DGM User: FBT 17230 ACAD Rel 19.08 (LMS Tech) 4/5/2017 11:18:41 AM FORT BEND GRAND PARKWAY TOLL ROAD AUTHORITY CONSTRUCTION PLANS FOR BRAZOS RIVER SH99 DRILLED SHAFT WALL PROJECT SITE LAT. 29.5828 LON. -95.6782 PROJECT LOCATION . Jim.- PROJECT LOCATION VICINITY MAP N.T.S. N.T.S. JULY 2017 . FREESE I 2NICH0LS Digitally signed 10497 07/07/2017 by FNI O3 agisgto6nog::xo:nd77002u4ntry 0y, I 03 Date: Phone (713) 600?6800 2017.07.07 FOX (713) 600?6801 11::0047_05l00l Freese 0nd Nichols, Inc. Texas Registered Engineering Firm FBT1723O Date: Jul 101/ 6:190m User: pOb I'lle: 3V8EINEIO teu3 qod :Jesn LIOZ 39100 0 0 ?bugmon I uo Lpug 81 33V08 0>Id 0333 80 ?eloos ?1eeqs sun oug 3,0u 4 uo A8 3iV0 HWVN 33H (133mg 8Vd 03MO3H0 NMV80 80W 8Vd LLOZ mm OQZLL183 80? 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A83A3 3o 3H1 1V 0300HS '03883Al8 3H1 3o AEIA808 0330mm 323 0300H8 anoos '8 0NV A 0N008V 0NV 0N008V 80008 803 38 180W NI 8V 8 0333 80 83.L3V 333003H08 0333 80 308VH0808 .LON 00 803 833 c > 0018 NI c 33> 0380c 08c 03/\08ddV NI 03> 8Vd 38 33VH8 33V 8 33V 0NV 030N33 38 33VH8 V38V CI. 83338 N0 8V 38 33VH8 V38V 0NV 30 330 NV 38 33VH8 38 33VH8 0NV 3303 33V '80000 8300 33 88 ANV 30 0NV W083 833 88 83080 NI 0NV . .N3Wdl003 38 33VH8 802V88 30VNIV80 W083 0NV ?83303 OJ. 83808V3W 80 80008VZVH 8O 8. .00008c 30 N0 . .0330d ANV 803 '83308 3V83033 0NV A8 8V .LN3WI038 0NV 33V 803 38 33VH8 033 3 NI 0N003 80 ANV 30 33VH8 380338 30 0NV N0 . .0330d 83.LVNI 0NV 8MV3 338V0 3ddV 33V 33VH8 0NV 8V38V 3 088 ?33l3 W083 0N03 0NV W083 3808N3 OJ. 33VH8 0NV 33 3 ?_L03f?08d 30 33V NI 33VH8 N0 8V 38038 0NV i088 03808088 38 33VH8 03808088 33V A8 03 3 83/\ 38 33VH8 33V 33 338 803 38V NI 8311.38 80 30 3WV8 30V3d38 33VH8 80 38V A8 03808X3 80 0388080 33V 30 803 38 33VH8 8V 8 03033N 8V 83.L3V 3N0 8833 .LON 3O 00 83d 803 38 33VH8 33V 8 30NV08000V NI 03033838 38 33VH8 038801.8I0 38V 8V38V A88V80 33V 83.L3V 80 3V003 030V3d38 38 33VH8 03880_ _8 0 38V ?83/\00 0N0080 33V 30NV08000V NI 03/\O8ddV NV .LV 0NV ?338808 0388080 0NV 038V330 33V 30 38088 0 33VH8 W083 03W80383d 38 33VH8 ON 803 8833N0 8338i 33V 33VH8 '080038 30 8O 330_ . 0NV80 0N38 .L803 W083 3V/\08ddV 80l8c 8O 38 .LON 33VH8 0NV 9 9 383i0N 3V83N30 33003H08 338V0 3c dV 33/\33 V38 NV3W 803 03088 83.L3WVIO . .333 HOV3 30V3 HOV3 HOV3 OJ. HON38 S/n dAi VLS 1H8 H08 19x3 33 M3 33 v3 3 8/0 ??vm ONOO 3/0 we X08c c V 83.LV3 .LV 03088 38 0NV 8 803 03088 38 0NV 803 08 08 08 .LN38800 08L 08 08 3.LVO 03 38V 0300030 33V 08L LL 08L 0L 08L 6 7? 