ZAP June 7, 2022 Q and A.pdf

Zoning and Platting Commission – June 7, 2022

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Staff: June 7, 2022 Zoning and Platting Commission Question and Answer B-08 SP-2021-0178C - Stillwater - Double Creek Phase 2; District 5 Commissioner Greenberg: Did the applicant submit the bridge design and has the design been approved? It was not yet submitted at the time of the hearing at the Environmental Commission. Yes, the bridge design has been submitted and accepted by the relevant review disciplines. Please see the attached bridge design pages from the submitted site plan. Exhibits attached. NOTES GENERAL NOTES: 1. THIS BRIDGE HAS BEEN DESIGNED FOR GENERAL SITE CONDITIONS. MALONE/ WHEELER SHALL BE RESPONSIBLE FOR THE STRUCTURE'S SUITABILITY TO THE EXISTING SITE CONDITIONS AND FOR THE HYDRAULIC EVALUATION -- INCLUDING SCOUR AND CONFIRMATION OF SOIL CONDITIONS. 2. PRIOR TO CONSTRUCTION, CONTRACTOR MUST VERIFY ALL ELEVATIONS SHOWN THROUGH MALONE/WHEELER. 3. ONLY CONTECH ENGINEERED SOLUTIONS LLC, THE CON/SPAN® APPROVED PRECASTER IN TEXAS MAY PROVIDE THE STRUCTURE DESIGNED IN ACCORDANCE WITH THESE PLANS. 4. 5. 6. THE USE OF ANOTHER PRECAST STRUCTURE WITH THE DESIGN ASSUMPTIONS USED FOR THE CON/SPAN® STRUCTURE MAY LEAD TO SERIOUS DESIGN ERRORS. USE OF ANY OTHER PRECAST STRUCTURE WITH THIS DESIGN AND DRAWINGS VOIDS ANY CERTIFICATION OF THIS DESIGN AND WARRANTY. CONTECH ENGINEERED SOLUTIONS LLC ASSUMES NO LIABILITY FOR DESIGN OF ANY ALTERNATE OR SIMILAR TYPE STRUCTURES. ALTERNATE STRUCTURES MAY BE CONSIDERED, PROVIDED THAT DRAWINGS AND CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER, REGISTERED IN THE STATE OF TEXAS, EMPLOYED BY THE PRECAST CONCRETE BRIDGE SUPPLIER, ARE SUBMITTED TO THE ENGINEER 2 WEEKS PRIOR TO THE BID DATE FOR REVIEW AND APPROVAL. ALTERNATE STRUCTURES MAY BE CONSIDERED, PROVIDED THAT THE ALTERNATE DESIGN DOES NOT REDUCE THE HYDRAULIC OPENING OF THE STRUCTURE AS SHOWN ON THE DRAWINGS. AT A MINIMUM THE ALTERNATE STRUCTURE MUST PROVIDE THE SAME OR LARGER SPAN AND RISE AS THE STRUCTURE SHOWN ON THE DRAWINGS. 7. THE PRECAST ARCH SUPPLIER MUST ATTEND THE PRE-BID MEETING, IF ONE IS HELD. 8. SUPPLIER OF PROPOSED ALTERNATES TO A CON/SPAN® BRIDGE SYSTEM MUST SUBMIT AT LEAST TWO (2) INDEPENDENTLY VERIFIED FULL SCALE LOAD TESTS THAT CONFIRM THE PROPOSED DESIGN METHODOLOGY OF THE THREE SIDED/ARCH STRUCTURE(S). THE PROPOSED ALTERNATE, UPON SATISFACTORY CONFIRMATION OF DESIGN METHODOLOGY, MAY BE CONSIDERED AN ACCEPTABLE ALTERNATE. 9. PROPOSED ALTERNATE STRUCTURES MAY BE CONSIDERED, PROVIDED THAT THE PRECAST CONCRETE BRIDGE STRUCTURES ARE PROVIDED BY A SUPPLIER THAT HAS A MINIMUM OF TWO (2) REGISTERED PROFESSIONAL ENGINEERS ON STAFF THAT ARE DEDICATED TO THE DESIGN OF THESE TYPES OF STRUCTURES. SUPPLIER MUST PROVIDE THESE NAMES, P.E. LICENSE NUMBERS AND DATES OF HIRE AT TIME OF ALTERNATE SUBMITTAL. DESIGN DATA DESIGN LOADING: BRIDGE UNITS: HL-93 TRUCK, HL-93 TANDEM & AUSTIN FIRETRUCK (80 KIPS, 2 AXELS, 14' SPACING) HEADWALLS: EARTH PRESSURE + LIVE LOAD SURCHARGE + IMPACT (TL-2) WINGWALLS: EARTH PRESSURE + LIVE LOAD SURCHARGE DESIGN FILL HEIGHT: 1'-0" MIN. TO 2'-6" MAX. FROM TOP OF CROWN TO TOP OF PAVEMENT. DESIGN METHOD (ARCHES, HEADWALLS & WINGWALLS): LOAD AND RESISTANCE FACTOR DESIGN PER AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 8TH EDITION, 2017. DESIGN METHOD (FOUNDATION): LOAD FACTOR DESIGN PER AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, 17TH EDITION, 2002. ALLOWABLE SOIL BEARING PRESSURE: 3000 PSF* *FOUNDATION EXCAVATION AND SUBGRADE PREPARATION SHALL BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT FOR THIS PROJECT PREPARED BY RABA KISTNER DATED 5/7/2021 AND ADDENDUM DATED 11/11/2021. MATERIALS PRECAST UNITS SHALL BE CONSTRUCTED AND INSTALLED IN ACCORDANCE WITH CON/SPAN® SPECIFICATIONS. CONCRETE FOR FOOTINGS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI. REINFORCING STEEL FOR FOOTINGS SHALL CONFORM TO ASTM A615 OR A996-GRADE 60. M A 7 2 : 8 2 2 0 2 7 1 5 / / . I \ \ I \ - - - G W D C N O C O C - 0 1 0 - 1 5 7 8 8 6 - E R P T C A R T N O C S G N W A R D S E R E S O N A P S _ N O C - 0 1 - 1 5 7 8 8 6 \ 1 5 7 8 8 6 \ 0 0 7 8 8 6 \ E V T C A T C E J O R P N L R E M I \ I \ \ : I STILLWATER CAPITAL DOUBLE CREEK PHASE 2 AUSTIN, TEXAS ℄13" x 23" ELLIPTICAL BLOCKOUT FOR 6"Ø STORM SEWER PIPE INV. ELEV. 623.18 N 48'-0" 25'-7"± 22'-5"± FLOW ℄STRUCTURE 13° ℄ R O A D W A Y LOCATION PLAN NOT TO SCALE The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. MARK DATE REVISION DESCRIPTION BY www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX CONTRACT DRAWING STILLWATER CAPITAL DOUBLE CREEK PHASE 2 AUSTIN, TEXAS FIRM NAME - CONTECH ENGINEERED SOLUTIONS LLC REGISTRATION # F-14755 PROJECT No.: 688751 DESIGNED: SEQ. No.: 010/020 DATE: 5/17/2022 DRAWN: CHECKED: APPROVED: JAL DM SHEET NO.: PJW PAC CT1 OF CT8 Digitally signed byPhilip A. CreamerDate: 2022.05.1710:41:52 -04'00'QMD Reviewed05/31/2022 12:13:36 PMBen Sanders, EITN ℄13" x 23" ELLIPTICAL BLOCKOUT FOR 6"Ø STORM SEWER PIPE INV. ELEV. 623.18 48'-0" 6 - (O118) 18'-0" SPAN x 7'-63 4" RISE x 7'-113 4" LONG PRECAST CONCRETE BRIDGE UNITS PLUS 5 JOINTS @ 1 4"± PER JOINT PRIMER COMPATIBLE WITH JOINT WRAP TOP OF PRECAST BRIDGE UNIT FILL LIFTING INSERT POCKET WITH GROUT, FINISHING FLUSH 9" SQUARE PIECE OF JOINT WRAP LIFTING INSERT PRECAST BRIDGE UNIT, HEADWALL OR WINGWALL TYPICAL LIFT INSERT SEALING DETAIL NOT TO SCALE 7'-01 4" 60° 8" 8" 3'- 0 " 5'- 0 " T Y P E C T Y P E C 5° 4 W I N G W 1 2'- 0 " A L L W 1'- 0 " W 2 DETAIL 5 CT6 D CT5 FLOW 1'-3" DETACHED HEADWALL C C T 4 W 1 1'-0" W A LL W 12'-0" W IN G 4 5 ° " 0 - ' 4 ) . P Y T ( 8 " T Y P E C COVER ALL CORNERS WITH 2'-0" WIDE STRIP OF FILTER FABRIC DETAIL 4 CT6 T Y P E C 5'-0" 4"Ø PERFORATED BACKFILL DRAIN SUPPLIED WITH WINGWALL (TYP.) 8 " 2'-6" (T Y P.) 3'-0" BRIDGE PLAN 0 2' 4' 8' A 4 T C " 0 - ' 9 " 0 - ' 9 3'-0" T Y P E C 8 " 5'-0" T Y P E C 8 " W 4 4 5 ° 1'-0" W A LL W 12'-0" W IN G ℄STRUCTURE 1'-3" DETACHED HEADWALL W I N 1'- 0 " G W 1 2'- 0 " A L L W W 3 5° 4 T Y P E C 5'- 0 " T Y P E C 3'- 0 " 8" 8" The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. MARK DATE REVISION DESCRIPTION BY www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX CONTRACT DRAWING STILLWATER CAPITAL DOUBLE CREEK PHASE 2 AUSTIN, TEXAS FIRM NAME - CONTECH ENGINEERED SOLUTIONS LLC REGISTRATION # F-14755 PROJECT No.: 688751 DESIGNED: SEQ. No.: 010/020 DATE: 5/17/2022 DRAWN: CHECKED: APPROVED: JAL DM SHEET NO.: PJW PAC CT2 OF CT8 M A 7 2 : 8 2 2 0 2 7 1 5 / / . I \ \ I \ - - - G W D C N O C O C - 0 1 0 - 1 5 7 8 8 6 - E R P T C A R T N O C S G N W A R D S E R E S O N A P S _ N O C - 0 1 - 1 5 7 8 8 6 \ 1 5 7 8 8 6 \ 0 0 7 8 8 6 \ E V T C A T C E J O R P N L R E M I \ I \ \ : I Digitally signedby Philip A.CreamerDate: 2022.05.1710:42:07 -04'00'QMD Reviewed05/31/2022 12:13:42 PMBen Sanders, EITN 3'-6" 6" 5° 4 1 2'- 11 4" STRUCTURE LIMITS D CT5 FLOW " 3 - ' 4 1 " 8 3 3 - ' 3 " 8 3 3 - ' 3 " 0 - ' 6 " 2 1 1 - ' 7 " 2 1 1 - ' 7 " 0 - ' 6 " 2 1 3 - ' 3 Y A W Y E K " 2 1 8 - ' 2 Y A W Y E K " 2 1 8 - ' 2 " 2 1 3 - ' 3 " 6 " 6 " 6 " 6 C C T 4 12'-11 4" 4 5 ° 3'- 6 " 20'-6" 28'-6" 49'-0" 1'-0" (TYP.) 1 2" JOINT (TYP.) A 4 T C B 4 T C 6" 3'- 6 " T/FOOTING ELEV. 623.04 (TYP.) STRUCTURE LIMITS 4 5 ° 12'-11 4" " 8 3 3 - ' 3 " 8 3 3 - ' 3 ℄STRUCTURE 1 2'- 11 4" 5° 4 3'-6" DETAIL 2 CT4 PROVIDE 3'-0" LAP SPLICE (#6 x 6'-0") TOP & BOTTOM EITHER SIDE OF JOINT FOR LONGITUDINAL #6 BAR IN C.I.P. PORTION OF FOOTING (TYP. 2 LOCATIONS) FOUNDATION PLAN 0 2' 4' 8' PRECAST REINFORCED CONCRETE EXPRESS™ FOUNDATION NOTES: 1. PRECAST FOUNDATION UNITS SHALL BE CONSTRUCTED AND INSTALLED IN ACCORDANCE WITH SPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN BRIDGE SYSTEMS. 2. PRECAST AND CAST-IN-PLACE CONCRETE FOR EXPRESS FOUNDATIONS SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4000 PSI. REINFORCING STEEL FOR FOUNDATIONS SHALL CONFORM TO ASTM A615 OR A996, GRADE 60. 3. PRECAST FOUNDATION UNITS SHALL BE SET ON A MINIMUM 4-INCH THICK BASE LAYER OF COMPACTED GRANULAR MATERIAL THE FULL WIDTH OF THE FOUNDATION. 