDARD SHT. S5 (8 PAIRS) L N�3r V5 (19 PAIRS) W6N 1 1/2" M 3 W 20.84 CAST LENGTH N LIFTING LOOP 2' -0" SYMMETRICAL d ABOUT CL. U.N.O. 0 I 3 -1/2" 0 - - - -- STRANDS II I III Z II II � II C.G. OF DEPRESSED III STRANDS -- – I I CHAMFER OR RADIUS 5' -0" BOTTOM FLANGE ( -0, +2' -0 ") CL. OF 1 1 /2 "x4 "x7 SLOTTED ANCHOR HOLE, ELEVATION (MISC. SEE PLAN FOR LOCATION. � I CL. OF 1 1/2"x4%7" HOLD DOWN POINT SLOTTED DOWEL HOLE, SEE PLAN FOR LOCATION. REINFORCING BAR TABLE BAR SIZE QUANTITY PER BM. QUANTITY PER SHT. BAR LENGTH R5 #4 80 80 SEE STANDARD SHT. S5 #5 32 32 SEE STANDARD SHT. U5 #5 2 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 # 2 2 SEE STANDARD SHT. X5 #3 41 41 SEE STANDARD SHT. Y5 #6 2 2 SEE STANDARD SHT. Y5A #6 2 2 SEE STANDARD SHT. W6N #5 2 2 SEE STANDARD SHT. X6N #3 1 1 SEE STANDARD SHT. O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. ++ --- A -38 - -- -j-'- – — – A -36 – — – – A -34 - -- ---A-32--- ------- A -30 – — — – - - - - - -- A -28 – — — - ------- A -26 – — — - ----A-24---- ----A-22---- ----A-20---- ----A-18---- ----A-16---- ---A-14--- --A-12-- - — A -10 - -A -8 -- - -A -6 -- - -A -4 -- - i - --- A - 2 --- - i 11 SPA. AT 11 SPA. AT 2 "= 1' -10" 2 "= 1' -10" CL. SECTION END SECTION LO —LAX STRAND PATTERN DESIGN REF. : IBNS TOTAL STRAND QUANTITY 14 STRAND SIZE AND TYPE : 1/2" 0 270 ksi TO 31.0 k ECCENTRICITY AT CL. (IN.) 12.23 ECCENTRICITY AT END (IN.) 7.95 DEPRESSED QUANTITY AND LOC. (IN.) 6 AT A -20 TOTAL STRAIGHT STRANDS 8 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) 15.62 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. INSERTS 45' QTY /TOTAL = 15/15 INSERTS PMDF QTY/TOTAL = 16/16 PMDF INSERTS 3"1 3 SPA. AT 1' -0" 11 SPA. AT 1' -0" 3" PMDF INSERTS TYPE C BEAM – BEAM MARK = C -9 (ALL DIMS. t1 ") I (ALL DIMS. t1 ") BEAM QUANTITY THIS SHEET = 1 4' -5 1/8" 1 TOTAL LINEAR FOOTAGE THIS SHEET = 41.65 6 3/8" I I 14 Bexar Concrete Works I, Ltd. MARKED END CL. OF BEAM FOR APPROVAL Q REVISED 07 -07 -10 JULY 07 2010 --------------------------------------------------- - - - - -- --------- - - - - -- CHANGED BEAM STRAND PATTERN - - 3- - -- - -- - - -- - -- - - - - - -- - -- - - -- - -- - -- - - --E 3- - - ----------------------------------------------------- - - - - -- --i - -- - - - - -- FABRICATION SHEET FABRICATOR /PREPARED BY BCWI # DOWEL HOL E DOWEL HOLE s 1/2" , ,� 2" 7 1/2" BEXAR CONCRETE WORKS I, LTD. 3675 4'-1 1/8 I CONTRACTOR NORTH TEXAS BRIDGE CO., INC. 