0333 80 8 0333 80 A 0333 80 9 33 308c 0NV 300 88 9 308IN00 0NV V38V JV 3V83N30 3V80 008i8 CZ 80N3033 7? 83i0N 3V83N30 83A00 I N0 . .d 80830 .L33H8 LLOZ Inf? 3V8EINZ-IO 381388 80N3033 7? 83.LON 3V83N30 3.L00AV3 (qoei 98 avov I 3813 qod uesn TWIST: Office: LAYOUT: STRUCTURAL GENERAL NOTES Usen pOb LTS: 1 STRUCTURAL GENERAL ACAD Rel 20.03 (LMS Tech) GENERAL NOTES 1. DESIGN IS IN ACCORDANCE WITH ASCE 7?10 AND ACI 318?14. 1 Jul 07, 2017 10:220m SANDS. FIELD VERIFY ELEVATION OF DENSE SANDS. TEST PROGRAM SHALL VERIFY IN SITU CAPACITY OF AT LEAST 5 ANCHORS. TESTING SHALL BE IN ACCORDANCE WITH ANCHOR MANUFACTURER AND SIGNED BY A LICENSED PROFESSIONAL ENGINEER. QE 2. REMOVE ALL ABANDONED FOUNDATIONS, UTILITIES, PIPELINES, ETC. THAT INTERFERE WITH NEW SUBMIT TESTING PROGRAM FOR REVIEW. 51E CONSTRUCTION. 3. FIELD VERIFY ALL EXISTING CONDITIONS, INCLUDING LOCATION AND DIMENSIONS OF ALL EXISTING CONSTRUCTION AND UTILITIES. NOTIFY ENGINEER IF THERE IS A CONFLICT BETWEEN THE gm CONTRACT DOCUMENTS AND EXISTING CONDITIONS BEFORE PROCEEDING WITH WORK. PROVIDE 85 EXCAVATION SHORING TO PROTECT AND SUPPORT FOUNDATION SOILS UNDER EXISTING STRUCTURES. 3:33 4. THE STRUCTURE IS DESIGNED FOR STABILITY IN THE FINAL CONDITION ONLY. PROVIDE TEMPORARY T: BRACING AND SHORING AS REQUIRED FOR STABILITY DURING CONSTRUCTION. DN HOLD 3; 5. PLANS, SECTIONS, AND DETAILS ARE NOT TO BE SCALED FOR DETERMINATION OF QUANTITIES, OR FIT OF MATERIALS. Ill 6. THE GENERAL NOTES AND TYPICAL DETAILS ARE GENERAL AND APPLY TO THE ENTIRE PROJECT mg EXCEPT WHERE THERE ARE SPECIFIC INDICATIONS TO THE CONTRARY. (68) 5.5FT DIAMETER SECONDARY DRILLED SHAFT A ESTIMATED QUANTITIES WALL A EAST CAP BEAM ESTIMATED QUANTITIES u: CONCRETE :2 ?1?88 BAR NO. SIZE LENGTH WEIGHT BAR NO. SIZE LENGTH WEIGHT 8 ggulag 1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AND GLASS AS FOLLOWS: 13 ?g A. DRILLED SHAFTS (SECONDARY): 4,000 PSI CLASS SS I 748 #11 60775 152 AT 15 #11 2728 7 2? 8m?: I - 6 OTHER 4?000 CLASS 2 748 #11 83402 222 A2 14 #5 2198 1 KEELTT 2. ALL REINFORCING SHALL BE IN ACCORDANCE WITH ASTM A615, GRADE 60, DEFORMED. 3 748 #11 56287 150 ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4? INSIDE FORMS OR TOOLED TO 4 748 #11 44880 120 A4 16 #11 288 1 3/4? RADIUS ON SLABS UNLESS OTHERWISE NOTED. 5 136 #11 16320 44 S1 155 #5 2996 2 4. UNLESS NOTED OTHERWISE, HOOKS SHOWN ON DRAWINGS SHALL BE ASSUMED TO BE STANDARD HOOKS PER ACI 318. 6 748 #11 89760 239 S2 155 #5 1240 1 5. UNLESS INDICATED OTHERWISE, LAP SPLICES IN BEAMS AND WALLS SHALL BE STAGGERED. 