4. COMPACTED BACKFILL MATERIAL MUST BE PLACED UP TO THE TOP OF THE PRECAST FOUNDATION UNITS ON BOTH SIDES PRIOR TO PLACING CAST-IN-PLACE CONCRETE PORTION OF FOUNDATIONS. 5. CONCRETE SURFACES WHICH CAST-IN-PLACE CONCRETE WILL BE PLACED AGAINST SHALL BE CLEAN, FREE OF LAITANCE, DIRT, STANDING WATER AND ANY OTHER MATERIAL THAT MAY IMPAIR THE BOND BETWEEN THE PRECAST CONCRETE AND CAST-IN-PLACE CONCRETE. 6. CAST-IN-PLACE CONCRETE MIX USED TO FILL FOUNDATION SHALL BE ABLE TO FLOW INTO ARCH SHIM SPACE OR NON-SHRINK GROUT SHALL BE PLACED UNDER ARCH UNIT LEG AT FOUNDATION CROSS MEMBERS PRIOR TO PLACEMENT OF CAST-IN-PLACE PORTION OF FOUNDATION. 7. 8. 9. IF THE AMBIENT TEMPERATURE AT THE TIME OF PLACEMENT OF CAST-IN-PLACE CONCRETE IS ABOVE 90°F OR EXPECTED TO GO BELOW 35°F DURING THE CURE PERIOD, THE CONTRACTOR SHALL FOLLOW THE REQUIREMENTS OF THE LATEST EDITION OF THE AASHTO LRFD BRIDGE CONSTRUCTION SPECIFICATIONS, SECTION 8.6.2 HOT WEATHER PROTECTION OR SECTION 8.6.4 COLD WEATHER PROTECTION. IF PRECAST ARCH UNITS ARE TO BE ERECTED ON PRECAST FOUNDATION UNITS PRIOR TO PLACEMENT OF CAST-IN-PLACE CONCRETE, THE CABLE TIES/RODS (SHIPPED WITH LONG-SPAN STRUCTURES) MUST REMAIN IN PLACE AND MAY NOT BE REMOVED UNTIL CAST-IN-PLACE CONCRETE HAS REACHED A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. IF CABLE TIES/RODS (SHIPPED WITH LONG-SPAN STRUCTURES) MUST BE REMOVED PRIOR TO SETTING OF ARCH UNITS, CAST-IN-PLACE CONCRETE PORTION OF FOUNDATIONS MUST BE PLACED AND ALLOWED TO REACH A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI BEFORE PLACEMENT OF PRECAST ARCH UNITS, HEADWALLS AND WINGWALLS. CONTRACTOR MUST FOLLOW SPECIFICATION SECTION 13.4 AND NOTIFY CONTECH ENGINEER PRIOR TO REMOVING CABLES TIES/RODS. 10. IF CAST-IN-PLACE CONCRETE PORTION OF FOUNDATION IS TO BE PLACED PRIOR TO SETTING OF ARCH UNITS, HEADWALLS OR WINGWALLS, CAST-IN-PLACE CONCRETE SHALL REACH A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI BEFORE PRECAST ARCH UNITS, HEADWALLS AND WINGWALLS ARE SET. 11. FOUNDATION CONCRETE SHALL REACH ITS FULL DESIGN STRENGTH BEFORE BACKFILLING OF ARCH UNITS MAY COMMENCE. The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. MARK DATE REVISION DESCRIPTION BY www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX CONTRACT DRAWING CAST IN PLACE CONCRETE VOLUME: 34.1 CUBIC YARDS CONCRETE VOLUME IS ACTUAL REQUIRED AMOUNT AND SHOULD BE INCREASED FOR ANTICIPATED LEAKAGE, WASTE, ETC. STILLWATER CAPITAL DOUBLE CREEK PHASE 2 AUSTIN, TEXAS FIRM NAME - CONTECH ENGINEERED SOLUTIONS LLC REGISTRATION # F-14755 PROJECT No.: 688751 DESIGNED: SEQ. No.: 010/020 DATE: 5/17/2022 DRAWN: CHECKED: APPROVED: JAL DM SHEET NO.: PJW PAC CT3 OF CT8 M A 7 2 : 8 2 2 0 2 7 1 5 / / . I \ \ I \ - - - G W D C N O C O C - 0 1 0 - 1 5 7 8 8 6 - E R P T C A R T N O C S G N W A R D S E R E S O N A P S _ N O C - 0 1 - 1 5 7 8 8 6 \ 1 5 7 8 8 6 \ 0 0 7 8 8 6 \ E V T C A T C E J O R P N L R E M I \ I \ \ : I Digitally signed by Philip A.CreamerDate: 2022.05.17 10:42:20-04'00'QMD Reviewed05/31/2022 12:13:45 PMBen Sanders, EIT" 6 - ' 2 L L I F . X A M (O118) 18'-0" SPAN CON/SPAN® O-SERIES™ PRECAST BRIDGE UNIT DETAIL 1 CT4 E S R I " 4 3 6 - ' 7 " 8 3 5 - ' 7 R A E L C TIE ROD FLOW LINE REINFORCING NOT SHOWN FOR CLARITY " 0 - ' 2 6'-0" SECTION 0 2' 4' 8' A CT2 ± " 0 - ' 2 4" THICK GRANULAR SUBFOOTING CONCRETE MIX USED TO FILL EXPRESS™ FOOTING MUST BE ABLE TO BE WORKED UNDER ARCH SHIM SPACE, OR NON SHRINK GROUT USED UNDER ARCH LEG PRIOR TO POURING CIP PORTION OF EXPRESS™ FOOTING Y A W Y E K " 3 T U O R G " 1 3" 3"Ø BLOCKOUT (TYP.) 6"Ø BLOCKOUT WINGWALL T U O R G " 1 . I N M WINGWALL FOOTING GROUT BACKSIDE OF FOOTING NOTES: · MINIMUM 1" GROUT UNDER WINGWALL LEG & · · ANCHOR STEM. AREA BETWEEN WINGWALL FOOTING AND WINGWALL ANCHOR SHALL BE GROUTED SOLID BEFORE BACKFILL. FORM BACKSIDE OF FOOTING TO DIMENSIONS SHOWN ON FOUNDATION PLAN. SECTION 0 1' 2' 4' B CT3 WINGWALL ANCHOR 8" PRECAST WINGWALL 5'-01 2" MAX. INSIDE FACE OF CON/SPAN® O-SERIES™ PRECAST BRIDGE UNIT CONSTRUCTION JOINT (TYP.) (OPTIONAL) PRECAST CONCRETE SIDE WALL PRECAST CONCRETE CROSS MEMBER 4" THICK GRANULAR SUBFOOTING " 4 3 1 - ' 0 1 O T " 0 - ' 7 M O R F S E R A V I " 0 - ' 2 4"Ø WEEPHOLE " 1 T U O R G " 0 - ' 2 8" TYPE C WINGWALL ANCHOR BACKFILL PER CON/SPAN® SPECIFICATIONS SEE TYPICAL WINGWALL GROUT DETAIL ON THIS SHEET PRECAST EXPRESS™ FOUNDATION 3'-6" 4" THICK GRANULAR SUBFOOTING SECTION 0 1' 2' 4' C CT2 PRECAST ARCH EXPRESS™ FOOTING NOTE: #5 BARS MUST BE INSTALLED THROUGH 3"Ø HOLES IN ARCH EXPRESS™ FOOTINGS PRIOR TO SETTING WINGWALL EXPRESS™ FOOTINGS Y A W Y E K " 3 T U O R G " 1 6" " 0 - ' 2 " 9 - ' 1 . R L C " 3 M A 7 2 : 8 2 2 0 2 7 1 5 / / . I \ \ I \ - - - G W D C N O C O C - 0 1 0 - 1 5 7 8 8 6 - E R P T C A R T N O C S G N W A R D S E R E S O N A P S _ N O C - 0 1 - 1 5 7 8 8 6 \ 1 5 7 8 8 6 \ 0 0 7 8 8 6 \ E V T C A T C E J O R P N L R E M I \ I \ \ : I #5 x 5'-2" @ 1'-0" IN BETWEEN EACH CROSS MEMBER TOP ONLY TYPICAL WINGWALL GROUT DETAIL 3"Ø BLOCKOUT (TYP.) 2'-91 2" 7" 3" 1'-41 2" 6" INSIDE FACE OF CON/SPAN® O-SERIES™ PRECAST BRIDGE UNIT NOT TO SCALE PRECAST CONCRETE C.I.P. CONCRETE 2" x 51 11 2" KEYWAY (TYP.) 2 - #6 BARS EACH FACE TOP & BOTTOM " 8 3 3 - ' 3 2 ROWS OF 3 - #5 x 3'-0" DOWEL-INS PROVIDED BY CONTECH 4'-41 8" PRECAST WINGWALL EXPRESS™ FOOTING 6'-0" 4" THICK GRANULAR SUBFOOTING #5 x 5'-2" @ 6" IN BETWEEN EACH CROSS MEMBER BOTTOM ONLY 5 - #6 BARS CONTINUOUS TOP & BOTTOM DETAIL 0 1' 2' 1 CT4 The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. MARK DATE REVISION DESCRIPTION BY www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX CONTRACT DRAWING 2 ROWS OF 3 - #5 x 7'-0" BENT BARS PROVIDED BY CONTECH 2'-2" " 6 - ' 1 4'-0" 4 5 ° 3'-0" 2'- 6 " 3'- 6 " 3 - #5 TIES SPACED AT 1'-0" O.C. +/- DETAIL NOT TO SCALE 2 CT3 STILLWATER CAPITAL DOUBLE CREEK PHASE 2 AUSTIN, TEXAS FIRM NAME - CONTECH ENGINEERED SOLUTIONS LLC REGISTRATION # F-14755 PROJECT No.: 688751 DESIGNED: SEQ. No.: 010/020 DATE: 5/17/2022 DRAWN: CHECKED: APPROVED: JAL DM SHEET NO.: PJW PAC CT4 OF CT8 Digitally signedby Philip A.CreamerDate:2022.05.1710:42:33 -04'00'QMD Reviewed05/31/2022 12:13:49 PMBen Sanders, EITSEE TYPICAL HEADWALL JOINT DETAIL ON THIS SHEET 22'-2" HEADWALL 11'-03 4" 11'-03 4" 1 2" JOINT FIELD INSTALLED TXDOT T631 RAILING (BY OTHERS). CONNECTIONS TO HEADWALL TO BE FIELD DRILLED AND EPOXIED. SEE BID PLANS FOR DETAILS. ℄WINGWALL CONNECTION PLATES " 3 T/HEADWALL ELEV. 633.52 " 0 - ' 7 " 9 " 3 " 4 3 1 - ' 3 " 0 - ' 7 " 4 3 1 - ' 0 1 L L A W G N W I 3 W W & 2 W W T U O R G " 1 " 0 - ' 2 " 1 - ' 3 FLOW LINE ELEV. 622.99 " 0 - ' 7 " 9 T/FOOTING ELEV. 623.04 (O118) 18'-0" SPAN TYPICAL END ELEVATION 0 2' 4' 8' " 4 3 1 - ' 3 " 0 - ' 7 " 4 3 1 - ' 0 1 L L A W G N W I 4 W W & 1 W W T U O R G " 1 " 0 - ' 2 SIKAFLEX-1A ELASTOMERIC SEALANT OR AN APPROVED EQUAL BY CONTRACTOR PRECAST HEADWALL BACKER ROD BY CONTRACTOR 1 2" JOINT 8" x 8" PIECE OF JOINT WRAP EACH HEADWALL PIECE TYPICAL HEADWALL JOINT DETAIL NOT TO SCALE PRIMER COMPATIBLE WITH JOINT WRAP TOP OF PRECAST BRIDGE UNIT 7 8" x 13 8" BUTYL ROPE 9" WIDE JOINT WRAP PRECAST BRIDGE UNIT TYPICAL JOINT SEAL DETAIL NOT TO SCALE PRECAST WINGWALL BRIDGE LIMITS = 48'-0" DETAIL 3 CT6 1'-3" DETACHED HEADWALL (TYP.) PRECAST WINGWALL FIELD INSTALLED TXDOT T631 RAILING (BY OTHERS). CONNECTIONS TO HEADWALL TO BE FIELD DRILLED AND EPOXIED. SEE BID PLANS FOR DETAILS. 