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ST0301A-SP1006292010) Keith Marvin - FW: City of Coppell C BCW BCW 1 #3675 for Approval Page 1 From: "Dean Dumke" <deand @JRJ Paving .com> To: "Keith Marvin" <KMARVIN @coppelltx.gov> Date: 6/29/2010 5:31 PM Subject: FW: City of Coppell C BCW BCW 1 #3675 for Approval Attachments: 062210 Wall N TX Bridge. pdf; 062510 Bridge BCW BCW 1 N TX Bridge. pdf; 06221 0 Bridge Riprap N TX Bridge. pdf Keith, Here are the 3 you should have for review. I sent the one marked 062410 to Kim on Friday to send to you, per below email. I am guessing you have not seen it? The others dated 062210 1 have attached to make sure you are not missing those too. Dean - - - -- Original Message---- - From: Dean Dumke Sent: Friday, June 25, 2010 3:10 PM To: Kim Entrekin Cc: Marty Murphy Subject: FW: City of Coppell C BCW BCW 1 #3675 for Approval Kim, Please submit the attached bridge submittals to City of Coppell for approval by their structural engineer. Thank you, Dean 06/22/2010 13:28 19729244713 NORTH TEXAS BRIDGE C PAGE 02 NORTH TEXAS S BRIDGE CO., INC. p, Q. 'Sox 865149, 'Plano, TX 75486 -5149 9425 County Rd 423 Anna, Texas 75409 Admn/Engr: 972 - 9243557 FAX: 972 -924 -471.3 An equal opportunity employer Member ACTC of Texas Submittal JRJ Paving Co LLP Re: Bethel Rd 11 City of Coppell Texas Items: 423 Attached is a sheet showing the retaining wall layouts with elevations at the expansion joints shown. Please note that the SF quantity will exceed the contract quantity, if top of wall and bottoni of wall are as shown on RW 1(H) A Std Dwg. The form liner, Greenstreak 330, is attached and a panel has been cast on site. The liner finish was approved verbally on June 8, 2010 and ordered. That panel will be painted. today for discussion and approval of paint finish. We will, proceed with the North retaining wall on Monday June 28, 2010 provided the clearing is complete and silt fence is in place along the easement. Concrete placed in the wall will be Glass S. Thank you Stephen P Goodman President 06/22/2010 13:28 19729244713 NORTH TEXAS BRIDGE C PAGE 03 CI t C/) opt tl� .� _ C CA 11 � r .ti n e . . C/) opt tl� .� _ C CA n e . . V, -1 Z r PM 19729244713 4 06/22/2010 13:28 19729244713 NORTH TEXAS BRIDGE C PAGE 04 t. it c t( tz i I 0 Z r CA r t. it c t( rA LA CA t� l� ChJ f� i� tz 0 rA LA CA t� l� ChJ f� i� r . •u 3_9729244713 G 06/22/2010 13:20 19729244713 NORTH TEXAS BRIDGE C PAGE 05 I'-0" /.tin 'LCD t� u L— u V u F I � - 1 _ 11 n 1111r Loth - H ' Tw . W V-6" 4,Rth •7:3' -5" HA 14 H >14' {16' 14;16' BAR$ At 0Plooa• vor'tieoi bare irlmd* of horirontat bore tTyp tlo +hpzqes1 .�f �� foo'tln D d rl V 59e at.ndorrJ 2 For Cltt•, 'rr in ip a It /l T _ 112 0.5Tw -9 "� Loth - H 0.5Tw T• -7" 14w14' H }14'420' BARS A2 S akN 0 N ' 1t2 M N 1V. ' e•° Ir1r 112 112 s!" e" La+h - H • Tw 11'•14 H 24' SAR5 A S uaT19` L ' Fuca O+ NotI O of 12' 2 BARS Dt H f Tte all bars R at F. 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H F 14' SECTIO tsnswinp per -.lea, reinforcing paile ^n i REIN ORCING STEEL FOR ONE 26 ■6) A, 25 a9 1A5 - 25 "1IjA7 - 26 al I D - i5' o - Pr 15" e vi 15` t --I a' 15' a-c of TT-10_" 1516 11' -1" 197L11•ry rti� {y_ 20' ^J" 2646 13' ST9B i4 - 1984 3T' I' -5" Mtn LOD 1'•e I r �— Ar At 1' i 1 i Y m y t � 112 2 0, 76 - 6 5w -� G" L i . H Sw " TQ _4' uth i Le. "4" Sw 14.29' K 29' BAFi BARS AA FanBl I"cnoth minus 8" .