7 748 50854 135 U1 55 #3 242 6. BUNDLED BARS ARE BARS PLACED IN CONTACT WITH EACH OTHER IN GROUPS OF TWO, THREE, OR 8 748 #11 24684 56 REINFORCING STEEL TON 12 FOUR. INDIVIDUAL BAR SPLICES WITHIN A BUNDLE SHALL NOT OVERLAP. ENTIRE BUNDLES SHALL SPIRALS 58 #5 202602 105 0 NOT BE LAP CLASS CONCRETE CU YD 132 03 7. ALL REINFORCING SHALL BE CONTINUOUS. CONTINUOUS BARS SHALL LAP 48 BAR DIAMETERS OF STEEL TON ?242 I SMALLER BAR LAPPED, UNLESS NOTED OTHERWISE. ALL REBAR EMBEDMENT SHALL BE 3?6 BAR UNLESS NOTED OTHERWISE CLASS 53 CONCRETE CU YD 7250 ESTIMATED QUANTITIES (RE: SHEET 11) D: FOUNDATION 83 I: 1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE GEOTECHNICAL MEMORANDUM (18) 5.5ET DIAMETER SECONDARY DRILLED SHAFT ESTIMATED QUANTITIES STEEL TON I ENGINEERING DATED MAY 2017, Q: C) PREPARED BY FREESE AND NICHOLS, INC (REPORT NO. FBT1723O). A COPY OF THIS REPORT IS CLASS CONCRETE CU YD AVAILABLE FOR INSPECTION AT THE OFFICE. BAR N0. SIZE LENGTH WEIGHT U) 2. EXCAVATION DESIGN AND SAFETY IS THE RESPONSIBILITY OF THE CONTRACTOR. ANY SLOPES 1 198 #11 18856 50 Iil-I at: SHOWN ARE A MAXIMUM AND SHALL BE DECREASED AS REQUIRED FOR SAFETY OR TO MEET OSHA DEADMAN ESTIMATED QUANTITIES (RE: SHEET 11) REQUIREMENTS. 2 198 #11 11880 32 at: D: l? 3. ALL BELOW GRADE FOUNDATION ELEMENTS ARE DESIGNED WITH UNFORMED SIDES. THE EXPOSED 3 234 23455 52 STEEL TON ?30 0 SURFACE AND 12 INCHES BELOW GRADE SHALL BE FORMED TO THE DESIGN DIMENSION ALL SPIRALS 18 #5 28838 15 3 CONCRETE EXPOSED TO VIEW IN THE FINAL CONDITION SHALL BE FORMED. CLASS CONCRETE CU YD D: DRILLED SHAFT REINFORCING STEEL TON 159 5 1: PLACE CONCRETE IN SHAFT IN ONE CONTINUOUS OPERATION: CLASS CONCRETE CU YD 1950 WALL CAP BEAM ESTIMATED QUANTITIES (RE: SHEET 9) 2. CONTINUE PLACING CONCRETE TO FLUSH OUT CUTTINGS, SEDIMENTS, SLURRY, AND DILUTED CONCRETE (INFERIOR MATERIAL). DO NOT ATTEMPT TO DIP OR SHOVEL OFF INFERIOR MATERIAL. A REINFORCING STEEL TON 21 MINIMUM OF I CUBIC YARD OF CONCRETE SHALL BE WASTED, BUT NOT LESS THAN THAT 2.0FT DIAMETER PRIMARY DRILLED SHAFT ESTIMATED QUANTITIES REQUIRED TO FLUSH ALL INFERIOR MATERIAL FROM THE TOP OF SHAFT. CLASS CONCRETE CU YD 140 9) 3. VIBRATE TOP 5 FEET OF CONCRETE AFTER FLUSHING OPERATIONS ARE COMPLETED. TBD CONCRETE CU YD 580 CL 2 4. BID DEPTH FOR BOTTOM OF SHAFTS SHALL BE AS INDICATED. Be A RETAINING WALL ESTIMATED QUANTITIES (RE: SHEET 10) 9 3 5. REINFORCING FOR SHAFTS SHALL BE SUPPORTED FROM ABOVE OR WITH BOTTOM BOLSTERS WHILE . . DEPOSITING CONCRETE. SIDE SPACERS SHALL BE USED TO CENTER CAGE. WALL A WEST CAP BEAM ESTIMATED QUANTITIES A REINFORCING STEEL TON 15 6 PRIMARY SHAFTS SHALL BE CONSTRUCTED OF LOW STRENGTH CONCRETE OR GROUT. SUBMIT DAR ND. SIZE LENGTH WEIGHT 8 PREFERRED MIX FOR REVIEW. MINIMUM COMPRESSIVE STRENGTH SHALL BE 500 PSI. CLASS CONCRETE CU YD 132 7. IN LIEU OF SECANT SHAFT CONSTRUCTION INDICATED ALTERNATE CONSTRUCTION TECHNIQUES MAY AT 16 #11 2184 6 _c BE ACCEPTABLE. IF PREFERRED, SUBMIT ALTERNATE CONSTRUCTION. ALTERNATE CONSTRUCTION A2 14 #5 1813 1 SHALL COMPLETELY SEAL BETWEEN SECONDARY SHAFTS. ALTERNATE CONSTRUCTION TECHNIQUE IS NOTES. .3151; SUBJECT TO APPROVAL. A3 15 #11 48 0.9% CO) 8. PROVIDE CASING AS REQUIRED FOR SHAFT PLACEMENT. CASING SHALL NOT REDUCE SPECIFIED A4 8 #11 288 1 1: ALL SHOWN ON SHEET AND DIAMETER OF SECONDARY DRILLED SHAFT. REFERENCED SHEETS ARE FOR INFORMATIONAL 045.6 S1 141 #5 2726 2 PURPOSES ONLY. CONTRACTOR IS RESPONSIBLE FOR Eco S2 141 #5 1128 1 6032 1. ALL SOIL ANCHORS SHALL BE SHEATHED AND GROUTED. 25 YEAR PROTECTION REQUIRED. '1 :95? U1 63 #3 273 0 5519 2. ALL SOIL ANCHORS SHALL BEAR HAVE AN ALLOWABLE TENSILE CAPACITY (F.S. EQUALS 2.0) OF m? 180 KIPS AND HAVE A MINIMUM DIAMETER OF STEEL TON 1? 2 ET LIJ 3. UNBONDED LENGTH SHALL BE AS INDICATED. CLASS CONCRETE BONDED LENGTH SHALL BE AS INDICATED AND SHALL BE LOCATED ENTIRELY WITHIN THE DENSE C25 0 go SHEET 3 SEQ. Date: Jul 07, 2017 10:220m User: pOb File: STRUCTURAL GENERAL 3 REF PNT WATCH FOR ICE SIGN LIMITS OF TIE BEAM CONST (NOTE 10) 87 - SH Freese and Nichols, Inc. Texas Registered Engineering Firm 07/07/2017 LEVEF C530 SCALE IN FEET SIGN SYMBOLS HOR ZONTAL I RELIEF WELL 0 PIEZOMETER POINT TABLE POINT TABLE PNT NORTHING EASTING DESCRIPTION PNT NORTHING EASTING DESCRIPTION 1377503270 302432442 PIEZOMETER R5 1377469953 302416670 RELIEF WELL 1377477604 302411879 PIEZOMETER R6 1377467483 302419688 RELIEF WELL 1377469667 302430903 PIEZOMETER R7 1377466476 302425123 RELIEF WELL R1 1377481849 302404562 RELIEF WELL R8 1377469495 302428278 RELIEF WELL R2 1377479030 302408931 RELIEF WELL R9 1377469042 302433458 RELIEF WELL R3 1377476211 302413301 RELIEF WELL R10 1377466645 302438224 RELIEF WELL R4 1377472204 302413887 RELIEF WELL R11 1377463720 302441709 RELIEF WELL BEFORE YOU DIG TEXAS ONE CALL SYSTEM FREESE NICHOLS 10497 Town and Country Way, Suite 600 -Iouston, Texas 77024 Dhone (713) 600?6800 :ox (713) 600?6801 Web _l l: SHEET -. WP) DIG TESS AT (800) 344?8377 COORDINATION WITH