1'-3" M A 7 2 : 8 2 2 0 2 7 1 5 / / . \ I I \ \ - - - G W D C N O C O C - 0 1 0 - 1 5 7 8 8 6 - E R P T C A R T N O C S G N W A R D S E R E S O N A P S _ N O C - 0 1 - 1 5 7 8 8 6 \ 1 5 7 8 8 6 \ 0 0 7 8 8 6 \ E V T C A T C E J O R P N L R E M \ I I \ \ : I SEE TYPICAL JOINT SEAL DETAIL ON THIS SHEET (TYP. BETWEEN UNITS) FLOW LINE ELEV. 622.99 7'-01 4" " 4 3 6 ℄13" x 23" ELLIPTICAL BLOCKOUT FOR 6"Ø STORM SEWER PIPE INV. ELEV. 623.18 SECTION 0 2' 4' 8' D CT2 The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. MARK DATE REVISION DESCRIPTION BY www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX CONTRACT DRAWING STILLWATER CAPITAL DOUBLE CREEK PHASE 2 AUSTIN, TEXAS FIRM NAME - CONTECH ENGINEERED SOLUTIONS LLC REGISTRATION # F-14755 PROJECT No.: 688751 DESIGNED: SEQ. No.: 010/020 DATE: 5/17/2022 DRAWN: CHECKED: APPROVED: JAL DM SHEET NO.: PJW PAC CT5 OF CT8 Digitally signedby Philip A.CreamerDate: 2022.05.1710:42:46 -04'00'QMD Reviewed05/31/2022 12:13:51 PMBen Sanders, EITFIELD INSTALLED TXDOT T631 RAILING (BY OTHERS). CONNECTIONS TO HEADWALL TO BE FIELD DRILLED AND EPOXIED. SEE BID PLANS FOR DETAILS. LIMITS OF BACKER ROD & CAULK IN HEADWALL JOINT BY CONTRACTOR PRECAST HEADWALL 1'-3" 2'-3" 1'-3" 2" F-56 EC INSERT (STAINLESS) ℄DAYTON SUPERIOR 1"Ø x 51 1"Ø x 1'-6" COIL ROD (STAINLESS) W/ DOUBLE NUT (STAINLESS) WASHER (GALVANIZED) SPACING TO BE DETERMINED AT SHOP DRAWING STAGE I S E R A V 9" WIDE SEALWRAP OR EZ-WRAP RUBBER AT HEADWALL JOINT FROM TOP OF ARCH TO FINISH GRADE JOINT WRAP W/PRIMER PRECAST BRIDGE UNIT 3"Ø HOLE GROUT SOLID AFTER INSTALLATION OF COIL ROD 2'-6" DETAIL 0 1' 2' 4' 3 CT5 1 4"± JOINT 1'-3" NOTE: CONNECTION ⅊'S (P-1) MUST BE POSITIONED WITH SMALL Ø HOLES TOWARD PRECAST HEADWALL ℄8" DAYTON SUPERIOR TWO BOLT PRESET ANCHOR FOR 1"Ø x 6" THREADED ROD (2) WITH DOUBLE NUTS [ALT. 1"Ø x 23 PRECAST HEADWALL 4" BOLTS, (6" PITCH)] ℄6" DAYTON SUPERIOR TWO BOLT PRESET ANCHOR FOR 1"Ø x 6" THREADED ROD (2) WITH DOUBLE NUTS 4" BOLTS, (6" PITCH)] [ALT. 1"Ø x 23 4 5 ° PRECAST WINGWALL 8 " 41 2" 41 2" 1" x 14" x 10" GALV. ⅊(P-1) ⅊WASHER 4" x 4" x 1 GALV. (PW-1) 2" DETAIL @ HEADWALL 0 1' 2' 4 CT2 BUTYL ROPE, PRIMER & JOINT WRAP INSTALLED UNDER TIE PLATE 2'-4" 1'-0" 2" 6" 6" 4 - 11 8"Ø HOLES 5 8" x 4" x 2'-4" GALVANIZED ⅊(P-2) 2" " 2 " 4 " 2 E CT6 DETAIL NOT TO SCALE 5 CT2 (PW-1) 9" JOINT WRAP & PRIMER INSTALLED UNDER TIE PLATE BRIDGE END UNIT BRIDGE INTERIOR UNIT ℄4" DAYTON SUPERIOR TWO BOLT PRESET ANCHOR FOR 1"Ø x 23 4" BOLTS, (6" PITCH) W/ ROUND WASHERS BUTYL ROPE I T N O J ℄ ℄1"Ø x 71 2" LONG HILTI KWIK BOLT 3 EXPANSION ANCHOR OR APPROVED EQUAL. INSTALL IN FIELD DRILLED HOLES W/ MINIMUM 41 2" EMBEDMENT, AS PER MANUFACTURER'S INSTALLATION INSTRUCTIONS (TYP.) SECTION NOT TO SCALE E CT6 The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. MARK DATE REVISION DESCRIPTION BY www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX CONTRACT DRAWING STILLWATER CAPITAL DOUBLE CREEK PHASE 2 AUSTIN, TEXAS FIRM NAME - CONTECH ENGINEERED SOLUTIONS LLC REGISTRATION # F-14755 PROJECT No.: 688751 DESIGNED: SEQ. No.: 010/020 DATE: 5/17/2022 DRAWN: CHECKED: APPROVED: JAL DM SHEET NO.: PJW PAC CT6 OF CT8 M A 7 2 : 8 2 2 0 2 7 1 5 / / . \ I \ \ I - - - G W D C N O C O C - 0 1 0 - 1 5 7 8 8 6 - E R P T C A R T N O C S G N W A R D S E R E S O N A P S _ N O C - 0 1 - 1 5 7 8 8 6 \ 1 5 7 8 8 6 \ 0 0 7 8 8 6 \ E V T C A T C E J O R P N L R E M \ I \ I \ : I Digitally signed by PhilipA. CreamerDate: 2022.05.1710:43:01 -04'00'QMD Reviewed05/31/2022 12:13:55 PMBen Sanders, EITSPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN® O-SERIES BRIDGE SYSTEMS 1. DESCRIPTION 1.1. TYPE - THIS WORK SHALL CONSIST OF FURNISHING AND CONSTRUCTING A CON/SPAN® O-SERIES BRIDGE SYSTEM IN ACCORDANCE WITH THESE SPECIFICATIONS AND IN REASONABLY CLOSE CONFORMITY WITH THE LINES, GRADES, DESIGN AND DIMENSIONS SHOWN ON THE PLANS OR AS ESTABLISHED BY THE ENGINEER. IN SITUATIONS WHERE TWO OR MORE SPECIFICATIONS APPLY TO THIS WORK, THE MOST STRINGENT REQUIREMENTS SHALL GOVERN. 1.2. DESIGNATION - PRECAST REINFORCED CONCRETE CON/SPAN® O-SERIES BRIDGE UNITS MANUFACTURED IN ACCORDANCE WITH THIS SPECIFICATION SHALL BE DESIGNATED BY SPAN AND RISE. PRECAST REINFORCED CONCRETE WINGWALLS AND HEADWALLS MANUFACTURED IN ACCORDANCE WITH THIS SPECIFICATION SHALL BE DESIGNATED BY LENGTH, HEIGHT, AND DEFLECTION ANGLE. PRECAST REINFORCED CONCRETE EXPRESS™ FOUNDATION UNITS MANUFACTURED IN ACCORDANCE WITH THIS SPECIFICATION SHALL BE DESIGNATED BY LENGTH, HEIGHT AND WIDTH. 2. DESIGN 2.1. SPECIFICATIONS - THE PRECAST ELEMENTS ARE DESIGNED IN ACCORDANCE WITH THE "AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS" 8TH EDITION, ADOPTED BY THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS, 2017. A MINIMUM OF ONE FOOT OF COVER ABOVE THE CROWN OF THE BRIDGE UNITS IS REQUIRED IN THE INSTALLED CONDITION. (UNLESS NOTED OTHERWISE ON THE SHOP DRAWINGS AND DESIGNED ACCORDINGLY.) 3. MATERIALS 3.1. CONCRETE - THE CONCRETE FOR THE PRECAST ELEMENTS 3.2. STEEL REINFORCEMENT SHALL BE AIR-ENTRAINED WHEN INSTALLED IN AREAS SUBJECT TO FREEZE-THAW CONDITIONS, COMPOSED OF PORTLAND CEMENT, FINE AND COARSE AGGREGATES, ADMIXTURES AND WATER. AIR-ENTRAINED CONCRETE SHALL CONTAIN 6 ± 2 PERCENT AIR. THE AIR- ENTRAINING ADMIXTURE SHALL CONFORM TO AASHT0 M154. THE MINIMUM CONCRETE COMPRESSIVE STRENGTH SHALL BE AS SHOWN ON THE SHOP DRAWINGS. 3.1.1.PORTLAND CEMENT - SHALL CONFORM TO THE REQUIREMENTS OF ASTM SPECIFICATIONS C150-TYPE I, TYPE II, OR TYPE III CEMENT. 3.1.2. COARSE AGGREGATE - SHALL CONSIST OF STONE HAVING A MAXIMUM SIZE OF 1 INCH. AGGREGATE SHALL MEET REQUIREMENTS FOR ASTM C33. 3.1.3. WATER REDUCING ADMIXTURE - THE MANUFACTURER MAY SUBMIT, FOR APPROVAL BY THE ENGINEER, A WATER-REDUCING ADMIXTURE FOR THE PURPOSE OF INCREASING WORKABILITY AND REDUCING THE WATER REQUIREMENT FOR THE CONCRETE. 3.1.4. CALCIUM CHLORIDE - THE ADDITION TO THE MIX OF CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM CHLORIDE WILL NOT BE PERMITTED. 3.1.5.MIXTURE - THE AGGREGATES, CEMENT AND WATER SHALL BE PROPORTIONED AND MIXED IN A BATCH MIXER TO PRODUCE A HOMOGENEOUS CONCRETE MEETING THE STRENGTH REQUIREMENTS OF THIS SPECIFICATION. THE PROPORTION OF PORTLAND CEMENT IN THE MIXTURE SHALL NOT BE LESS THAN 564 POUNDS (6 SACKS) PER CUBIC YARD OF CONCRETE. 3.2.1. THE MINIMUM STEEL YIELD STRENGTH SHALL BE 60,000 PSI, UNLESS OTHERWISE NOTED ON THE SHOP DRAWINGS. 3.2.2. ALL REINFORCING STEEL FOR THE PRECAST ELEMENTS SHALL BE FABRICATED AND PLACED IN ACCORDANCE WITH THE DETAILED SHOP DRAWINGS SUBMITTED BY THE MANUFACTURER. 3.2.3.REINFORCEMENT SHALL CONSIST OF WELDED WIRE REINFORCING CONFORMING TO ASTM SPECIFICATION A 1064, OR DEFORMED STEEL BARS CONFORMING TO ASTM SPECIFICATION A 615, GRADE 60. LONGITUDINAL DISTRIBUTION REINFORCEMENT MAY CONSIST OF WELDED WIRE FABRIC OR DEFORMED BILLET-STEEL BARS. 3.3.1.BOLTS AND THREADED RODS FOR WINGWALL CONNECTIONS SHALL CONFORM TO ASTM A 307. NUTS SHALL CONFORM TO AASHTO M292 (ASTM A194) GRADE 2H. ALL BOLTS, THREADED RODS AND NUTS USED IN WINGWALL CONNECTIONS SHALL BE MECHANICALLY ZINC COATED IN ACCORDANCE WITH ASTM B695 CLASS 50. 3.3.2. STRUCTURAL STEEL FOR WINGWALL CONNECTION PLATES AND PLATE WASHERS SHALL CONFORM TO AASHTO M 270 (ASTM A 709) GRADE 36 AND SHALL BE HOT DIP GALVANIZED AS PER AASHTO M111 (ASTM A123). 3.3.3.INSERTS FOR WINGWALLS SHALL BE 1" DIAMETER TWO-BOLT PRESET WINGWALL ANCHORS AS MANUFACTURED BY DAYTON SUPERIOR CONCRETE ACCESSORIES, MIAMISBURG, OHIO, (800) 745-3700 AND SHALL BE ELECTRO GALVANIZED IN ACCORDANCE WITH ASTM B633 SC-1. 3.3.4.FERRULE LOOP INSERTS SHALL BE F-64 FERRULE LOOP INSERTS AS MANUFACTURED BY DAYTON SUPERIOR CONCRETE ACCESSORIES, MIAMISBURG, OHIO, (800) 745-3700 AND SHALL BE ELECTRO GALVANIZED. 3.3.5.HOOK BOLTS USED IN ATTACHED HEADWALL CONNECTIONS SHALL BE ASTM A307. 3.3.6.INSERTS FOR DETACHED HEADWALL CONNECTIONS SHALL BE AISI TYPE 304 STAINLESS STEEL, EXPANDED COIL INSERTS AS MANUFACTURED BY DAYTON SUPERIOR 3.3. STEEL HARDWARE The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. M A 7 2 : 8 2 2 0 2 7 1 5 / / . I \ \ I \ - - - G W D C N O C O C - 0 1 0 - 1 5 7 8 8 6 - E R P T C A R T N O C S G N W A R D S E R E S O N A P S _ N O C - 0 1 - 1 5 7 8 8 6 \ 1 5 7 8 8 6 \ 0 0 7 8 8 6 \ E V T C A T C E J O R P N L R E M I \ I \ \ : I CONCRETE ACCESSORIES, MIAMISBURG, OHIO, (800) 745-3700. COIL RODS AND NUTS USED IN HEADWALL CONNECTIONS SHALL BE AISI TYPE 304 STAINLESS STEEL. WASHERS USED IN HEADWALL CONNECTIONS SHALL BE EITHER AISI TYPE 304 STAINLESS STEEL PLATE WASHERS OR AASHTO M270 (ASTM A709) GRADE 36 PLATE WASHERS HOT DIP GALVANIZED AS PER AASHTO M111 (ASTM A123). 