� � �.,_,s qAr� , • : ' •' . •.. .• '.,. : ., ,r , .. .....-....,...." .. _ .,(.:':. " ... md• • :.a.;�ia::n.. ?: u.c ?�•r.�o� ::,;So�:;:rw:n,•ti•: ... .....,, ^.c:�.�a ...., �. ,._ „ ... - REIN ORCING STEEL FOR ONE 26 ■6) A, 25 a9 1A5 - 25 "1IjA7 - 26 al I D - i5' o - Pr 15" e vi 15` t --I a' 15' a-c of TT-10_" 1516 11' -1" 197L11•ry rti� {y_ 20' ^J" 2646 13' ST9B i4 - 1984 3T' I' -5" Mtn LOD 1'•e I r �— Ar At 1' i 1 i Y m y t � 112 2 0, 76 - 6 5w -� G" L i . H Sw " TQ _4' uth i Le. "4" Sw 14.29' K 29' BAFi BARS AA FanBl I"cnoth minus 8" .� � �.,_,s qAr� , • : ' •' . •.. .• '.,. : ., ,r , .. .....-....,...." .. _ .,(.:':. " ... md• • :.a.;�ia::n.. ?: u.c ?�•r.�o� ::,;So�:;:rw:n,•ti•: ... .....,, ^.c:�.�a ...., �. ,._ „ ... - 06/22/2010 13:2e 19729244713 NORTH TEXAS BRIDGE C PAGE 06 0 4 ---4 810 cv Z n U) o CD p rri fn K x > --i m 0(f) j� !A m m Z m T 31 F, 4. tz � uY C) 71 rTl (A > t's 01) m m mono 0 < > > > > 72 pl W Q) Z O L LA : I > I S U) U) "A m L I A 0 1 0 4 ---4 810 cv Z n U) o CD p rri fn K x > --i m 0(f) j� !A m m Z m T 31 F, 4. tz � uY C) 71 rTl (A > t's 01) m m mono 0 < > > > > 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 Fc : — 3 1 C: 3 C T.S.E. \ (43.67) C: 3 C: 3 C \ (41.65) C: 5 T.S.E. D (41.64) C C: 4 \ C: 4 C-5 C: 2 (41.64) C — 2 C: 4 \ C: 4 (43.67) C: 4 \ C: 4 C C — 5 (43.67) C: 4 \ C: 4 (41.65) C: 2 C-8 (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 1 `\ C: 4 C — 5 (43.67) C. 4 1 `\ 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 8 1 /2' CL OF BEAM 1Ny CL OF BEAM $ �yP TYP. I -' TYP. +� -- -- ��- I I -ice` -- 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) 0 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 p U) w x O o ui z w a Q a p o O p W H Z W W ~ Z (n ~ U) 2 p 2 X H J C1 p d } Q Z (n W Q W W W Z W Z W O U W V U U O Of Of m U) H Q W W p `-' U LL Y U) H Q N Q W W W 2 W Z W Z Z W d W 0_' d m co LL d m p Q � �� QL�LL < O U) w 1 C C -1 1 41.64 41.68 YES YES 14 112 2 38 4000 5000 6.57 C -1 p 1 C C -2 4 41.64 41.68 YES YES 14 112 2 38 4000 5000 6.57 C -2 Of m 1 C C -3 1 41.64 41.68 YES YES 14 112 2 38 4000 5000 6.57 C -3 p 2 C C -4 1 43.67 43.71 NO NO 14 112 2 38 4000 5000 6.14 C -4 Q O 2 C C -5 4 43.67 43.71 NO NO 14 112 2 38 4000 5000 6.14 C -5 Of J 2 C C -6 1 43.67 43.71 NO NO 14 112 2 38 4000 5000 6.14 C -6 = 3 C C -7 1 41.65 41.69 YES YES 14 112 2 38 4000 5000 6.56 C -7 w 3 C C -8 4 41.65 41.69 YES YES 14 112 2 38 4000 5000 6.56 C -8 00 3 C C -9 1 41.65 41.69 YES YES 14 112 2 38 4000 5000 6.56 C -9 o= w PLEASE VERIFY THE BEAM DESIGN AND NON— STANDARD STRAND PATTERN. VERIFY NOTE: WITH THIS BEAM DESIGN THE UPLIFT FORCE EXCEEDS THE HOLD DOWN CAPACITY. 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: ALL BEAM TYPES = 761.76 Bexar Concrete Works I, Ltd. FOR APPROVAL JUNE 25 2010 MARKED END SEE NOTE OO 6" RS 18 SPA. AT 4 " =6' -0" S5 4" 1 7 SPA. AT 4" 2" 1 =2' - 4" 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 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 z x L—V5 (19 PAIRS) 20.84 CAST LENGTH 5/8" MARKED END SYMMETRICAL d ABOUT CL. U.N.O. i z C.G. OF DEPRESSED STRANDS — �IIAAIIA1iii�i I ■�����������u S5 (8 PAIRS) W6N Nl zi 1/2" M 3 W N i 3 -1/2" 0 STRANDS I CL. OF 1 1 /2 "x4 "x7" HOLD DOWN POINT SLOTTED DOWEL HOLE, SEE PLAN FOR LOCATION. 