UTILITIES LIMIT OF CAP ,8 I0 CONTRACTOR SHALL CONTACT ALL UTILITY COMPANIES PRIOR TO ANY 03 BEAM 9* <7 EXCAVATION RELOCATION OF EXISTING UTILITIES ENCOUNTERED 03 INSTALLATION DURING CONSTRUCTION WORK. I (NOTE 10) 4 00 I: MITS 0F TIE BEAM R23 0 ?5 l? 3 CONST (NOTE 1OSURVEY CONTROL TABLE 5 912' ABUT 9 ASSUME NORTHING EASTING ELEVATION 0: FUT BRIDG DESCRIPTION DESCRIPTION 0 NOTE 9 ABUT 9 ASSUMED wn (FD - FUTURE BRIDGE 7 EXPANSION (NOTE 9) CP-50 302427042 1377492098 84.03 5/8" IRON ROD gills/R6? CP-51 302456140 1377479007 82.69 5/8" IRON ROD 4 CP-53 302405213 1377292499 83.30 5/8" IRON ROD RIPRAP I WALL WITH 1 CAP BEAM 9 I 403 ANCHORS I: 9? my?? R8 (TYP) 6/ C) I R9 LIMITOF CAP BEAM a 2 I. wax INSTALLATION 1. IMPROVE AREA AS NECESSARY FOR PROSECUTION OF WORKLEAVE AREA IN AS GOOD OR BETTER CONDITION FOLLOWING COMPLETION OF I ?2 PROJECT WALL WITH 9 3. DO NOT DAMAGE LEVEE. 0 NORT ERN RIVER ?9 CAP BEAM I Kat R10 4. DO NOT DAMAGE EXISTING CONSTRUCTION. BANK .90 ANCHORS )9 . 5. EDGE OF RIVER BANK IS UNSTABLE . CONTRACTOR TO PROCEED WITH CAUTION. '5 2? (SE NOTES) RING >3 . 6. TOPOGRAPHIC INFORMATION ADJACENT TO THE RIVER HAS LIKELY CHANGED :39 DUE TO EROSION SUBSEQUENT TO THIS SURVEY. 9355/ q) 48 4 I 7. EMPLOY BMP NORTH OF PROJECT TO PREVENT FURTHER OVERLAND FLOW AND 56 at a ?9 RESULTING EROSION AT NORTHERN RIVERBANKINSTALL A GUTTER OR OTHER SYSTEM TO REDIRECT BRIDGE SCUPPER WATER DISCHARGE FROM FALLING ON GROUND BELOW BRIDGE. COORDINATE WITH a) 8 OWNER. REDIRECTION OF WATER SHALL NOT RESULT IN PONDING ON BRIDGE 845 BR >0 >1 DECK ?443 . 0'0 60 9. COORDINATE WITH CONCERNING FUTURE PLANS OF SH 99 BRIDGE Ci 55 EXPANSION. COORDINATE ANY NECESSARY WALL ADJUSTMENTS WITH ENGINEER 50 PRIOR TO FABRICATION OR CONSTRUCTION. 95 I 449 10. LIMIT INSTALLATION OF THE GAP BEAM AND TIE BEAM AS SHOWN. CAP BEAM AND :51, 492A 44871 TIE BEAM BEYOND THIS POINT TO BE INSTALLED AT A FUTURE DATE AS REQUIRED I855 Os 9/ - 44315 BY CONTINUED EROSION OF RIVER BANK. U, A TI II 42 11. COORDINATE WITH AND LID 7 FOR CONSTRUCTION ACCESS AND 8 0 -- 41 ACCEPTABLE CONSTRUCTION EASEMENT. (ARERHITT-IIE 40 12. ALL EXCAVATION SHALL BE IN ACCORDANCE WITH OSHA, SHALL PROTECT 8 . 