3.3.7.MECHANICAL SPLICES OF REINFORCING BARS SHALL BE MADE USING THE DOWEL BAR SPLICER SYSTEM AS MANUFACTURED BY DAYTON SUPERIOR CONCRETE ACCESSORIES, MIAMISBURG, OHIO, (800) 745-3700, AND SHALL CONSIST OF THE DBDI SPLICE SYSTEM (DOWEL BAR SPLICER AND DOWEL-IN), OR AS MANUFACTURED BY BARSPLICE PRODUCTS INC, DAYTON, OHIO, (937)-275-8700, AND SHALL CONSIST OF BARSPLICER XP TYPE 2 SYSTEM. 4. MANUFACTURE OF PRECAST ELEMENTS - SUBJECT TO THE PROVISIONS OF SECTION 5, BELOW, THE PRECAST ELEMENT DIMENSION AND REINFORCEMENT DETAILS SHALL BE AS PRESCRIBED IN THE PLAN AND SHOP DRAWINGS PROVIDED BY THE MANUFACTURER. 4.1. FORMS - THE FORMS USED IN MANUFACTURE SHALL BE SUFFICIENTLY RIGID AND ACCURATE TO MAINTAIN THE REQUIRED PRECAST ELEMENT DIMENSIONS WITHIN THE PERMISSIBLE VARIATIONS GIVEN IN SECTION 5 OF THESE SPECIFICATIONS. ALL CASTING SURFACES SHALL BE OF A SMOOTH MATERIAL. 4.2. PLACEMENT OF REINFORCEMENT 2" 4.2.1.PLACEMENT OF REINFORCEMENT IN PRECAST BRIDGE UNITS - THE COVER OF CONCRETE OVER THE OUTSIDE CIRCUMFERENTIAL REINFORCEMENT SHALL BE 2" MINIMUM. THE COVER OF CONCRETE OVER THE INSIDE CIRCUMFERENTIAL REINFORCEMENT SHALL BE 11 MINIMUM, UNLESS OTHERWISE NOTED ON THE SHOP DRAWINGS. THE CLEAR DISTANCE OF THE END CIRCUMFERENTIAL WIRES SHALL NOT BE LESS THAN 1" NOR MORE THAN 2" FROM THE ENDS OF EACH SECTION. REINFORCEMENT SHALL BE ASSEMBLED UTILIZING SINGLE OR MULTIPLE LAYERS OF WELDED WIRE FABRIC (NOT TO EXCEED 3 LAYERS), SUPPLEMENTED WITH A SINGLE LAYER OF DEFORMED BILLET-STEEL BARS, WHEN NECESSARY. WELDED WIRE FABRIC SHALL BE COMPOSED OF CIRCUMFERENTIAL AND LONGITUDINAL WIRES MEETING THE SPACING REQUIREMENTS OF 4.3, BELOW, AND SHALL CONTAIN SUFFICIENT LONGITUDINAL WIRES EXTENDING THROUGH THE BRIDGE UNIT TO MAINTAIN THE SHAPE AND POSITION OF THE REINFORCEMENT. LONGITUDINAL DISTRIBUTION REINFORCEMENT MAY BE WELDED WIRE FABRIC OR DEFORMED BILLET-STEEL BARS AND SHALL MEET THE SPACING REQUIREMENTS OF 4.3, BELOW. THE ENDS OF THE LONGITUDINAL DISTRIBUTION REINFORCEMENT SHALL BE NOT MORE THAN 3" AND NOT LESS THAN 11 2" FROM THE ENDS OF THE BRIDGE UNIT. 4.2.2.BENDING OF REINFORCEMENT FOR PRECAST BRIDGE UNITS - THE OUTSIDE AND INSIDE CIRCUMFERENTIAL REINFORCING STEEL FOR THE CORNERS OF THE BRIDGE SHALL BE BENT TO SUCH AN ANGLE THAT IS APPROXIMATELY EQUAL TO THE CONFIGURATION OF THE BRIDGE'S OUTSIDE CORNER. 4.2.3.PLACEMENT OF REINFORCEMENT FOR PRECAST WINGWALLS AND HEADWALLS - THE COVER OF CONCRETE OVER THE LONGITUDINAL AND TRANSVERSE REINFORCEMENT SHALL BE 2" MINIMUM. THE CLEAR DISTANCE FROM THE END OF EACH PRECAST ELEMENT TO THE END OF REINFORCING STEEL SHALL NOT BE LESS THAN 1½" NOR MORE THAN 3". REINFORCEMENT SHALL BE ASSEMBLED UTILIZING A SINGLE LAYER OF WELDED WIRE FABRIC, OR A SINGLE LAYER OF DEFORMED BILLET-STEEL BARS. WELDED WIRE FABRIC SHALL BE COMPOSED OF TRANSVERSE AND LONGITUDINAL WIRES MEETING THE SPACING REQUIREMENTS OF 4.3, BELOW, AND SHALL CONTAIN SUFFICIENT LONGITUDINAL WIRES EXTENDING THROUGH THE ELEMENT TO MAINTAIN THE SHAPE AND POSITION OF THE REINFORCEMENT. LONGITUDINAL REINFORCEMENT MAY BE WELDED WIRE FABRIC OR DEFORMED BILLET-STEEL BARS AND SHALL MEET THE SPACING REQUIREMENTS OF 4.3, BELOW. 4.2.4.PLACEMENT OF REINFORCMENT FOR PRECAST FOUNDATION UNITS - THE COVER OF CONCRETE OVER THE BOTTOM REINFORCEMENT SHALL BE 3 INCHES MINIMUM. THE COVER OF CONCRETE FOR ALL OTHER REINFORCEMENT SHALL BE 2 INCHES MINIMUM. THE CLEAR DISTANCE FROM THE END OF EACH PRECAST ELEMENT TO THE END OF REINFORCING STEEL SHALL NOT BE LESS THAN 2 INCHES NOR MORE THAN 3 INCHES. REINFORCEMENT SHALL BE ASSEMBLED UTILIZING A SINGLE LAYER OF WELDED WIRE FABRIC OR A SINGLE LAYER OF DEFOREMED BILLET-STEEL BARS. WELDED WIRE FABRIC SHALL BE COMPOSED OF TRANSVERSE AND LONGITUDINAL WIRES MEETING THE SPACING REQUIREMENTS OF 4.3, BELOW, AND SHALL CONTAIN SUFFICIENT LONGITUDINAL WIRES EXTENDING THROUGH THE ELEMENT TO MAINTAIN THE SHAPE AND POSITION OF THE REINFORCEMENT. LONGITUDINAL REINFORCEMENT MAY BE WELDED WIRE FABRIC OR DEFORMED BILLET-STEEL BARS AND SHALL MEET THE SPACING REQUIREMENTS OF 4.3, BELOW. 4.3. LAPS, WELDS, SPACING 4.3.1.LAPS, WELDS, AND SPACING FOR PRECAST BRIDGE UNITS - TENSION SPLICES IN THE CIRCUMFERENTIAL REINFORCEMENT SHALL BE MADE BY LAPPING. LAPS MAY BE TACK WELDED TOGETHER FOR ASSEMBLY PURPOSES. FOR SMOOTH WELDED WIRE FABRIC, THE OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.5B AND 5.10.8.5.2. FOR DEFORMED WELDED WIRE FABRIC, THE OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.5A AND 5.10.8.5.1. THE OVERLAP OF WELDED WIRE FABRIC SHALL BE MEASURED BETWEEN THE OUTER-MOST LONGITUDINAL WIRES OF EACH FABRIC SHEET. FOR DEFORMED BILLET-STEEL BARS, THE OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.1 FOR SPLICES OTHER THAN TENSION SPLICES, THE OVERLAP SHALL BE A MINIMUM OF 1'-0" FOR WELDED WIRE FABRIC OR DEFORMED BILLET-STEEL BARS. THE SPACING CENTER TO CENTER OF THE CIRCUMFERENTIAL WIRES IN A WIRE FABRIC SHEET SHALL BE NOT LESS THAN 2" NOR MORE THAN 4". THE SPACING CENTER TO CENTER OF THE LONGITUDINAL WIRES SHALL NOT BE MORE THAN 8". THE SPACING CENTER TO CENTER OF THE LONGITUDINAL DISTRIBUTION STEEL FOR EITHER LINE OF REINFORCING IN THE TOP SLAB SHALL BE NOT MORE THAN 1'-4". 4.3.2.LAPS, WELDS, AND SPACING FOR PRECAST WINGWALLS, HEADWALLS AND FOUNDATIONS - SPLICES IN THE REINFORCEMENT SHALL BE MADE BY LAPPING. LAPS MAY BE TACK WELDED TOGETHER FOR ASSEMBLY PURPOSES. FOR SMOOTH WELDED WIRE FABRIC, THE OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.5B AND 5.10.8.5.2. FOR DEFORMED WELDED WIRE FABRIC, THE OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.5A AND 5.10.8.5.1. FOR DEFORMED BILLET-STEEL BARS, THE OVERLAP SHALL MEET THE REQUIREMENTS OF AASHTO 5.10.8.2.1. THE SPACING CENTER-TO-CENTER OF THE WIRES IN A WIRE FABRIC SHEET SHALL BE NOT LESS THAN 2" NOR MORE THAN 8". 4.4. CURING - THE PRECAST CONCRETE ELEMENTS SHALL BE CURED FOR A SUFFICIENT LENGTH OF TIME SO THAT THE CONCRETE WILL DEVELOP THE SPECIFIED COMPRESSIVE STRENGTH IN 28 DAYS OR LESS. ANY ONE OF THE FOLLOWING METHODS OF CURING OR COMBINATIONS THERE OF SHALL BE USED: 4.4.1.STEAM CURING - THE PRECAST ELEMENTS MAY BE LOW-PRESSURE STEAM CURED BY A SYSTEM THAT WILL MAINTAIN A MOIST ATMOSPHERE. 4.4.2. WATER CURING - THE PRECAST ELEMENTS MAY BE WATER CURED BY ANY METHOD THAT WILL KEEP THE SECTIONS MOIST. 4.4.3.MEMBRANE CURING - A SEALING MEMBRANE CONFORMING TO THE REQUIREMENTS OF ASTM SPECIFICATION C309 MAY BE APPLIED AND SHALL BE LEFT INTACT UNTIL THE REQUIRED CONCRETE COMPRESSIVE STRENGTH IS ATTAINED. THE CONCRETE TEMPERATURE AT THE TIME OF APPLICATION SHALL BE WITHIN +/- 10 DEGREES F OF THE ATMOSPHERIC TEMPERATURE. ALL SURFACES SHALL BE KEPT MOIST PRIOR TO THE APPLICATION OF THE COMPOUNDS AND SHALL BE DAMP WHEN THE COMPOUND IS APPLIED. 4.5. STORAGE, HANDLING & DELIVERY 4.5.1.STORAGE - PRECAST CONCRETE BRIDGE ELEMENTS SHALL BE LIFTED AND STORED IN “AS-CAST” POSITION. PRECAST CONCRETE HEADWALL AND WINGWALL UNITS ARE CAST, STORED AND SHIPPED IN A FLAT POSITION. THE PRECAST ELEMENTS SHALL BE STORED IN SUCH A MANNER TO PREVENT CRACKING OR DAMAGE. STORE ELEMENTS USING TIMBER SUPPORTS AS APPROPRIATE. THE UNITS SHALL NOT BE MOVED UNTIL THE CONCRETE COMPRESSIVE STRENGTH HAS REACHED A MINIMUM OF 2500 PSI (3000 PSI FOR SPANS >48 FEET), AND THEY SHALL NOT BE STORED IN AN UPRIGHT POSITION. 4.5.2.HANDLING - HANDLING DEVICES SHALL BE PERMITTED IN EACH PRECAST ELEMENT FOR THE PURPOSE OF HANDLING AND SETTING. SPREADER BEAMS MAY BE REQUIRED FOR THE LIFTING OF PRECAST CONCRETE BRIDGE ELEMENTS TO PRECLUDE DAMAGE FROM BENDING OR TORSION FORCES. 4.5.3.DELIVERY - PRECAST CONCRETE ELEMENTS MUST NOT BE SHIPPED UNTIL THE CONCRETE HAS ATTAINED THE SPECIFIED DESIGN COMPRESSIVE STRENGTH, OR AS DIRECTED BY THE DESIGN ENGINEER. PRECAST CONCRETE ELEMENTS MAY BE UNLOADED AND PLACED ON THE GROUND AT THE SITE UNTIL INSTALLED. STORE ELEMENTS USING TIMBER SUPPORTS AS APPROPRIATE. 4.6. QUALITY ASSURANCE - THE PRECASTER SHALL DEMONSTRATE ADHERENCE TO THE STANDARDS SET FORTH IN THE NPCA QUALITY CONTROL MANUAL. THE PRECASTER SHALL MEET EITHER SECTION 4.6.1 OR 4.6.2 4.6.1.CERTIFICATION - THE PRECASTER SHALL BE CERTIFIED BY THE PRECAST/PRESTRESSED CONCRETE INSTITUTE PLANT CERTIFICATION PROGRAM OR THE NATIONAL PRECAST CONCRETE ASSOCIATION'S PLANT CERTIFICATION PROGRAM PRIOR TO AND DURING PRODUCTION OF THE PRODUCTS COVERED BY THIS SPECIFICATION. 