45' INSERTS 6" 14 SPA. AT 3' -0" MAX. 6" CITY OF COPPELL, TEXAS (ALL DIMS. t4 ") BETHEL & COPPELL RD RECONSTRUCTION SKEW: 00 PLAN SKEW: –30 DRAWN CHECKED I DATE I INS SHEET AMU RSM 1 06 -25 -10 1 C -9 ELASTOMERIC BEARING PAD DETAILS L —® L —® L A —® m L A -0 m L ® —A m L ®— A m L DIAMETER 0 L DIAMETER 0 � 0 0 0 3 Q2 3 Q2 3 O2 3 O2 3 O2 3 E E E 0 0 o ® ® — ILC E C C DET -1 DET -1 H DET -2 DET -2H DET -3 DET -3H DET -4 DET -4H PAD MARK O7 PAD MARK O7 PAD MARK O7 PAD MARK O7 PAD MARK PAD MARK O7 PAD MARK O7 PAD MARK 0 C: 4 C: 3 C: 2 C: 1 C: 5 O1 BEARING TYPE AND ERECTION MARK SHALL BE LOCATED ON HIGH SLOPE SIDE OF PAD (PER TxDOT SPECIFICATION). O2 • DENOTES BEARING PAD ERECTION MARK, ERECTION MARK SHALL BE LOCATED ON HIGH SLOPE SIDE OF PAD. 0 PROVIDE 2" DIAMETER HOLE. ® LOCATION OF PERMANENT PAD MARK AS PER TxDOT SPECIFICATION (ITEM 434.3.A.1). 0 (3/8 ") MAXIMUM AND (3/16 ") MINIMUM LAYER THICKNESSES SHOWN ARE FOR ELASTOMER ONLY, ON TAPERED LAYERS. © FABRICATED PAD TOP SURFACE SLOPE SHALL NOT VARY FROM PLAN BEAM SLOPE BY MORE THAN( 0.0625" ) (IN /IN). `LENGTH OR DIA. O7 SEE ELASTOMERIC BEARING PAD TABLE SHEET 2 OF 2 FOR DIMENSIONS AND PAD TAPER (1/8" INCREMENTS). ® THE USE OF POLYISOPRENE (NATURAL RUBBER), FOR THE MANUFACTURE OF BEARING PADS, IS NOT PERMITTED. ELASTOMER THICKNESS 1/4"16 SPA. AT 1/4"11/4" STEEL LAMINATES PARALLEL RALLEL TO ( HE BOTTOMSUURFACE BOTT INTERIOR TOP OF THE PAD, EXCEPT THE TOP LAMINATE(S) MAY BE SLOPED TO SATISFY MAXIMUM AND MINIMUM THICKNESS CRITERIA FOR TAPERED ELASTOMERIC TOP LAYERS. M 00 ©O N X �0 rn M L Bexar Concrete Works I, Ltd. FOR APPROVAL JUNE 25 2010 LAMINATED ELASTOMERIC BEARING PAD (50 DUROMETER) w (7 0 m 0 Q O J w 2 H w m Bexar Concrete Works I, Ltd. FOR APPROVAL JUNE 25 2010 ELASTOMERIC BEARING PAD TABLE Of w w- THICKNESS PAD SIZE CLIP DIMENSION LOC OF DOWEL Y J z w w a= (INCH) (INCH) (INCH) HOLE (INCH) Q < } 2 U p w o Z X- LOW Y- HIGH L W m o a LEFT RIGHT LENGTH WIDTH A B C D E F QTY TOTAL MARK C: 1 DET- 3 H C: 2 -1 50 1/8 2 11 /16 213/16 7 16 31/4 3 1 /4 31/4 3 1 /4 41/4 8 2 2 C: 1 C: 2 DET- 3 C: 2 -1 50 1/8 2 11 /16 213/16 7 16 31/4 3 1 /4 31/4 3 1 /4 - 8 8 C: 2 C: 3 DET- 1 H C: 4 -1 50 1/8 2 11 /16 213/16 7 16 - - - - 31/2 8 8 8 C: 3 C: 4 DET- 1 C: 4 -1 50 1/8 211/16 213/16 7 16 - - - - - 16 16 C: 4 C: 5 DET- 3 H C: 2 -1 50 1 /8 1 2 11 /16 213/16 7 16 31/4 3 1 /4 31/4 3 1/4_ 23/4 1 8 1 2 2 C: 5 36 36 w (7 0 m 0 Q O J w 2 H w m Bexar Concrete Works I, Ltd. FOR APPROVAL