5' -0" CHAMFER RADIUS ; BOTTOM FLANGE �I —0, +2' -0 ") CL. OF 1 1 /2'x4 "x7' SLOTTED ANCHOR HOLE, ELEVATION (MISC. SEE PLAN FOR LOCATION. � VERIFY 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.) 7.09 DEPRESSED QUANTITY AND LOC. (IN.) 2 AT A -38 TOTAL STRAIGHT STRANDS 12 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) :6.57 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. PLEASE VERIFY THE BEAM DESIGN AND NON— STANDARD STRAND PATTERN. VERIFY NOTE: WITH THIS BEAM DESIGN THE UPLIFT FORCE EXCEEDS THE HOLD DOWN CAPACITY. 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" ui MARKED END CL. OF BEAM -- -3-- - - - - - - - -- - - - - - - - -- - - - - -� -- 6 1/2° 1 1 1/8" ` 2.. II 7 1/2" DOWEL HOLE �► DOWEL HOLE 4' -1 1/8" 45' INSERTS 6" 14 SPA. AT 3' -0" MAX. 6" (ALL DIMS. t4 ") SKEW: 00 PLAN SKEW: —30 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 #5 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. V FR�,c y ++ --- A -38 - -- j --- A -36 - -- – A -34 - -- --- - — — – A -30 - - - - - -- ------- A -28 – — — - ---- ---- ---- - A-20 -- _ — _ – �� — — — A -16 - - - - - -- — A -14 - - - -- --- — — A -10 - -- i - - 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 O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. INSERTS 45' QTY /TOTAL = 15/15 INSERTS PMDF QTY/TOTAL = 16/16 TYPE C BEAM — BEAM MARK = C -1 BEAM QUANTITY THIS SHEET = 1 TOTAL LINEAR FOOTAGE THIS SHEET = 41.64 Bexar Concrete Works I, Ltd. FOR APPROVAL JUNE 25 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 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' - 4" 2I} X5 Y5 S5 (8 PAIRS) NI3 � i 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 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 z x L—V5 (19 PAIRS) 20.84 CAST LENGTH �IIAAIIA1iii�i I ■�����������u S5 (8 PAIRS) W6N Nl zi 1/2" M 3 W N 5/8" MARKED END SYMMETRICAL d ABOUT CL. U.N.O. i z C.G. OF DEPRESSED STRANDS — CHAMFER RO RADIUS HOLD DOWN POINT 5 —0 BOTTOM FLANGE ELEVATION (MISC.� VERIFY 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.) 7.09 DEPRESSED QUANTITY AND LOC. (IN.) 2 AT A -38 TOTAL STRAIGHT STRANDS 12 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) :6.57 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. PLEASE VERIFY THE BEAM DESIGN AND NON— STANDARD STRAND PATTERN. VERIFY NOTE: WITH THIS BEAM DESIGN THE UPLIFT FORCE EXCEEDS THE HOLD DOWN CAPACITY. 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 ' I i ------------------------------------------------------------ \—�— -------- ---------------------------------------------------------- ----------- 4' -1 1/8" 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 i 3 -1/2" 0 STRANDS 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 #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. INSERTS PMDF QTY/TOTAL = 32/128 TYPE C BEAM — BEAM MARK = C -2 BEAM QUANTITY THIS SHEET = 4 TOTAL LINEAR FOOTAGE THIS SHEET = 166.56 Bexar Concrete Works I, Ltd. FOR APPROVAL JUNE 25 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 I DATE I INS SHEET AMU RSM 1 06 -25 -10 1 C -2 V FR�,c y A -38 - -- ++ --- j --- A -36 - -- – A -34 - -- --- - — — – A -30 - - - - - -- ------- A -28 – — — - ---- ---- ---- �� - A-20 -- _ — _ – — A -16 - - - - - -- — — — A -14 - - - -- --- — — A -10 - -- - - - A -8 -- i - - A -6 -- - -- A -4 – – - i - --- A -2 --- - i 11 SPA. AT "= 11 SPA. AT "= 2 1' -10" 2 1' -10" CL. SECTION END SECTION O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. INSERTS PMDF QTY/TOTAL = 32/128 TYPE C BEAM — BEAM MARK = C -2 BEAM QUANTITY THIS SHEET = 4 TOTAL LINEAR FOOTAGE THIS SHEET = 166.56 Bexar Concrete Works I, Ltd. FOR APPROVAL JUNE 25 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 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' - 4" 2I} X5 Y5 S5 (8 PAIRS) NI3 � i 3 1 1 W5 V5 (19 PAIRS) N 20.84 CAST LENGTH SEE NOTE OO PATTERN DESIGN REF. 8" 18 SPA. AT 4 " =6' -0" R5 7 SPA. AT 4" 4' S5 = 2' -4" 1 2 „ z x 7.09 2 BLOCKOUT— THICKEN SLAB 12 RELEASE STRENGTH (PSI) � J MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) :6.57 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 X5 2 2 SEE STANDARD SHT. 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 �/ N3' 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 14 SPA. AT 3' -0" MAX. 4' -5 1 VERIFY 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.) 7.09 DEPRESSED QUANTITY AND LOC. (IN.) 2 AT A -38 TOTAL STRAIGHT STRANDS 12 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) :6.57 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. PLEASE VERIFY THE BEAM DESIGN AND NON— STANDARD STRAND PATTERN. VERIFY NOTE: WITH THIS BEAM DESIGN THE UPLIFT FORCE EXCEEDS THE HOLD DOWN CAPACITY. 6 3/8" 4 » MARKED END CL. OF BEAM -- - 3- - - � - - - ---- - - - - - - - - -- - - - - - - -- 6 1/2° DOWEL HOLE PMDF INSERTS (ALL DIMS. t1 _ 7 SPA. AT 1' -0" SKEW: 00 PLAN SKEW: —30 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 # 1 2 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 #5 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. V FR�,c y ++ --- A -38 - -- j --- A -36 - -- — A -34 - -- --- ------- A -30 — — — - ---- ------- A -26 — — — - ---- ---- - A-20 -- _ — _ — �� -- — n— is - - -- — 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 O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. 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 JUNE 25 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 I DATE I INS SHEET AMU RSM 1 06 -25 -10 1 C - 3 "X" BAR SPACED ON EVERY OTHER "R" BAR CL. OF BEAM U5 I I 1 41.64 DESIGN LENGTH 41.68 CAST LENGTH ELEVATION (REINF.� SYMMETRICAL d ABOUT CL. U.N.O. 0 i 3 -1/2" 0 - - - -- STRANDS i i z C.G. OF DEPRESSED 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. � I CL. OF 1 1 /2 "x4 "x7" HOLD DOWN POINT SLOTTED DOWEL HOLE, SEE PLAN FOR LOCATION. � I I 7 1/2" DOWEL HOLE 4' -1 1/8" i 7 SPA. AT 1' -0" 13" PMDF INSERTS (ALL DIMS. t1 ") 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 7 SPA. AT 4" 4' S5 2 „ X I =2' -4" DEPRESSED QUANTITY AND LOC. (IN.) 2 AT A -38 TOTAL STRAIGHT STRANDS = 2' -4" I X5 Y5 S5 (8 PAIRS) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) :6.14 2 43' -6" V5 #4 76 76 SEE STANDARD SHT. W5 #5 4 4 I U5 I i I X5 #3 44 44 SEE STANDARD SHT. Y5 #6 4 4 SEE STANDARD SHT. X5 Y5 S5 (8 PAIRS) O O N zi N 3 1 1 2 W5 V5 (19 PAIRS) I VS (19 PAIRS) W5 21.86 CAST LENGTH 21.85 CAST LENGTH 1 W 2" M N N zi 3 43.67 DESIGN LENGTH ELEVATION (REINF.� MARKED END SYMMETRICAL d ABOUT CL. U.N.O. 45' INSERTS (ALL DIMS. t4") 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 — J SEE NOTE i 3 -1/2" 0 STRANDS 5' -0" CHAMFER OR RADIUS BOTTOM FLANGE —0, +2' -0 ") CL. OF 1 1/2 "x4 "x7" SLOTTED DOWEL HOLE, SEE PLAN FOR LOCATION. ELEVATION (MISC. 15 SPA. AT 3' -0" MAX. VERIFY 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.) 