4.6.2.QUALIFICATIONS, TESTING AND INSPECTION 4.6.2.1. THE PRECASTER SHALL HAVE BEEN IN THE BUSINESS OF PRODUCING PRECAST CONCRETE PRODUCTS SIMILAR TO THOSE SPECIFIED FOR A MINIMUM OF THREE YEARS. HE SHALL MAINTAIN A PERMANENT QUALITY CONTROL DEPARTMENT OR RETAIN AN INDEPENDENT TESTING AGENCY ON A CONTINUING BASIS. THE AGENCY SHALL ISSUE A REPORT, CERTIFIED BY A LICENSED ENGINEER, DETAILING THE ABILITY OF THE PRECASTER TO PRODUCE QUALITY PRODUCTS CONSISTENT WITH INDUSTRY STANDARDS. 4.6.2.2. THE PRECASTER SHALL SHOW THAT THE FOLLOWING TESTS ARE PERFORMED IN ACCORDANCE WITH THE ASTM STANDARDS INDICATED. TESTS SHALL BE PERFORMED AS INDICATED IN SECTION 6 OF THESE SPECIFICATIONS. 4.6.2.2.1. AIR CONTENT: C231 OR C173 4.6.2.2.2. COMPRESSIVE STRENGTH: C31,C39,C497 4.6.2.3. THE PRECASTER SHALL PROVIDE DOCUMENTATION DEMONSTRATING COMPLIANCE WITH THIS SECTION TO CONTECH® ENGINEERED SOLUTIONS AT REGULAR INTERVALS OR UPON REQUEST. 4.6.2.4. THE OWNER MAY PLACE AN INSPECTOR IN THE PLANT WHEN THE PRODUCTS COVERED BY THIS SPECIFICATION ARE BEING MANUFACTURED. 4.6.3.DOCUMENTATION - THE PRECASTER SHALL SUBMIT PRECAST PRODUCTION REPORTS TO CONTECH® ENGINEERED SOLUTIONS AS REQUIRED. 5. PERMISSIBLE VARIATIONS 5.1. BRIDGE UNITS 5.1.1.INTERNAL DIMENSIONS - THE INTERNAL DIMENSION SHALL VARY NOT MORE THAN 1% FROM THE DESIGN DIMENSIONS NOR MORE THAN 11 2" WHICHEVER IS LESS. 5.1.2. SLAB AND WALL THICKNESS - THE SLAB AND WALL THICKNESS SHALL NOT BE LESS THAN THAT SHOWN IN THE DESIGN BY MORE THAN 1 4". A THICKNESS MORE THAN THAT REQUIRED IN THE DESIGN SHALL NOT BE CAUSE FOR REJECTION. 5.1.3.LENGTH OF OPPOSITE SURFACES - VARIATIONS IN LAYING LENGTHS OF TWO OPPOSITE SURFACES OF THE BRIDGE UNIT SHALL NOT BE MORE THAN 1 EXCEPT WHERE BEVELED ENDS FOR LAYING OF CURVES ARE SPECIFIED BY THE PURCHASER. 2" IN ANY SECTION, 5.1.4.LENGTH OF SECTION - THE UNDERRUN IN LENGTH OF A SECTION SHALL NOT BE MORE THAN 1 2" IN ANY BRIDGE UNIT. 5.1.5.POSITION OF REINFORCEMENT - THE MAXIMUM VARIATION IN POSITION OF THE REINFORCEMENT SHALL BE ± 1 2". IN NO CASE SHALL THE COVER OVER THE REINFORCEMENT BE LESS THAN 11 OR BE LESS THAN 1" FOR THE INSIDE CIRCUMFERENTIAL STEEL AS MEASURED TO THE EXTERNAL OR INTERNAL SURFACE OF THE BRIDGE. THESE TOLERANCES OR COVER REQUIREMENTS DO NOT APPLY TO MATING SURFACES OF THE JOINTS. 2" FOR THE OUTSIDE CIRCUMFERENTIAL STEEL 5.1.6. AREA OF REINFORCEMENT - THE AREAS OF STEEL REINFORCEMENT SHALL BE THE DESIGN STEEL AREAS AS SHOWN IN THE MANUFACTURER'S SHOP DRAWINGS. STEEL AREAS GREATER THAN THOSE REQUIRED SHALL NOT BE CAUSE FOR REJECTION. THE PERMISSIBLE VARIATION IN DIAMETER OF ANY REINFORCEMENT SHALL CONFORM TO THE TOLERANCES PRESCRIBED IN THE ASTM SPECIFICATION FOR THAT TYPE OF REINFORCEMENT. 5.2.1. WALL THICKNESS - THE WALL THICKNESS SHALL NOT VARY FROM THAT SHOWN IN THE DESIGN BY MORE THAN 1 5.2.2.LENGTH/HEIGHT OF WALL SECTIONS - THE LENGTH AND 2". HEIGHT OF THE WALL SHALL NOT VARY FROM THAT SHOWN IN THE DESIGN BY MORE THAN 1 2". 5.2.3.POSITION OF REINFORCEMENT - THE MAXIMUM VARIATION 2". IN THE POSITION OF THE REINFORCEMENT SHALL BE ± 1 IN NO CASE SHALL THE COVER OVER THE REINFORCEMENT BE LESS THAN 11 5.2.4. SIZE OF REINFORCEMENT - THE PERMISSIBLE VARIATION IN DIAMETER OF ANY REINFORCING SHALL CONFORM TO THE TOLERANCES PRESCRIBED IN THE ASTM SPECIFICATION FOR THAT TYPE OF REINFORCING. STEEL AREA GREATER THAN THAT REQUIRED SHALL NOT BE CAUSE FOR REJECTION. 2". 5.3.1. WALL THICKNESS - THE WALL THICKNESS SHALL NOT VARY FROM THAT SHOWN IN THE DESIGN BY MORE THAN 1 5.3.2.LENGTH/ HEIGHT/WIDTH OF FOUNDATION SECTIONS - THE LENGTH, HEIGHT AND WIDTH OF THE FOUNDATION UNITS SHALL NOT VARY FROM THAT SHOWN IN THE DESIGN BY MORE THAN 1 2". 5.3.3.POSITION OF REINFORCEMENT - THE MAXIMUM VARIATION 2". IN THE POSITION OF THE REINFORCEMENT SHALL BE ± 1 2". IN NO CASE SHALL THE COVER OVER THE REINFORCEMENT BE LESS THAN 11 2". 5.2. WINGWALLS & HEADWALLS 5.3. FOUNDATION UNITS 5.3.4. SIZE OF REINFORCEMENT - THE PERMISSIBLE VARIATION IN DIAMETER OF ANY REINFORCING SHALL CONFORM TO THE TOLERANCES PRESCRIBED IN THE ASTM SPECIFICATION FOR THAT TYPE OF REINFORCING. STEEL AREA GREATER THAN THAT REQUIRED SHALL NOT BE CAUSE FOR REJECTION. 6. TESTING/ INSPECTION 6.1. TESTING 6.1.1. TYPE OF TEST SPECIMEN - CONCRETE COMPRESSIVE STRENGTH SHALL BE DETERMINED FROM COMPRESSION TESTS MADE ON CYLINDERS OR CORES. FOR CYLINDER TESTING, A MINIMUM OF 4 CYLINDERS SHALL BE TAKEN FOR EACH BRIDGE ELEMENT. FOR CORE TESTING, A MINIMUM OF 2 CORES SHALL BE TAKEN FOR EACH BRIDGE ELEMENT. EACH ELEMENT SHALL BE CONSIDERED SEPARATELY FOR THE PURPOSE OF TESTING AND ACCEPTANCE. 6.1.2. COMPRESSION TESTING - CYLINDERS SHALL BE MADE AND TESTED AS PRESCRIBED BY THE ASTM C39 SPECIFICATION. CYLINDERS SHALL BE CURED IN THE SAME ENVIRONMENT AS THE BRIDGE ELEMENTS. CORES SHALL BE OBTAINED AND TESTED FOR COMPRESSIVE STRENGTH FROM EACH ELEMENT IN ACCORDANCE WITH THE PROVISIONS OF THE ASTM C42 SPECIFICATION. 6.1.3. ACCEPTABILITY OF CYLINDER TESTS - WHEN THE AVERAGE 6.1.4. ACCEPTABILITY OF CORE TESTS - THE COMPRESSIVE COMPRESSIVE STRENGTH OF ALL CYLINDERS TESTED IS EQUAL TO OR GREATER THAN THE DESIGN COMPRESSIVE STRENGTH, AND NOT MORE THAN 10% OF THE CYLINDERS TESTED HAVE A COMPRESSIVE STRENGTH LESS THAN THE DESIGN CONCRETE STRENGTH, AND NO CYLINDER TESTED HAS A COMPRESSIVE STRENGTH LESS THAN 90% OF THE REQUIRED CONCRETE STRENGTH, THEN THE ELEMENT SHALL BE ACCEPTED. WHEN THE COMPRESSIVE STRENGTH OF THE CYLINDERS TESTED DOES NOT CONFORM TO THESE ACCEPTANCE CRITERIA, THE ACCEPTABILITY OF THE ELEMENT MAY BE DETERMINED AS DESCRIBED IN SECTION 6.1.4, BELOW. STRENGTH OF THE CONCRETE IN A BRIDGE ELEMENT IS ACCEPTABLE WHEN EACH CORE TEST STRENGTH IS EQUAL TO OR GREATER THAN THE DESIGN CONCRETE STRENGTH. WHEN THE COMPRESSIVE STRENGTH OF A CORE TESTED IS LESS THAN THE DESIGN CONCRETE STRENGTH, THE PRECAST ELEMENT FROM WHICH THAT CORE WAS TAKEN MAY BE RE-CORED. WHEN THE COMPRESSIVE STRENGTH OF THE RE-CORE IS EQUAL TO OR GREATER THAN THE DESIGN CONCRETE STRENGTH, THE COMPRESSIVE STRENGTH OF THE CONCRETE IN THAT BRIDGE ELEMENT IS ACCEPTABLE. 6.1.4.1. WHEN THE COMPRESSIVE STRENGTH OF ANY RECORE IS LESS THAN THE DESIGN CONCRETE STRENGTH, THE PRECAST ELEMENT FROM WHICH THAT CORE WAS TAKEN SHALL BE REJECTED. 6.1.4.2. PLUGGING CORE HOLES - THE CORE HOLES SHALL BE PLUGGED AND SEALED BY THE MANUFACTURER IN A MANNER SUCH THAT THE ELEMENTS WILL MEET ALL OF THE TEST REQUIREMENTS OF THIS SPECIFICATION. PRECAST ELEMENTS SO SEALED SHALL BE CONSIDERED SATISFACTORY FOR USE. 6.1.4.3. TEST EQUIPMENT - EVERY MANUFACTURER FURNISHING PRECAST ELEMENTS UNDER THIS SPECIFICATION SHALL FURNISH ALL FACILITIES AND PERSONNEL NECESSARY TO CARRY OUT THE TEST REQUIRED. 6.2. INSPECTION - THE QUALITY OF MATERIALS, THE PROCESS OF MANUFACTURE, AND THE FINISHED PRECAST ELEMENTS SHALL BE SUBJECT TO INSPECTION BY THE PURCHASER. 7. JOINTS THE BRIDGE UNITS SHALL BE PRODUCED WITH FLAT BUTT ENDS. THE ENDS OF THE BRIDGE UNITS SHALL BE SUCH THAT WHEN THE SECTIONS ARE LAID TOGETHER THEY WILL MAKE A CONTINUOUS LINE WITH A SMOOTH INTERIOR FREE OF APPRECIABLE IRREGULARITIES, ALL COMPATIBLE WITH THE PERMISSIBLE VARIATIONS IN SECTION 5, ABOVE. THE JOINT WIDTH BETWEEN ADJACENT PRECAST UNITS SHALL NOT EXCEED 3 4". 8. WORKMANSHIP/ FINISH THE BRIDGE UNITS, WINGWALLS, HEADWALLS AND FOUNDATION UNITS SHALL BE SUBSTANTIALLY FREE OF FRACTURES. THE ENDS OF THE BRIDGE UNITS SHALL BE NORMAL TO THE WALLS AND CENTERLINE OF THE BRIDGE SECTION, WITHIN THE LIMITS OF THE VARIATIONS GIVEN IN SECTION 5, ABOVE, EXCEPT WHERE BEVELED ENDS ARE SPECIFIED. THE FACES OF THE WINGWALLS AND HEADWALLS SHALL BE PARALLEL TO EACH OTHER, WITHIN THE LIMITS OF VARIATIONS GIVEN IN SECTION 5, ABOVE. THE SURFACE OF THE PRECAST ELEMENTS SHALL BE A SMOOTH STEEL FORM OR TROWELED SURFACE. TRAPPED AIR POCKETS CAUSING SURFACE DEFECTS SHALL BE CONSIDERED AS PART OF A SMOOTH, STEEL FORM FINISH. 