JUNE 25 2010 3 1/4" 00 I i� 1" R. TYP. 4 " � I 4 " R5 BARS (#4) BARS MAY BE CUT OR BENT AT SKEWED ENDS AS REQUIRED. O I S5 BARS (#5) LENGTH ON FABRICATION SHEETS 2'-5" MI, N. LAP U5 BARS (#5) SPLICES PERMITTED AT 40' -0" MIN. C -C. NO PORTION OF BAR LESS THAN 10' -0 ". BAR LENGTH DOES NOT INCLUDE SPLICE. �O J1 \ 1 1 " R. - TYP. � 1 3 1/2 2Q V5 BARS (#4) 2� BARS MAY BE CUT OR BENT AT SKEWED ENDS AS REQUIRED. r a r TYP. U 3JF Y Z W (n Q � 8 3/4" 8 3/4" 0" 0 �_ 8 3/4" I c� 00 I 2.50' W66 N 2 1/4 R. 3/4" 5.00' TYP. Y5 OR Y5A BARS (6) "C ", 3' -0" TYP. m E' 1 1/4" R. - - TYP. W5, W6A -W6AG BARS (#5) wy Q� Q � Q m U 3JF Y Z W (n Q W5 8 3/4" 8 3/4" 0" 0' W6A 8 3/4" 8 3/4" 3/8" 2.50' W66 8 5/8" 8 7/8" 3/4" 5.00' W6C 8 5/8" 8 7/8" 1 1/8" 7.50' W6E 8 5/8" 8 7/8" 1 5/8" 10.00' W6F 8 5/8" 8 7/8" 2" 12.50' W6G 8 1/2" 9" 2 3/8" 15.00' W61-1 8 1/2" 9" 2 7/8" 17.50' W6J 8 1/2" 9" 3 1/4" 20.00' W6K 8 1/2" 9" 3 3/4" 22.50' W61- 8 3/8" 9 1/8" 4 1/4" 25.00' W6M 8 3/8" 9 1/8" 4 3/4" 27.50' W6N 8 3/8" 9 1/8" 5 1/4" 30.00' W6P 8 3/8" 9 1/8" 5 7/8" 32.50' W6R 8 1/4" 9 1/4" 6 1/2" 35.00' W6S 8 1/4" 9 1/4" 7 1/8" 37.50' W6T 8 1/4" 9 1/4" 7 3/4" 40.00' W6W 8 1/8" 9 3/8" 8 5/8" 42.50' W6X 1 8 1/8" 9 3/8" 9 3/8" 45.00' W6Y 8 1/8" 9 3/8" 10 1/4" 47.50' W6Z 8" 9 1/2" 11 1/4" 50.00' W6AA 8" 9 1/2" 1' -0 3/8" 52.50' W6AB 8" 9 1/2" 1' -1 5/8" 55.00' W6AC 7 7/8" 9 5/8" 1' -3" 57.50' W6AE 7 7/8" 9 5/8" 1' -4 5/8" 60.00' W6AF 7 7/8" 9 5/8" 1' -6 1/2" 62.50' W6AG 7 3/4" 9 3/4" 1' -8 7/8" 65.00' O BEND BAR AS NEEDED AT SKEWED BEAM END. 1 51/2 " 1/2 " � I c; PLAN »A» _ (ALONG BAR) I .� 6» �1 3/4 R. TYP. X5. X6A -X6AG BARS Q Y ma Z2 QOQ .S 3J� YC.9 W NZQ X5 11" 0' X6A 11" 2.50' X66 11" 5.00' X6C 1 1 " 7.50' X6E 11 1 /8" 10.00' X6F 11 1/8" 12.50' X6G 11 1/4 15.00' X61-1 11 1/4" 17.50' X6J 11 3/8" 20.00' X6K 11 1/2" 22.50' X61- 11 5/8" 25.00' X6M 11 3/4" 27.50' X6N 11 7/8" 30.00' X6P 1' -0" 32.50' X6R 1' -0 1/4" 35.00' X6S 1' -0 3/8" 37.50' X6T 1' -0 5/8" 40.00' X6W 1' -1" 42.50' X6X 1' -1 1/4" 45.00' X6Y 1' -1 5/8" 47.50' X6Z 1' -2" 50.00' X6AA 1' -2 1/2" 52.50' X6AB 1' -3 1/8" 55.00' X6AC 1' -3 3/4" 1 57.50' X6AE 1' -4 1/2" 60.00' X6AF 1' -5 3/8" 62.50' X6AG 1' -6 1/2" 65.00' X BARS R BARS 1ST HOLD DOWN a F 45' OVERHANG. - �7- 2ND HOLD DOWN PMDF WELD 1 3/8" MIN. S R,S AND Y S 1 _p" S ['W V BARS ROUGH WOOD OPTIONAL HOLD DOWN POINT > of END SECTION NOTES: 1) ALL REINFORCING STEEL SHALL BE ASTM A -615, GRADE 60. 