7.09 DEPRESSED QUANTITY AND LOC. (IN.) 2 AT A -38 TOTAL STRAIGHT STRANDS 12 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) :6.14 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. PLEASE VERIFY THE BEAM DESIGN AND NON— STANDARD STRAND PATTERN. VERIFY NOTE: WITH THIS BEAM DESIGN THE UPLIFT FORCE EXCEEDS THE HOLD DOWN CAPACITY. MARKED END CL. OF BEAM -- - 3-- - - - - - - - -- - - - - - - -- - - - - - -} -- 6 1/2" I I 6 1/2" DOWEL HOLE DOWEL HOLE PMDF INSERTS 3" 7 SPA. AT 1' -0" 3 SPA. AT 1' -0" 3" PMDF INSERTS (ALL DIMS. t1 ") I I (ALL DIMS. t1 ") 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 4 4 SEE STANDARD SHT. V FR�,c y ++ --- A -38 - -- j --- A -36 - -- – A -34 - -- - A-32 ---- ---- ---- - — — – A -24 - - - - - -- – A-20 A -- -- —16 - - - - - -- — A -14 — — - --A-12-- - - 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 O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. 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 JUNE 25 2010 SKEW: 00 PLAN SKEW: 00 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) – A-20 -- _ — _ – A -16 - - - - - -- — A -14 - - - 4414411 1111111111 --A-12-- 11_11 1 11 O O 11 1 11111111111 - - A -6 -- - - A -4 -- - i - --- A -2 --- - i 11 SPA. AT "= 11 SPA. AT "= 2 1' -10" 2 1' -10" N 3 1 W 2 W5 V5 (19 PAIRS) I V5 (19 PAIRS) VV5 21.86 CAST LENGTH 21.85 CAST LENGTH 1 W 2" M 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 i i — DEPRESSED �� _—� STRANDS HOLD DOWN POINT an CHAMFER OR RADIUS BOTTOM FLANGE ELEVATION(MISC.� PMDF INSERTS 3"1 3 SPA. AT 1' -0" (ALL DIMS. t1 ") MARKED END 7 SPA. AT 1' -0" 3" PMDF INSERTS (ALL DIMS. t1 i I I REINFORCING BAR TABLE BAR SIZE QUANTITY PER BM. QUANTITY PER SHT. BAR LENGTH R5 #4 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. – A-20 -- _ — _ – A -16 - - - - - -- — A -14 - - - O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. CL. SECTION END SECTION LO -LAX STRAND V FR�,c y DESIGN REF. : IBNS t 14 A -38A ECCENTRICITY AT CL. (IN.) 12.23 ECCENTRICITY AT END (IN.) 7.09 DEPRESSED QUANTITY AND LOC. (IN.) 2 AT A -38 TOTAL STRAIGHT STRANDS 12 -36 A -34 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) ---A-32A-30---A-28----- T A -26 ---A-24 ---- – A-20 -- _ — _ – A -16 - - - - - -- — A -14 - - - --A-12-- — — A -10 - -- Xt - - 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.) 7.09 DEPRESSED QUANTITY AND LOC. (IN.) 2 AT A -38 TOTAL STRAIGHT STRANDS 12 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) 6.14 VERIFY PLEASE VERIFY THE BEAM DESIGN AND NON— STANDARD STRAND PATTERN. VERIFY NOTE: WITH THIS BEAM DESIGN THE UPLIFT FORCE EXCEEDS THE HOLD DOWN CAPACITY. CL. OF BEAM -------------------------------------------------------------------------- PMDF INSERTS 3 7 SPA. AT 1' -0" 3 SPA. AT 1' -0" 3" PMDF INSERTS (ALL DIMS. t1 ") I I I (ALL DIMS. t1 ") SKEW: 00 PLAN SKEW: 00 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 JUNE 25 2010 MARKED END 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. PMDF INSERTS 3"1 3 SPA. AT 1' -0" (ALL DIMS. t1 ") MARKED END 7 SPA. AT 1' -0" 3" PMDF INSERTS (ALL DIMS. t1 i I I VERIFY APPROX. UPLIFT FORCE (kips) 6.14 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. PLEASE VERIFY THE BEAM DESIGN AND NON— STANDARD STRAND PATTERN. VE RIFY NOTE: WITH THIS BEAM DESIGN THE UPLIFT FORCE EXCEEDS THE HOLD DOWN CAPACITY. CL. OF BEAM -------- -- ------------------------------ �;I;' I I 6 1/2" DOWEL HOLE SKEW: 00 i z C.G. OF DEPRESSED STRANDS — i 3 -1/2" 0 STRANDS 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. � PLAN 6 1/2" DOWEL HOLE SKEW: 00 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.) 