9. REPAIRS 10.REJECTION PRECAST ELEMENTS MAY BE REPAIRED, IF NECESSARY, BECAUSE OF IMPERFECTIONS IN MANUFACTURE OR HANDLING DAMAGE AND WILL BE ACCEPTABLE IF, IN THE OPINION OF THE PURCHASER, THE REPAIRS ARE SOUND, PROPERLY FINISHED AND CURED, AND THE REPAIRED SECTION CONFORMS TO THE REQUIREMENTS OF THIS SPECIFICATION. THE PRECAST ELEMENTS SHALL BE SUBJECT TO REJECTION ON ACCOUNT OF ANY OF THE SPECIFICATION REQUIREMENTS. INDIVIDUAL PRECAST ELEMENTS MAY BE REJECTED BECAUSE OF ANY OF THE FOLLOWING: 10.1.FRACTURES OR CRACKS PASSING THROUGH THE WALL, EXCEPT FOR A SINGLE END CRACK THAT DOES NOT EXCEED ONE HALF THE THICKNESS OF THE WALL. 10.2.DEFECTS THAT INDICATE PROPORTIONING, MIXING, AND MOLDING NOT IN COMPLIANCE WITH SECTION 4 OF THESE SPECIFICATIONS. 10.3.HONEYCOMBED OR OPEN TEXTURE. 10.4.DAMAGED ENDS, WHERE SUCH DAMAGE WOULD PREVENT MAKING A SATISFACTORY JOINT. STILLWATER CAPITAL DOUBLE CREEK PHASE 2 AUSTIN, TEXAS FIRM NAME - CONTECH ENGINEERED SOLUTIONS LLC REGISTRATION # F-14755 PROJECT No.: 688751 DESIGNED: SEQ. No.: 010/020 DATE: 5/17/2022 DRAWN: CHECKED: APPROVED: JAL DM SHEET NO.: PJW PAC CT7 OF CT8 MARK DATE REVISION DESCRIPTION BY www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX CONTRACT DRAWING Digitally signed byPhilip A. CreamerDate: 2022.05.1710:43:18 -04'00'QMD Reviewed05/31/2022 12:14:00 PMBen Sanders, EITSPECIFICATIONS FOR MANUFACTURE AND INSTALLATION OF CON/SPAN® O-SERIES BRIDGE SYSTEMS (CONT'D) IF THE "INSTALLED SPAN MEASUREMENT" EXCEEDS THIS AMOUNT, THE ARCH UNIT SHALL BE LIFTED AND RE-SET UNTIL THE "INSTALLED SPAN MEASUREMENT" MEETS THE LIMITS. 13.8.6. PLACING AND COMPACTING BACKFILL DUMPING FOR BACKFILLING IS NOT ALLOWED ANY NEARER THAN 3'-0" FROM THE BRIDGE LEG. 11. MARKING EACH BRIDGE UNIT SHALL BE CLEARLY MARKED BY WATERPROOF PAINT. THE FOLLOWING SHALL BE SHOWN ON THE INSIDE OF THE VERTICAL LEG OF THE BRIDGE SECTION: BRIDGE SPAN x BRIDGE RISE DATE OF MANUFACTURE NAME OR TRADEMARK OF THE MANUFACTURER 12. INSTALLATION PREPARATION TO ENSURE CORRECT INSTALLATION OF THE PRECAST CONCRETE BRIDGE SYSTEM, CARE AND CAUTION MUST BE EXERCISED IN FORMING THE SUPPORT AREAS FOR BRIDGE UNITS, HEADWALL, AND WINGWALL ELEMENTS. EXERCISING SPECIAL CARE WILL FACILITATE THE RAPID INSTALLATION OF THE PRECAST COMPONENTS. 12.1. FOOTINGS DO NOT OVER EXCAVATE FOUNDATIONS UNLESS DIRECTED BY SITE SOIL ENGINEER TO REMOVE UNSUITABLE SOIL. THE SITE SOILS ENGINEER SHALL CERTIFY THAT THE BEARING CAPACITY MEETS OR EXCEEDS THE FOOTING DESIGN REQUIREMENTS, PRIOR TO THE CONTRACTOR POURING OF THE FOOTINGS. THE BRIDGE UNITS AND WINGWALLS SHALL BE INSTALLED ON EITHER PRECAST OR CAST-IN-PLACE CONCRETE FOOTINGS. THE SIZE AND ELEVATION OF THE FOOTINGS SHALL BE AS DESIGNED BY THE ENGINEER. A KEYWAY SHALL BE FORMED IN THE TOP SURFACE OF THE BRIDGE FOOTING AS SPECIFIED ON THE PLANS. NO KEYWAY IS REQUIRED IN THE WINGWALL FOOTINGS, UNLESS OTHERWISE SPECIFIED ON THE PLANS. THE FOOTINGS SHALL BE GIVEN A SMOOTH FLOAT FINISH AND SHALL REACH A COMPRESSIVE STRENGTH OF 2,000 PSI BEFORE PLACEMENT OF THE BRIDGE AND WINGWALL ELEMENTS. BACKFILLING SHALL NOT BEGIN UNTIL THE FOOTING HAS REACHED THE FULL DESIGN COMPRESSIVE STRENGTH. THE FOOTING SURFACE SHALL BE CONSTRUCTED IN ACCORDANCE WITH GRADES SHOWN ON THE PLANS. WHEN TESTED WITH A 10'-0" STRAIGHT EDGE, THE SURFACE SHALL NOT VARY MORE THAN 1 4" IN 10'-0". IF A PRECAST CONCRETE FOOTING IS USED, THE CONTRACTOR SHALL PREPARE A 4" THICK BASE LAYER OF COMPACTED GRANULAR MATERIAL THE FULL WIDTH OF THE FOOTING PRIOR TO PLACING THE PRECAST FOOTING. THE FOUNDATIONS FOR PRECAST CONCRETE BRIDGE ELEMENTS AND WINGWALLS MUST BE CONNECTED BY REINFORCEMENT TO FORM ONE MONOLITHIC BODY. EXPANSION JOINTS SHALL NOT BE USED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION OF THE FOUNDATIONS PER THE PLANS AND SPECIFICATIONS. 13. INSTALLATION 13.1. GENERAL - THE INSTALLATION OF THE PRECAST CONCRETE ELEMENTS SHALL BE AS EXPLAINED IN THE PUBLICATION CON/SPAN BRIDGE SYSTEMS INSTALLATION HANDBOOK. 13.1.1. LIFTING - IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THAT A CRANE OF THE CORRECT LIFTING CAPACITY IS AVAILABLE TO HANDLE THE PRECAST CONCRETE UNITS. THIS CAN BE ACCOMPLISHED BY USING THE WEIGHTS GIVEN FOR THE PRECAST CONCRETE COMPONENTS AND BY DETERMINING THE LIFTING REACH FOR EACH CRANE UNIT. SITE CONDITIONS MUST BE CHECKED WELL IN ADVANCE OF SHIPPING TO ENSURE PROPER CRANE LOCATION AND TO AVOID ANY LIFTING RESTRICTIONS. THE LIFT ANCHORS OR HOLES PROVIDED IN EACH UNIT ARE THE ONLY MEANS TO BE USED TO LIFT THE ELEMENTS. THE PRECAST CONCRETE ELEMENTS MUST NOT BE SUPPORTED OR RAISED BY OTHER MEANS THAN THOSE GIVEN IN THE MANUALS AND DRAWINGS WITHOUT WRITTEN APPROVAL FROM CONTECH® ENGINEERED SOLUTIONS. 13.1.2. CONSTRUCTION EQUIPMENT WEIGHT RESTRICTIONS - IN NO CASE SHALL EQUIPMENT OPERATING IN EXCESS OF THE DESIGN LOAD (HL-93) BE PERMITTED OVER THE BRIDGE UNITS UNLESS APPROVED BY CONTECH® ENGINEERED SOLUTIONS. 13.1.2.1. IN THE IMMEDIATE AREA OF THE BRIDGE UNITS, THE FOLLOWING RESTRICTIONS FOR THE USE OF HEAVY CONSTRUCTION MACHINERY DURING BACKFILLING OPERATIONS APPLY: NO CONSTRUCTION EQUIPMENT SHALL CROSS THE BARE PRECAST CONCRETE BRIDGE UNIT. AFTER THE COMPACTED FILL LEVEL HAS REACHED A MINIMUM OF 4" OVER THE CROWN OF THE BRIDGE, CONSTRUCTION EQUIPMENT WITH A WEIGHT OF LESS THAN 10 TONS MAY CROSS THE BRIDGE. AFTER THE COMPACTED FILL LEVEL HAS REACHED A MINIMUM OF 1'-0" OVER THE CROWN OF THE BRIDGE, CONSTRUCTION EQUIPMENT WITH A WEIGHT OF LESS THAN 30 TONS MAY CROSS THE BRIDGE. AFTER THE COMPACTED FILL LEVEL HAS REACHED THE DESIGN COVER, OR 2'-0" MINIMUM, OVER THE CROWN OF THE PRECAST CONCRETE BRIDGE, CONSTRUCTION EQUIPMENT WITHIN THE DESIGN LOAD LIMITS FOR THE ROAD MAY CROSS THE PRECAST CONCRETE BRIDGE. 13.2. LEVELING PAD/SHIMS - THE BRIDGE UNITS AND WINGWALLS SHALL BE SET ON HARDBOARD SHIMS CONFORMING TO ASTM D1037 OR PLASTIC SHIMS (DAYTON SUPERIOR P-80, P-81 OR APPROVED EQUAL) MEASURING 5" x 5", MINIMUM, UNLESS SHOWN OTHERWISE ON THE PLANS. A MINIMUM GAP OF 1 BETWEEN THE FOOTING AND THE BOTTOM OF THE BRIDGE'S 2" SHALL BE PROVIDED The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. M A 7 2 : 8 2 2 0 2 7 1 5 / / . I \ \ I \ - - - G W D C N O C O C - 0 1 0 - 1 5 7 8 8 6 - E R P T C A R T N O C S G N W A R D S E R E S O N A P S _ N O C - 0 1 - 1 5 7 8 8 6 \ 1 5 7 8 8 6 \ 0 0 7 8 8 6 \ E V T C A T C E J O R P N L R E M \ I I \ \ : I VERTICAL LEGS OR THE BOTTOM OF THE WINGWALL. ALSO, A SUPPLY OF 1 FOR VARIOUS SHIMMING PURPOSES SHALL BE ON SITE. 13.3. PLACEMENT OF BRIDGE UNITS - THE BRIDGE UNITS SHALL BE 8" THICK HARDBOARD OR PLASTIC SHIMS 2" AND 1 4", 1 PLACED AS SHOWN ON THE ENGINEER'S PLAN DRAWINGS. SPECIAL CARE SHALL BE TAKEN IN SETTING THE ELEMENTS TO THE TRUE LINE AND GRADE. THE JOINT WIDTH BETWEEN ADJACENT PRECAST UNITS SHALL NOT EXCEED 3 4". 13.4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN THE STRUCTURE SPAN DURING ALL PHASES OF INSTALLATION. DUE TO THE ARCH SHAPE, BRIDGE ELEMENTS WILL TEND TO SPREAD UNDER SELF-WEIGHT. IT IS IMPERATIVE THAT ANY LATERAL SPREADING OF THE BRIDGE ELEMENTS BE AVOIDED DURING AND AFTER THEIR PLACEMENT. GENERALLY, HORIZONTAL CABLE TIES OR TIE RODS ARE SHIPPED IN THE LARGER BRIDGE ELEMENTS TO ASSIST IN PREVENTING THIS SPREADING. CABLE TIES/TIE RODS SHALL NOT BE REMOVED UNTILL BRIDGE UNITS ARE GROUTED AND GROUT HAS CURED. IT IS RECOMMENDED THAT TEMPORARY HARDWOOD BLOCKS BE USED IN CONJUNCTION WITH THE CABLE TIES/TIE RODS TO MAINTAIN SPAN. IF, HOWEVER, DUE TO SITE RESTRICTIONS, THESE CABLE TIES/TIE RODS MUST BE REMOVED PRIOR TO PLACEMENT OF THE BRIDGE ELEMANTS, THE CONTRACTOR MUST NOTIFY CONTECH (MANUFACTURER) AND REQUEST A SUGGESTED INSTALLATION PROCEDURE. IN ADDITION, IF THE CABLE TIES/TIE RODS MUST BE REMOVED PRIOR TO SETTING ARCH UNITS, THE FOLLOWING QUALITY CONTROL PROCEDURE MUST BE FOLLOWED: 1) FIND "MEASURED SPAN" UPON ARCH UNIT'S DELIVERY TO SITE, PRIOR TO LIFTING FROM TRUCK AND REMOVING CABLE TIES/TIE RODS. "MEASURED SPAN" SHALL BE THE AVERAGE OF (3) SPAN MEASUREMENTS ALONG THE LAY LENGTH OF THE ARCH UNIT. 2) AFTER SETTING OF BRIDGE UNIT ON THE FOUNDATION, VERIFY THE SPAN. THIS "INSTALLED SPAN MEASUREMENT" SHALL NOT EXCEED THE MAXIMUM OF: A) THE NOMINAL SPAN +1 B) THE "MEASURED SPAN" 2" OR 13.5. PLACEMENT OF WINGWALLS, HEADWALLS AND FOUNDATION UNITS - THE WINGWALLS, HEADWALLS AND FOUNDATIONS SHALL BE PLACED AS SHOWN ON THE PLAN DRAWINGS. SPECIAL CARE SHALL BE TAKEN IN SETTING THE ELEMENTS TO THE TRUE LINE AND GRADE. 