39 . APPROXIMATE AND FOR INFORMATION ONLY. ADDITIONAL 38 EXISTING STRUCTURES, AND SHALL BE SUBSIDIARY TO COST OF SHAFT ">Jo UTILITIES MAY EXIST WITHIN THE WORK AREA AND MAY 37 9 INSTALLATION. SHEET NOT BE INDICATED ON THE PLANS. THE CONTRACTOR 56 SHALL BE RESPONSIBLE FOR DAMAGE TO ALL UTILITIES Wgov II CAUSED BY THE OPERATION. SEQ. . Date: Jul 07, 2017 10:060m User: 02633 File: STAGING AREA AND SURVEY NOTES BY SYMBOL: (D EXCAVATE AROUND ABUTMENT 9 AND ALONG EAST AND WEST SIDES OF SH99 AS REQUIRED. INSTALL 13 TEMPORARY SHOTCRETE AND ANCHORS AGAINST COINCIDENT WITH EXCAVATION. ADVANCE EXCAVATION A MAXIMUM 5FT PRIOR TO INSTALLING A ROW OF ANCHORS AND REINFORCED SHOTCRETE. DESIGN 6 83 OF REINFORCED SHOTCRETE AND ANCHORS SHALL PREVENT SETTLEMENT OF SH99 ROADWAY AND 5F 3; BRIDGE APPROACH SLABS. DESIGN SHALL BE SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN 3, 553 .3 THE STATE OF TEXAS. NOTE: IN ORDER FOR TOP OF WALL TO BE AT 73:, THE AREA WILL NEED NORTHERN RIVER 2.3 ?g?g?g .3. I: TO BE REGRADED SO THAT SOME OF THE SHOTCRETE AND ANCHORS WILL NEED TO BE PERMANENT BANK .35? ,323 5 AND FACED. MAX SLOPE BEHIND THE WALL SHALL NOT EXCEED 20% SLOPE. g, . $33 3.: 3.35 '33 DRILLED SHAFT WALL WITH CAP BEAM, TIE BEAMS AND ANCHOR WALL. REFER TO SHEETS 6 mumiwgf" 8- ON HOLD ?g DRILLED SHAFT WALL WITH CAP BEAM, TIE BEAMS AND ANCHOR WALL. REFER TO SHEETS 6 3 8c 8 DRILLED SHAFT WALL WITH CAP BEAM. NO TIE BEAM. REFER TO SHEETS 6 8. Illa Q- . DRILLED SHAFT WALL WITH CAP BEAM, ANCHORS, AND RETAINING WALL REFER TO i4! 3% SHEETS 7 9. 3 8 0) 35E DRILLED SHAFT WALL WITHOUT CAP BEAM OR TIE BEAM. CAP EXPOSED REINFORCING. REFER ,9 :3 ng? SHEET 8. ON HOLD RESTRICT FLOW FROM BRIDGE ?.138? SCUPPERS (RE: SHEET 4) <3 (3) SET OF 3, ANCHORS, SETS AT CENTER BETWEEN EXISTING SHAFTS REFER - TO SHEET 7. BENT 7 3:33. . ?7 (2) SETS OF 3 ANCHORS. SETS AT 4 ?0 ORIENT AND SPACE AS SHOWN. REFER TO 7% SHEET 7. RAND PARKWAY SH 99 (manor-m) AS REQUIRED BY CONSTRUCTION: INSTALL TEMPORARY SHEET PILES AND FILL. DESIGN AND IMPLEMENT WITH CONSIDERATION TO PROPOSED DRILLED SHAFT WALL. COORDINATE WITH AND ENGINEER PRIOR TO FABRICATION OR CONSTRUCTION. REMOVE TEMPORARY SHEET PILES AND ??00 FILL AFTER CONSTRUCTION OF DRILLED SHAFT WALL IS COMPLETE. i 1 . . .RELIEF WELL OR PIEZOMETER. REFER TO SHEET 4 ON HOLD GRAND 99 4 DRILLED SHAFT WALL WITH CAP BEAM AND RETAINING WALL. REFER TO SHEETS 5 2' 3 EDGE OF ROAD LI. DRILLED SHAFT WALL WITH CAP BEAM AND RETAINING WALL. REFER TO SHEETS 3 0 :0 RESTRICT FLOW FROM BRIDGE 85 0: GENERAL NOTES SCUPPERS (RE: SHEET 4) 8. 8 1 ii 1433SEQUENCE CONSTRUCTION OF WALL AND ANCHORS AS REQUIRED FOR CONSTRUCTION OPERATIONSINSTALL PIEZOMETER PRIOR TO WALL INSTALLATION \0 B. INSTALL RELIEF WELLS AFTER INSTALLING ADJACENT DRILLED SHAFTS. BENT 8 (Q39 0 C. INSTALLMENT PIEZOMETERS SHALL BE COMPLETED BY OTHERS ,0 I AFTER CONSTRUCTION IS COMPLETEDPRIOR TO BEGINNING CONSTRUCTION VERIFY CONDITION OF RIVER BED FOR SCOUR HOLES. NOTIFY QB 5 78 U) 5 OWNER AND ENGINEER IF CONDITIONS ARE SUBSTANTIALLY DIFFERENT THAN THOSE INDICATED. 