7.09 DEPRESSED QUANTITY AND LOC. (IN.) 2 AT A -38 TOTAL STRAIGHT STRANDS 12 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 #5 : 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 JUNE 25 2010 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) 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 44 SEE STANDARD SHT. Y5 #6 4 4 SEE STANDARD SHT. X5 Y5 S5 (8 PAIRS) 4414411 11111111 11 O O 11 1 11111111111 N 3 1 1 2 W5 V5 (19 PAIRS) I VS (19 PAIRS) W5 21.86 CAST LENGTH 21.85 CAST LENGTH 1 2" M N 3 43.67 DESIGN LENGTH 45' INSERTS (ALL DIMS. t4 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 4 4 SEE STANDARD SHT. V FR�,c y T t A -38A -36 A -34 ---A-32A-30A-28----- A -26 ---A-24 ---- – A-20 -- _ — _ – -- 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 O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. MARKED END SEE NOTE OO 6" RS 18 SPA. AT 4 " =6' -0" S5 4" 1 7 SPA. AT 4" 2" 1 =2' - 4" 2I} X5 Y5 S5 (8 PAIRS) NI3 � i 3 1 1 W5 V5 (19 PAIRS) N 20.85 CAST LENGTH MARKED END 45' INSERTS 6" (ALL DIMS. t4 ") i "X" BAR SPACED ON EVERY OTHER "R" BAR CL. OF BEAM U5 I I 1 41.65 DESIGN LENGTH 41.69 CAST LENGTH ELEVATION (REINF.� SEE NOTE OO PATTERN DESIGN REF. 8" 18 SPA. AT 4 " =6' -0" R5 7 SPA. AT 4" 4' S5 = 2' -4" 1 2 „ z x 7.09 2 BLOCKOUT— THICKEN SLAB 12 RELEASE STRENGTH (PSI) � J MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) :6.56 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 X5 2 2 SEE STANDARD SHT. 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 �/ N3' 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 i z C.G. OF DEPRESSED STRANDS __ r l 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. 14 SPA. AT 3' -0" MAX. 4' -5 1 VERIFY 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.) 7.09 DEPRESSED QUANTITY AND LOC. (IN.) 2 AT A -38 TOTAL STRAIGHT STRANDS 12 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) :6.56 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. PLEASE VERIFY THE BEAM DESIGN AND NON— STANDARD STRAND PATTERN. VERIFY NOTE: WITH THIS BEAM DESIGN THE UPLIFT FORCE EXCEEDS THE HOLD DOWN CAPACITY. 6 3/8" 4 » MARKED END CL. OF BEAM -- - 3- - - � - - - ---- - - - - - - - - -- - - - - - - -- 6 1/2° I 1 1 1/8" 2 I I 7 1/2" DOWEL HOLE �~_ DOWEL HOLE PMDF INSERTS 3" 7 SPA. AT 1' -0" 7 SPA. AT 1' -0" 3" PMDF INSERTS (ALL DIMS. t1 ") I (ALL DIMS. t1 ") SKEW: 00 PLAN SKEW: —30 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 # 1 2 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 #5 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. V FR�,c y ++ --- A -38 - -- j --- A -36 - -- – A -34 - -- --- ------- A -30 – — — - ---- ------- A -26 – — — - ---- ---- - A-20 -- _ — _ – �� -- — n— is - - -- — 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 O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. 