13.6. JOINT PROTECTION AND SUBSURFACE DRAINAGE 8" x 8" PREFORMED BITUMINOUS JOINT SEALANT AND A MINIMUM OF 13.6.1. EXTERNAL PROTECTION OF JOINTS - THE BUTT JOINT MADE BY TWO ADJOINING BRIDGE UNITS SHALL BE COVERED WITH A 7 13 A 9" WIDE JOINT WRAP. THE SURFACE SHALL BE FREE OF DIRT BEFORE APPLYING THE JOINT MATERIAL. A PRIMER COMPATIBLE WITH THE JOINT WRAP TO BE USED SHALL BE APPLIED FOR A MINIMUM WIDTH OF 9" ON EACH SIDE OF THE JOINT. THE EXTERNAL WRAP SHALL BE CS212 BY CONCRETE SEALANTS INC., EZ-WRAP RUBBER BY PRESS-SEAL GASKET CORPORATION, SEAL WRAP BY MAR MAC MANUFACTURING CO. INC. OR APPROVED EQUAL. THE JOINT SHALL BE COVERED CONTINUOUSLY FROM THE BOTTOM OF ONE BRIDGE SECTION LEG, ACROSS THE TOP OF THE BRIDGE AND TO THE OPPOSITE BRIDGE SECTION LEG. ANY LAPS THAT RESULT IN THE JOINT WRAP SHALL BE A MINIMUM OF 6" LONG WITH THE OVERLAP RUNNING DOWNHILL. 13.6.2. IN ADDITION TO THE JOINTS BETWEEN BRIDGE UNITS, THE JOINT BETWEEN THE END BRIDGE UNIT AND THE HEADWALL SHALL ALSO BE SEALED AS DESCRIBED ABOVE. IF PRECAST WINGWALLS ARE USED, THE JOINT BETWEEN THE END BRIDGE UNIT AND THE WINGWALL SHALL BE SEALED WITH A 2'-0" STRIP OF FILTER FABRIC. ALSO, IF LIFT HOLES ARE FORMED IN THE BRIDGE UNITS, THEY SHALL BE PRIMED AND COVERED WITH A 9" x 9" SQUARE OF JOINT WRAP. 13.6.3. DURING THE BACKFILLING OPERATION, CARE SHALL BE TAKEN TO KEEP THE JOINT WRAP IN ITS PROPER LOCATION OVER THE JOINT. 13.6.4. SUBSOIL DRAINAGE SHALL BE AS DIRECTED BY THE ENGINEER. 13.7. GROUTING 13.7.1. GROUTING SHALL NOT BE PERFORMED WHEN TEMPERATURES ARE EXPECTED TO GO BELOW 35° FOR A PERIOD OF 72 HOURS. GROUTING SHOULD BE COMPLETED AS SOON AS PRACTICAL AFTER PRECAST ARCHES HAVE BEEN INSTALLED. FILL THE BRIDGE-FOUNDATION KEYWAY WITH CEMENT GROUT (PORTLAND CEMENT AND WATER OR CEMENT MORTAR COMPOSED OF PORTLAND CEMENT, SAND AND WATER) WITH A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3000 PSI. VIBRATE AS REQUIRED TO ENSURE THAT THE ENTIRE KEY AROUND THE BRIDGE ELEMENT IS COMPLETELY FILLED. IF BRIDGE ELEMENTS HAVE BEEN SET WITH TEMPORARY TIES (CABLES, BARS, ETC.) GROUT MUST ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI BEFORE TIES MAY BE REMOVED. 13.7.2. 13.7.3. ALL GROUT SHALL HAVE A MAXIMUM AGGREGATE SIZE OF ¼". LIFTING AND ERECTION ANCHOR RECESSES SHALL BE FILLED WITH GROUT. 13.7.4. AFTER GROUT HAS REACHED ITS DESIGN STRENGTH THE TEMPORARY HARDWOOD WEDGES SHALL BE REMOVED AND THEIR HOLES FILLED WITH GROUT. 13.8. BACKFILL 13.8.1. DO NOT PERFORM BACKFILLING DURING WET OR FREEZING WEATHER. 13.8.2. NO BACKFILL SHALL BE PLACED AGAINST ANY STRUCTURAL ELEMENTS UNTIL THEY HAVE BEEN APPROVED BY THE ENGINEER. 13.8.3. BACKFILL SHALL BE CONSIDERED AS ALL REPLACED EXCAVATION AND NEW EMBANKMENT ADJACENT TO THE PRECAST CONCRETE ELEMENTS. THE PROJECT CONSTRUCTION AND MATERIAL SPECIFICATIONS, WHICH INCLUDE THE SPECIFICATIONS FOR EXCAVATION FOR STRUCTURES AND ROADWAY EXCAVATION AND EMBANKMENT CONSTRUCTION, SHALL APPLY EXCEPT AS MODIFIED IN THIS SECTION. 13.8.4. BACKFILL ZONES: IN-SITU SOIL ZONE A: CONSTRUCTED EMBANKMENT OR OVERFILL. ZONE B: FILL THAT IS DIRECTLY ASSOCIATED WITH PRECAST CONCRETE BRIDGE INSTALLATION. ZONE C: ROAD STRUCTURE. 13.8.5. REQUIRED BACKFILL PROPERTIES 13.8.5.1. IN-SITU SOIL - NATURAL GROUND IS TO BE SUFFICIENTLY STABLE TO ALLOW EFFECTIVE SUPPORT TO THE PRECAST CONCRETE BRIDGE UNITS. AS A GUIDE, THE EXISTING NATURAL GROUND SHOULD BE OF SIMILAR QUALITY AND DENSITY TO ZONE B MATERIAL FOR MINIMUM LATERAL DIMENSION OF ONE BRIDGE SPAN OUTSIDE OF THE BRIDGE FOOTING. 13.8.5.2. ZONE A - ZONE A REQUIRES FILL MATERIAL WITH SPECIFICATIONS AND COMPACTING PROCEDURES EQUAL TO THAT FOR NORMAL ROAD EMBANKMENTS. 13.8.5.3. ZONE B - GENERALLY, SOILS SHALL BE REASONABLY FREE OF ORGANIC MATTER, AND, NEAR CONCRETE SURFACES, FREE OF STONES LARGER THAN 3" IN DIAMETER SEE CHARTS FOR DETAILED DESCRIPTIONS OF ACCEPTABLE SOILS. 13.8.5.4. ZONE C - ZONE C IS THE ROAD SECTION OF GRAVEL, ASPHALT OR CONCRETE BUILT IN COMPLIANCE WITH LOCAL ENGINEERING PRACTICES. 13.8.5.5. GEOTECHNICAL ENGINEER SHALL REVIEW GRADATIONS OF ALL INTERFACING MATERIALS AND, IF NECESSARY, RECOMMEND GEOTEXTILE FILTER FABRIC (PROVIDED BY CONTRACTOR) ACCEPTABLE SOILS FOR USE IN ZONE B BACKFILL TYPICAL USCS MATERIALS AASHTO GROUP AASHTO SUBGROUP PERCENT PASSING US SIEVE NO. CHARACTER OF FRACTION PASSING NO. 40 SIEVE #10 #40 #200 LIQUID LIMIT PLASTICITY INDEX SOIL DESRIPTION GW, GP, SP A-1a 50 MAX 30 MAX 15 MAX GM, SW, SP, SM GM, SM, ML, SP, GP SC, GC, GM SP, SM, SW ML, SM, SC A1 A2 A3 A4 A-1b A-2-4 A-2-5 50 MAX 25 MAX 35 MAX 35 MAX 40 MAX 10 MAX 41 MIN 10 MAX 6 MAX 6 MAX LARGELY GRAVEL BUT CAN INCLUDE SAND AND FINES GRAVELLY SAND OR GRADED SAND, MAY INCLUDE FINES SANDS, GRAVELS WITH LOW- PLASTICITY SILT FINES SANDS, GRAVELS WITH PLASTIC SILT FINES 51 MIN 10 MAX NON- PLASTIC FINE SANDS 36 MIN 40 MAX 10 MAX LOW-COMPRESSIBILTY SILTS C C FINISHED GRADE L L F I T H G E H I A B TO ROADWAY BASE/ FINISH GRADE OR 2'-0" MIN. B " 4 '- 0 M I N LIMITS OF CRITICAL BACKFILL ZONE B A IN-SITU SOIL THE FILL MUST BE PLACED AND COMPACTED IN LAYERS NOT EXCEEDING 8". THE MAXIMUM DIFFERENCE IN THE SURFACE LEVELS OF THE FILL ON OPPOSITE SIDES OF THE BRIDGE MUST NOT EXCEED 2'-0". THE FILL BEHIND WINGWALLS MUST BE PLACED AT THE SAME TIME AS THAT OF THE BRIDGE FILL. IT MUST BE PLACED IN PROGRESSIVELY PLACED HORIZONTAL LAYERS NOT EXCEEDING 8" PER LAYER. IN-SITU SOIL THE BACKFILL OF ZONE B SHALL BE COMPACTED TO A MINIMUM DENSITY OF 95% OF THE STANDARD PROCTOR, AS REQUIRED BY AASHTO T-99. SOIL WITHIN 1'-0" OF CONCRETE SURFACES SHALL BE HAND-COMPACTED. ELSEWHERE, USE OF ROLLERS IS ACCEPTABLE. IF VIBRATING ROLLER-COMPACTORS ARE USED, THEY SHALL NOT BE STARTED OR STOPPED WITHIN ZONE B AND THE VIBRATION FREQUENCY SHOULD BE AT LEAST 30 REVOLUTIONS PER SECOND. THE BACKFILL MATERIAL AND COMPACTING BEHIND WINGWALLS SHALL SATISFY THE CRITERIA FOR THE BRIDGE BACKFILL, ZONE B. BACKFILL AGAINST A WATERPROOFED SURFACE SHALL BE PLACED CAREFULLY TO AVOID DAMAGE TO THE WATERPROOFING MATERIAL. 13.8.7. BRIDGE UNITS FOR FILL HEIGHTS OVER 12 FEET (AS MEASURED FROM TOP CROWN OF BRIDGE TO FINISHED GRADE), NO BACKFILLING MAY BEGIN UNTIL A BACKFILL COMPACTION TESTING PLAN HAS BEEN COORDINATED WITH AND APPROVED BY CONTECH® ENGINEERED SOLUTIONS. 13.8.8. WINGWALLS BACKFILL IN FRONT OF WINGWALLS SHALL BE CARRIED TO GROUND LINES SHOWN IN THE PLANS. 13.8.9. MONITORING THE CONTRACTOR SHALL CHECK SETTLEMENTS AND HORIZONTAL DISPLACEMENT OF FOUNDATION TO ENSURE THAT THEY ARE WITHIN THE ALLOWABLE LIMIT PROVIDED BY THE ENGINEER. THESE MEASUREMENTS SHOULD GIVE AN INDICATION OF THE SETTLEMENTS AND DEFORMATIONS ALONG THE LENGTH OF THE FOUNDATIONS. THE FIRST MEASUREMENT SHOULD TAKE PLACE AFTER THE ERECTION OF ALL PRECAST BRIDGE SYSTEM ELEMENTS, A SECOND AFTER COMPLETION OF BACKFILLING, AND A THIRD BEFORE OPENING OF THE BRIDGE TO TRAFFIC. FURTHER MEASUREMENTS MAY BE MADE ACCORDING TO LOCAL CONDITIONS. SPAN FILL HEIGHT ≤ 24'-0" ≤ 24'-0" > 24'-0" ≥ 12'-0" < 12'-0" ALL ACCEPTABLE MATERIAL INSIDE ZONE B A1, A3 A1, A2, A3, A4 A1, A3 BACKFILL REQUIREMENTS VARIES BY ANCHOR TYPE A= 3'-2" B= 4'-1" C= 5'-1" D= 6'-1" E= 7'-1" F= 8'-1" 1'-0" MIN. FINISHED GRADE COMPACTED MATERIAL (SAME AS UNIT BACKFILL) " 0 - ' 1 PRECAST WINGWALL LIMITS OF EXCAVATION ZONE A LIMITS OF CRITICAL BACKFILL ZONE (C.B.Z.) WINGWALL FOOTING (BY OTHERS) IN-SITU SOIL GROUT WALL BACKFILL REQUIREMENTS VARIES SEE FABRICATION DRAWINGS TIE RODS MARK DATE REVISION DESCRIPTION BY www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX CONTRACT DRAWING STILLWATER CAPITAL DOUBLE CREEK PHASE 2 AUSTIN, TEXAS FIRM NAME - CONTECH ENGINEERED SOLUTIONS LLC REGISTRATION # F-14755 PROJECT No.: 688751 DESIGNED: SEQ. No.: 010/020 DATE: 5/17/2022 DRAWN: CHECKED: APPROVED: JAL DM SHEET NO.: PJW PAC CT8 OF CT8 Digitally signed by