2) ALL CONCRETE SHALL BE CLASS "H ", SEE FABRICATION SHEETS FOR CONCRETE STRENGTH. 3) ALL DETAILS ON ATTACHED PLANS SHALL BE USED AS A GUIDELINE IN PLACING REINFORCING. ON SKEWED BEAMS, IN GENERAL, THE DISTANCE BETWEEN "R" AND /OR "S" BARS SHALL BE 2 ". THIS SPACING MAY VARY TO AVOID DOWEL HOLES OR END DIAPHRAGMS. AT SKEWED ENDS MAINTAIN REINFORCING AREA EQUIVALENT TO THAT OF SQUARE BEAMS. 4) ALL REINFORCING MAY BE TILTED OR BENT SLIGHTLY AS REQUIRED TO MAINTAIN MINIMUM CLEARANCES AS LONG AS MINIMUM STEEL REQUIREMENTS ARE MAINTAINED. 5) ALL UNANSWERED VERIFIES ARE CONSIDERED CORRECT. 6) STRANDS AND /OR REINFORCING BARS MAY BE SPREAD TO MISS OR COME IN CONTACT WITH MATERIALS USED TO FORM ANCHOR HOLES AND DIAPHRAGMS. 7) ALL DIMENSIONS PERTAINING TO STRANDS AND REINFORCING BARS WILL BE CENTER TO CENTER. 8) STRANDS AT BEAM ENDS SHALL BE CUT OFF AND TREATED AS SPECIFIED IN TxDOT'S "TEXAS STANDARD SPECIFICATIONS" ITEM 424.3.C. 9) ALL BEAMS SHALL HAVE A ROUGH WOOD FLOAT FINISH AS SPECIFIED IN TxDOT'S "TEXAS STANDARD SPECIFICATIONS" ITEM 424.3.B.6.a. 10)BOTTOM CORNERS OF ALL BEAM FLANGES AND OUTSIDE CORNERS OF EXTERIOR BEAM ENDS SHALL BE CHAMFERED 3/4" OR ROUNDED TO 3/4" RADIUS. AT FABRICATOR'S OPTION ALL VERTICAL EDGES MAY BE CHAMFERED. 11) ON BRIDGE, BEAMS TO BE PLACED AS MARKS ARE SHOWN ON ERECTION SHEETS. ON FABRICATION SHEETS, BEAMS ARE DETAILED WITH MARKS ON LEFT SIDE. 12)ALL DIMENSIONS MEASURED ALONG BOTTOM FLANGE CENTERLINE, UNLESS NOTED OTHERWISE. 13) CONTRACTOR TO CUT LIFTING LOOPS TO 2" AFTER ERECTION. (3 ) AT FABRICATOR'S OPTION ANCHOR HOLES MAY BE SUPPLIED ON ALL BEAMS. X BARS R BARS U BARS CL. SECTION i APROX. 1/2 I C.G. OF OF DEPRESSED i DEPRESSED STRANDS PER I STRANDS HOLD DOWN i i SYMMETRICAL INSERTS FOR FORMING 1ST HOLD DOWN F 45' OVERHANG. ABOUT CL. 2ND HOLD DOWN PMDF WELD CLIPS TO BE SEE FABRICATION 1 _p" ff SHEETS ROUGH WOOD OPTIONAL HOLD DOWN POINT AT FABRICATOR'S OPTION, OPTIONAL HOLD DOWN MAY BE USED IF UPLIFT EXCEEDS BED CAPACITY. Bexar Concrete Works I, Ltd. FOR APPROVAL JUNE 25 2010 TOP FLANGE (INSERTS SUPPLIED BY CONTRACTOR, SEE FABRICATION SHEETS FOR LOCATION) BEAM SECTION PROPERTIES APPROXIMATE WEIGHT 516.0 LBS /FT APPROXIMATE VOLUME : 0.127 CY /FT STANDARD SHEET FABRICATOR /PREPARED BY I BCWI # BEXAR CONCRETE WORKS I, LTD. 3675 CONTRACTOR NORTH TEXAS BRIDGE CO., INC. CITY OF COPPELL, TEXAS BETHEL & COPPELL RD RECONSTRUCTION DRAWN I CHECKED I DATE I INS SHEET 1 OF 2 AMU I RSM 06 -25 -10 1 S - C - 1 TYPE C BEAM (D ANCHOR HOLE INSERTS FOR FORMING F 45' OVERHANG. PMDF WELD CLIPS TO BE FLUSH WITH ff BEAM EDGE. ROUGH WOOD FLOAT FINISH SEE NOTE 9 TOP FLANGE (INSERTS SUPPLIED BY CONTRACTOR, SEE FABRICATION SHEETS FOR LOCATION) BEAM SECTION PROPERTIES APPROXIMATE WEIGHT 516.0 LBS /FT APPROXIMATE VOLUME : 0.127 CY /FT STANDARD SHEET FABRICATOR /PREPARED BY I BCWI # BEXAR CONCRETE WORKS I, LTD. 3675 CONTRACTOR NORTH TEXAS BRIDGE CO., INC. CITY OF COPPELL, TEXAS BETHEL & COPPELL RD RECONSTRUCTION DRAWN I CHECKED I DATE I INS SHEET 1 OF 2 AMU I RSM 06 -25 -10 1 S - C - 1 TYPE C BEAM (D ANCHOR HOLE U R X S W V R R V f~ FACE OF ABUT BKWL , INVERTED T STEM OR U R X S W V R R V f� FACE OF ABUT BKWL , INVERTED T STEM OR U R X S W V R R V c V F F V U R X S W V R R V PLAN - 45° SKEW PLAN - 60° SKEW O1 REINFORCING PATTERNS SHOWN ARE TO BE USED AS GUIDES IN DETERMINING THE REINFORCEMENT FOR THE ACTUAL BEAM TYPE (TYPE C SHOWN) AND THE SKEW ANGLE USED. IN GENERAL, THE DISTANCE BETWEEN CONSECUTIVE BARS R AND /OR S SHALL BE 2 ". THIS SPACING MAY BE VARIED IN ORDER TO AVOID DOWEL HOLES OR CONCRETE END DIAPHRAGM OPTION HOLES. HOWEVER, A MINIMUM CROSS SECTIONAL AREA EQUIVALENT TO THAT OF BARS R & S IN A SQUARE BEAM END SHALL BE PROVIDED. FACE OF ABUT , INVERTED T STEM M OR Bexar Concrete Works I, Ltd. FOR APPROVAL JUNE 25 2010 PLAN - 15° SKEW PLAN - 30° SKEW Q PLAN OF BEAM ENDS FACE OF ABUT BKWL INVERTED T STEM OR PLAN - 0' SKEW FACE OF ABUT BKWL , INVERTED T STEM OR CL INTERIOR BENT Y w ca i z Z d U - - - - 0 of w z w of 0 N 1 1/2" BAR Y w 6" BAR R g z " 1p 1p :? i M �� I ILAI 11 11 O mz 0 w - - - z� • • • • • 3 0 x V) U R X S W V R R V f~ FACE OF ABUT BKWL , INVERTED T STEM OR U R X S W V R R V f� FACE OF ABUT BKWL , INVERTED T STEM OR U R X S W V R R V c V F F V U R X S W V R R V PLAN - 45° SKEW PLAN - 60° SKEW O1 REINFORCING PATTERNS SHOWN ARE TO BE USED AS GUIDES IN DETERMINING THE REINFORCEMENT FOR THE ACTUAL BEAM TYPE (TYPE C SHOWN) AND THE SKEW ANGLE USED. IN GENERAL, THE DISTANCE BETWEEN CONSECUTIVE BARS R AND /OR S SHALL BE 2 ". THIS SPACING MAY BE VARIED IN ORDER TO AVOID DOWEL HOLES OR CONCRETE END DIAPHRAGM OPTION HOLES. HOWEVER, A MINIMUM CROSS SECTIONAL AREA EQUIVALENT TO THAT OF BARS R & S IN A SQUARE BEAM END SHALL BE PROVIDED. FACE OF ABUT , INVERTED T STEM M OR Bexar Concrete Works I, Ltd. FOR APPROVAL JUNE 25 2010 PLAN - 15° SKEW PLAN - 30° SKEW Q PLAN OF BEAM ENDS FACE OF ABUT BKWL INVERTED T STEM OR PLAN - 0' SKEW