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 JUNE 25 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 I DATE I INS SHEET AMU RSM 1 06 -25 -10 1 C -7 MARKED END SEE NOTE OO 6" RS 18 SPA. AT 4 " =6' -0" S5 4" 1 7 SPA. AT 4" 2" 1 =2' - 4" 2I} X5 Y5 S5 (8 PAIRS) NI3 � i 3 1 1 W5 V5 (19 PAIRS) N 20.85 CAST LENGTH MARKED END "X" BAR SPACED ON EVERY OTHER "R" BAR CL. OF BEAM U5 I I 1 41.65 DESIGN LENGTH 41.69 CAST LENGTH ELEVATION (REINF.� SEE NOTE OO PATTERN DESIGN REF. 8" 18 SPA. AT 4 " =6' -0" R5 7 SPA. AT 4" 4' S5 = 2' -4" 1 2 „ z x 7.09 2 BLOCKOUT— THICKEN SLAB 12 RELEASE STRENGTH (PSI) � J MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) :6.56 8 41' -6" V5 #4 76 304 SEE STANDARD SHT. W5 X5 2 8 SEE STANDARD SHT. 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 �/ N3' 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 i z C.G. OF DEPRESSED STRANDS -- r l _ — - - -� 5' -0" CHAMFER OR RADIUS BOTTOM FLANGE ELEVATION (MISC.� HOLD DOWN POINT VERIFY 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.) 7.09 DEPRESSED QUANTITY AND LOC. (IN.) 2 AT A -38 TOTAL STRAIGHT STRANDS 12 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) :6.56 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. PLEASE VERIFY THE BEAM DESIGN AND NON— STANDARD STRAND PATTERN. VERIFY NOTE: WITH THIS BEAM DESIGN THE UPLIFT FORCE EXCEEDS THE HOLD DOWN CAPACITY. 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 -- - _ --------------- 4 -- - _ -- � 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 # 1 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. V FR�,c y ++ --- A -38 - -- j --- A -36 - -- – A -34 - -- --- ------- A -30 – — — - ---- ------- A -26 – — — - ---- ---- - A-20 -- _ — _ – �� -- — n— is - - -- — 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 O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. 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 JUNE 25 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 -8 MARKED END SEE NOTE OO 6" RS 18 SPA. AT 4 " =6' -0" S5 4" 1 7 SPA. AT 4" 2" 1 =2' - 4" 2I} X5 Y5 S5 (8 PAIRS) NI3 � i 3 1 1 W5 V5 (19 PAIRS) N 20.85 CAST LENGTH MARKED END "X" BAR SPACED ON EVERY OTHER "R" BAR CL. OF BEAM U5 I I 1 41.65 DESIGN LENGTH 41.69 CAST LENGTH ELEVATION (REINF.� SEE NOTE OO PATTERN DESIGN REF. 8" 18 SPA. AT 4 " =6' -0" R5 7 SPA. AT 4" 4' S5 = 2' -4" 1 2 „ z x 7.09 2 BLOCKOUT— THICKEN SLAB 12 RELEASE STRENGTH (PSI) � J MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) :6.56 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 X5 2 2 SEE STANDARD SHT. 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 �/ N3' 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 i z C.G. OF DEPRESSED STRANDS __ r l 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. VERIFY 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.) 7.09 DEPRESSED QUANTITY AND LOC. (IN.) 2 AT A -38 TOTAL STRAIGHT STRANDS 12 RELEASE STRENGTH (PSI) 4000 MIN. 28 DAY STRENGTH (PSI) 5000 APPROX. UPLIFT FORCE (kips) :6.56 NOTES: 1) DETAILS, NOTES AND INSERTS SEE STANDARD SHEET. PLEASE VERIFY THE BEAM DESIGN AND NON— STANDARD STRAND PATTERN. VERIFY NOTE: WITH THIS BEAM DESIGN THE UPLIFT FORCE EXCEEDS THE HOLD DOWN CAPACITY. 