PhilipA. CreamerDate: 2022.05.1710:43:32 -04'00'QMD Reviewed05/31/2022 12:14:05 PMBen Sanders, EIT(cid:1)(cid:17)K(cid:2)(cid:5)(cid:12)LLM(cid:7)(cid:5)(cid:4)(cid:10)(cid:16)N(cid:16)(cid:6)(cid:0)O(cid:13)L(cid:4)(cid:16)(cid:19)(cid:10)(cid:4)(cid:4)(cid:20)(cid:16)(cid:15)(cid:3)(cid:16)PK(cid:15)(cid:10)(cid:0)Q(cid:4)(cid:19)(cid:5)(cid:2)KPRSRPTS(cid:7)O(cid:2)K(cid:6)(cid:10)(cid:7)M(cid:12)(cid:8)(cid:18)(cid:2)K(cid:15)L(cid:7)(cid:8)(cid:2)(cid:4)(cid:5)KTU(cid:16)(cid:13)(cid:10)(cid:12)(cid:6)(cid:18)(cid:4)(cid:16)(cid:6)(cid:4)(cid:5)(cid:7)(cid:12)L(cid:2)(cid:9)(cid:6)M(cid:18)V(cid:16)WXWYXPRPPV(cid:16)(cid:7)L(cid:14)(cid:2)(cid:0)(cid:8)(cid:16)(cid:18)L(cid:0)(cid:11)(cid:4)(cid:10) (cid:2) (cid:15) SP R P Y SR Y \ U (cid:19) (cid:16) (cid:0) (cid:1) \ Y (cid:2) (cid:3) (cid:4) (cid:4) (cid:5) T W (cid:6) (cid:7) (cid:5) (cid:4) (cid:16)(cid:17) W XW R XP R P P (cid:7) (cid:15) (cid:15) (cid:10) (cid:0) (cid:11) (cid:4) (cid:6) (cid:16)(cid:13) (cid:14) (cid:16)(cid:17) L (cid:7) (cid:10) (cid:19) (cid:3) (cid:4) (cid:19) (cid:20) (cid:4) (cid:6) (cid:16)(cid:13) (cid:14) (cid:16)(cid:17) (cid:7) (cid:18) XQ^ (cid:6) (cid:4) (cid:2) (cid:12)(cid:18) (cid:8) (cid:16)(cid:13) (cid:14) (cid:16)(cid:17) (cid:7) (cid:18) XQ^ (cid:30)(cid:22)(cid:29)(cid:21)$ GHIJ (cid:25)(cid:26)(cid:26)(cid:27) (cid:21)(cid:22)(cid:23)(cid:22)(cid:24) $(cid:29)!(cid:22)(cid:29)$$’(cid:22)(cid:29)! 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%$(cid:23)$(cid:24)(cid:28)&"$(cid:29) (cid:21)(cid:28)(cid:29)(cid:30)(cid:31)(cid:24) (cid:22)(cid:29)! &’(cid:28)($(cid:21) "#(cid:29)#!$"$(cid:29) (cid:27)(cid:25)(cid:25))*(cid:30)+,-./01-*&2/34*(cid:30),5-0*678 **#,1-594* 0:;1**<=<)(cid:27) &.+90>*?(cid:27)(cid:25)6@*=(cid:26)(cid:26)A878(cid:25)**B;:>*?(cid:27)(cid:25)6@*=(cid:26)(cid:26)A87(cid:27)(cid:27) B5CD*’0E51-C;-5+9*(cid:29)+F*BA<=7 (cid:2)(cid:5)(cid:12)LLM(cid:7)(cid:5)(cid:4)(cid:10)S(cid:6)(cid:0)O(cid:13)L(cid:4)(cid:16)(cid:19)(cid:10)(cid:4)(cid:4)(cid:20)(cid:16)(cid:15)(cid:3)(cid:7)(cid:2)(cid:4)(cid:16)P YRURY(cid:16)(cid:13)(cid:10)(cid:4)ZZ(cid:7)(cid:16)L(cid:8)(cid:9)(cid:16)(cid:7)O(cid:2)(cid:5)(cid:12)(cid:8)V(cid:16)(cid:5)[(cid:16)\U\]U (cid:13)(cid:10)(cid:12)(cid:6)(cid:18)(cid:4)(cid:16)(cid:15)L(cid:7)(cid:8) (cid:8)(cid:0)(cid:9) (cid:6)(cid:7)(cid:5)(cid:4) (cid:10)(cid:4)(cid:11)(cid:12)(cid:2)(cid:12)(cid:0)(cid:8) (cid:13)(cid:14) _(cid:17)K‘abccdeafg(cid:16)N(cid:16)hijkcf(cid:16)lgffm(cid:16)no(cid:16)PK(cid:15)gipfla‘KPRSRPTSej‘K(cid:6)gedbqr‘K(cid:15)ceq‘faKTU(cid:16)(cid:13)(cid:10)(cid:12)(cid:6)(cid:18)(cid:4)(cid:16)(cid:6)(cid:4)(cid:5)(cid:7)(cid:12)L(cid:2)(cid:9)hdrV(cid:16)WXWYXPRPP(cid:16)YP(cid:17)RR(cid:17)Ys(cid:16)(cid:15)^V(cid:16)^M(cid:11) (cid:1)(cid:17)K(cid:2)(cid:5)(cid:12)LLM(cid:7)(cid:5)(cid:4)(cid:10)(cid:16)N(cid:16)(cid:6)(cid:0)O(cid:13)L(cid:4)(cid:16)(cid:19)(cid:10)(cid:4)(cid:4)(cid:20)(cid:16)(cid:15)(cid:3)(cid:16)PK(cid:15)(cid:10)(cid:0)Q(cid:4)(cid:19)(cid:5)(cid:2)KPRSRPTS(cid:7)O(cid:2)K(cid:6)(cid:10)(cid:7)M(cid:12)(cid:8)(cid:18)(cid:2)K(cid:15)L(cid:7)(cid:8)(cid:2)(cid:4)(cid:5)KTU(cid:16)(cid:13)(cid:10)(cid:12)(cid:6)(cid:18)(cid:4)(cid:16)(cid:6)(cid:4)(cid:5)(cid:7)(cid:12)L(cid:2)(cid:9)(cid:6)M(cid:18)V(cid:16)WXWYXPRPPV(cid:16)(cid:7)L(cid:14)(cid:2)(cid:0)(cid:8)(cid:16)(cid:18)L(cid:0)(cid:11)(cid:4)(cid:10) (cid:2) (cid:15) SP R P Y SR Y \ U (cid:19) (cid:16) (cid:0) (cid:1) \ Y (cid:2) (cid:3) (cid:4) (cid:4) (cid:5) T T (cid:6) (cid:7) (cid:5) (cid:4) (cid:16)(cid:17) W XW R XP R P P (cid:7) (cid:15) (cid:15) (cid:10) (cid:0) (cid:11) (cid:4) (cid:6) (cid:16)(cid:13) (cid:14) (cid:16)(cid:17) L (cid:7) (cid:10) (cid:19) (cid:3) (cid:4) (cid:19) (cid:20) (cid:4) (cid:6) (cid:16)(cid:13) (cid:14) (cid:16)(cid:17) (cid:7) (cid:18) XQ^ (cid:6) (cid:4) (cid:2) (cid:12)(cid:18) (cid:8) (cid:16)(cid:13) (cid:14) (cid:16)(cid:17) (cid:7) (cid:18) XQ^ (cid:30)(cid:22)(cid:29)(cid:21)$ GHIJ (cid:25)(cid:26)(cid:26)(cid:27) (cid:21)(cid:22)(cid:23)(cid:22)(cid:24) $(cid:29)!(cid:22)(cid:29)$$’(cid:22)(cid:29)! 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%$(cid:23)$(cid:24)(cid:28)&"$(cid:29) (cid:21)(cid:28)(cid:29)(cid:30)(cid:31)(cid:24) (cid:22)(cid:29)! &’(cid:28)($(cid:21) "#(cid:29)#!$"$(cid:29) (cid:27)(cid:25)(cid:25))*(cid:30)+,-./01-*&2/34*(cid:30),5-0*678 **#,1-594* 0:;1**<=<)(cid:27) &.+90>*?(cid:27)(cid:25)6@*=(cid:26)(cid:26)A878(cid:25)**B;:>*?(cid:27)(cid:25)6@*=(cid:26)(cid:26)A87(cid:27)(cid:27) B5CD*’0E51-C;-5+9*(cid:29)+F*BA<=7 (cid:2)(cid:5)(cid:12)LLM(cid:7)(cid:5)(cid:4)(cid:10)S(cid:6)(cid:0)O(cid:13)L(cid:4)(cid:16)(cid:19)(cid:10)(cid:4)(cid:4)(cid:20)(cid:16)(cid:15)(cid:3)(cid:7)(cid:2)(cid:4)(cid:16)P YRURY(cid:16)(cid:13)(cid:10)(cid:4)ZZ(cid:7)(cid:16)L(cid:8)(cid:9)(cid:16)(cid:7)O(cid:2)(cid:5)(cid:12)(cid:8)V(cid:16)(cid:5)[(cid:16)\U\]U (cid:13)(cid:10)(cid:12)(cid:6)(cid:18)(cid:4)(cid:16)(cid:15)L(cid:7)(cid:8) (cid:8)(cid:0)(cid:9) (cid:6)(cid:7)(cid:5)(cid:4) (cid:10)(cid:4)(cid:11)(cid:12)(cid:2)(cid:12)(cid:0)(cid:8) (cid:13)(cid:14) ‘(cid:17)Kabcddefbgh(cid:16)N(cid:16)ijkldg(cid:16)mhggn(cid:16)op(cid:16)PK(cid:15)hjqgmbaKPRSRPTSfkaK(cid:6)hfecrsaK(cid:15)dfragbKTU(cid:16)(cid:13)(cid:10)(cid:12)(cid:6)(cid:18)(cid:4)(cid:16)(cid:6)(cid:4)(cid:5)(cid:7)(cid:12)L(cid:2)(cid:9)iesV(cid:16)WXWYXPRPP(cid:16)YP(cid:17)RR(cid:17)Pt(cid:16)(cid:15)^V(cid:16)^M(cid:11) (cid:1)(cid:17)K(cid:2)(cid:5)(cid:12)LLM(cid:7)(cid:5)(cid:4)(cid:10)(cid:16)N(cid:16)(cid:6)(cid:0)O(cid:13)L(cid:4)(cid:16)(cid:19)(cid:10)(cid:4)(cid:4)(cid:20)(cid:16)(cid:15)(cid:3)(cid:16)PK(cid:15)(cid:10)(cid:0)Q(cid:4)(cid:19)(cid:5)(cid:2)KPRSRPTS(cid:7)O(cid:2)K(cid:6)(cid:10)(cid:7)M(cid:12)(cid:8)(cid:18)(cid:2)K(cid:15)L(cid:7)(cid:8)(cid:2)(cid:4)(cid:5)KTU(cid:16)(cid:13)(cid:10)(cid:12)(cid:6)(cid:18)(cid:4)(cid:16)(cid:6)(cid:4)(cid:5)(cid:7)(cid:12)L(cid:2)(cid:9)(cid:6)M(cid:18)V(cid:16)WXWYXPRPPV(cid:16)(cid:7)L(cid:14)(cid:2)(cid:0)(cid:8)(cid:16)(cid:18)L(cid:0)(cid:11)(cid:4)(cid:10) (cid:2) (cid:15) SP R P Y SR Y \ U (cid:19) (cid:16) (cid:0) (cid:1) \ Y (cid:2) (cid:3) (cid:4) (cid:4) (cid:5) T \ (cid:6) (cid:7) (cid:5) (cid:4) (cid:16)(cid:17) W XW R XP R P P (cid:7) (cid:15) (cid:15) (cid:10) (cid:0) (cid:11) (cid:4) (cid:6) (cid:16)(cid:13) (cid:14) (cid:16)(cid:17) L (cid:7) (cid:10) (cid:19) (cid:3) (cid:4) (cid:19) (cid:20) (cid:4) (cid:6) (cid:16)(cid:13) (cid:14) (cid:16)(cid:17) (cid:7) (cid:18) XQ^ (cid:6) (cid:4) (cid:2) (cid:12)(cid:18) (cid:8) (cid:16)(cid:13) (cid:14) (cid:16)(cid:17) (cid:7) (cid:18) XQ^ (cid:30)(cid:22)(cid:29)(cid:21)$ GHIJ (cid:25)(cid:26)(cid:26)(cid:27) (cid:21)(cid:22)(cid:23)(cid:22)(cid:24) $(cid:29)!(cid:22)(cid:29)$$’(cid:22)(cid:29)! 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%$(cid:23)$(cid:24)(cid:28)&"$(cid:29) (cid:21)(cid:28)(cid:29)(cid:30)(cid:31)(cid:24) (cid:22)(cid:29)! &’(cid:28)($(cid:21) "#(cid:29)#!$"$(cid:29) (cid:27)(cid:25)(cid:25))*(cid:30)+,-./01-*&2/34*(cid:30),5-0*678 **#,1-594* 0:;1**<=<)(cid:27) &.+90>*?(cid:27)(cid:25)6@*=(cid:26)(cid:26)A878(cid:25)**B;:>*?(cid:27)(cid:25)6@*=(cid:26)(cid:26)A87(cid:27)(cid:27) B5CD*’0E51-C;-5+9*(cid:29)+F*BA<=7 (cid:2)(cid:5)(cid:12)LLM(cid:7)(cid:5)(cid:4)(cid:10)S(cid:6)(cid:0)O(cid:13)L(cid:4)(cid:16)(cid:19)(cid:10)(cid:4)(cid:4)(cid:20)(cid:16)(cid:15)(cid:3)(cid:7)(cid:2)(cid:4)(cid:16)P YRURY(cid:16)(cid:13)(cid:10)(cid:4)ZZ(cid:7)(cid:16)L(cid:8)(cid:9)(cid:16)(cid:7)O(cid:2)(cid:5)(cid:12)(cid:8)V(cid:16)(cid:5)[(cid:16)\U\]U (cid:13)(cid:10)(cid:12)(cid:6)(cid:18)(cid:4)(cid:16)(cid:6)(cid:4)(cid:5)(cid:7)(cid:12)L(cid:2) (cid:8)(cid:0)(cid:9) (cid:6)(cid:7)(cid:5)(cid:4) (cid:10)(cid:4)(cid:11)(cid:12)(cid:2)(cid:12)(cid:0)(cid:8) (cid:13)(cid:14) _(cid:17)K‘abccdeafg(cid:16)N(cid:16)hijkcf(cid:16)lgffm(cid:16)no(cid:16)PK(cid:15)gipfla‘KPRSRPTSej‘K(cid:6)gedbqr‘K(cid:15)ceq‘faKTU(cid:16)(cid:13)(cid:10)(cid:12)(cid:6)(cid:18)(cid:4)(cid:16)(cid:6)(cid:4)(cid:5)(cid:7)(cid:12)L(cid:2)(cid:9)hdrV(cid:16)WXWYXPRPP(cid:16)YP(cid:17)RR(cid:17)Ws(cid:16)(cid:15)^V(cid:16)^M(cid:11)