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" ui MARKED END CL. OF BEAM -- -3-- - - - - - - - -- - - - - - - - -- - - - - -� -- 6 1/2° 1 1 1/8" ` 2.. II 7 1/2" DOWEL HOLE �► DOWEL HOLE 4' -1 1/8" 45' INSERTS 6" 14 SPA. AT 3' -0" MAX. 6" (ALL DIMS. t4 ") SKEW: 00 PLAN SKEW: —30 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 # 1 2 2 41' -6" V5 #4 76 76 SEE STANDARD SHT. W5 #5 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. V FR�,c y ++ --- A -38 - -- j --- A -36 - -- – A -34 - -- --- ------- A -30 – — — - ---- ------- A -26 – — — - ---- ---- - A-20 -- _ — _ – �� -- — n— is - - -- — 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 O1 BARS PARALLEL TO BEAM END 3' -2" FROM BOTH ENDS. BARS PAST 3' -2" AREAS ARE PERPENDICULAR TO BOTTOM FLANGE. INSERTS 45' QTY /TOTAL = 15/15 INSERTS PMDF QTY/TOTAL = 16/16 TYPE C BEAM — BEAM MARK = C -9 BEAM QUANTITY THIS SHEET = 1 TOTAL LINEAR FOOTAGE THIS SHEET = 41.65 Bexar Concrete Works I, Ltd. FOR APPROVAL JUNE 25 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 I DATE I INS SHEET AMU RSM 1 06 -25 -10 1 C -9 ELASTOMERIC BEARING PAD DETAILS L —® L —0 L A —0 _ m L A —® _ m L ®— A _ m L ®— A _ m L DIAMETER L DIAMETER 0 0 0 � 0 0 0 0 0 O2 3 Q 3 Q 3 Q 3 Q 3 Q 3 E E E ® Ll 0 ® U- ® LC ® ILC 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 7O PAD MARK O7 PAD MARK O7 PAD MARK O7 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). Q • DENOTES BEARING PAD ERECTION MARK, ERECTION MARK SHALL BE LOCATED ON HIGH SLOPE SIDE OF PAD. Q 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) 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 50 118 211116 213116 7 16 3114 3114 3114 3114 4114 8 2 2 C: 1 C: 2 DET- 3 C: 2 -1 50 118 211116 213116 7 16 3114 3114 3114 3114 - 8 8 C: 2 C: 3 DET- 1 H C: 4 -1 50 118 211116 213116 7 16 - - - - 3112 8 8 8 C: 3 C: 4 DET- 1 C: 4 -1 50 118 211116 213116 7 16 - - - - - 16 16 C: 4 C: 5 DET- 3 H C: 2 -1 50 118 1 211/16 213/16 7 16 31/4 31/4 31/4 3 114 23/4 1 8 1 2 2 C: 5 36 36 w 0 0 m 0 Q O 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 I 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 2O 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. a - TYP. W5, W6A -W6AG BARS (#5) wy m a � 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 1 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" 1 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 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. �5�1/2 ",5 1/2 " � I c; PLAN "A" (ALON I �� 7 ) 6» �1 3/4 R. TYP. X5. X6A -X6AG BARS Q Y m a Z2 Q O Q .S 3J� Y 2 W NZQ X5 11" 0' X6A 11" 2.50' X66 11" 5.00' X6C 11" 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" 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- x PMDF WELD 1 3/8" MIN. U BARS R,S AND Y S BARS FLUSH WITH Y BARS V BARS W 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 FLUSH WITH 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 f � i M E � I ILAI 11 11 m z z • • • • 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 06/2212010 13:28 19729244713 NORTH TEXAS BRIDGE C PAGE 01 NORTH TEXAS BRIDGE CO, INC. P, 0. Box 865149, Plano, TX 75086 -5149 9425 County Rd 423 Anna, Tcxas 75409 .Admn/Engr: 972 - 974 -3557 FAX: 972 - 9244713 An equal opportunity employer Member /+UGC of Texas Submittal. JRJ Paving Co LLP Re, Bethel Rd IA City of Coppell Texas Item: 432 We request a 1 Pt deep toewaal be used in the rock areaa in lieu of tine 3 Ft toewall shown on the standard drawing Concrete placed in the riprAp will be Own A. Thaa - yo Stephen P Goodman President