4* 9 WwdlLAYOUT OF TANGENT WALL DRILLED SHAFTS AND ANCILLARY CONSTRUCTION IS APPROXIMATE AND 9/ 1 5 D. SHALL BE VERIFIED AT THE TIME CONSTRUCTION BEGINS. PRIOR TO ADJUSTMENT OF PROPOSED Q0): LAYOUT CONTACT ENGINEER FOR REVIEW AND APPROVAL. f? I 0: D: 4. CONTRACTOR SHALL SUBMIT PREFERRED CONSTRUCTION SEQUENCING PRIOR TO BEGINNING 3 8 CONSTRUCTION. 2 5. AFTER COMPLETION OF RETAINING WALL BELOW BRIDGE, BACKFILL AREA BEHIND WALL AND RESTORE AND RESTORE RUBBLE RIPRAP IMMEDIATELY AROUND ABUTMENT COMPLETION OF CONSTRUCTION AREAS TO THE NORTH OF THE WALL SHALL BE RESTORED TO MATCH 28-00 ORIGINAL CONDITIONS. 0 To C) FACE NECOORDINATE TABLE NECOORDINATE TABLE 2088.833.? 3 NORTHING EASTING DESCRIPTION NORTHING EASTING DESCRIPTION Lu 2 1 1377462007 3024428.17 END WALL OS. 15 1377482010 302428393 ANCHOR WALL 5? 3 85 '5 2 1377468335 302434701 D.S. TIE BEAM 16 1377489557 302416732 ANCHOR WALL EXIST (4) 5? DRILLED 80 3 1377468558 3024321_11 BEAM 17 1377491188 302410259 ANCHORWALL SHAFTS, 47? CASED 773? I 0- TCDO EXIST. BRIDGE BENT 63 7/ 75 fin?89 4 1377468184 302429521 BEAM 18 1377468274 302435348 WALL CORNER 7 7777/ 70 6.98 (D 1K CG) 5 1377469911 302426931 BEAM 19 1377475354 302413522 WALL CORNER BENT 8 777/ 65 20 1377465570 302423459 LIMITS OF WALLB 6 1377469066 302426302 WALL CORNER EXIST. 777/ 60 83 s, 0:4; 7 1377465861 302425759 WALL CORNER 21 1377471253 302413566 LIMITS OF WALLB 77 7777;\ 55 36% 22 1377483441 302437131 ANCHORWALL 777// 50 .996 8 1377465989 302420565 WALLCORNER 75? 776/ L513 23 1377483852 302434571 ANCHOR WALL 45 3 636.5 9 1377472159 302412989 WALL CORNER I EXCAVATION ANCHORS 24 1377484264 302432011 ANCHORWALL EL 45 CAP 40 :3 10 1377476151 302412495 BEAM EXIST, CAP 5 8 25 1377484676 302429451 ANCHORWALL AND (ONLY AT WALLS BEAM 35 11 1377477468 302410245 BEAM 5x13, D) TEMPORARY ?2 26 1377492486 302416568 ANCHORWALL GROUND SHOTCRETE 52: MAX 30 0- ES 12 1377478878 302408060 BEAM 2016 CIP RETAINING FACING GROUND WATER 25 0 >0 27 1377493088 302414179 ANCHOR WALL WALL ANCHORS ALLOWED FOR SHEET 13 1377483459 302400959 END WALL 4? WALL STABILITY 1377493689 302411791 ANCHOR WALL 14 1377480517 302437674 ANCHORWALL . . SHAFT WALL ?15 SCALE FEET SEQ 741 +00 HORIZONTAL Date: Jul 07, 2017 10:060m User: 02633 File: :eu3 qod :Jesn wotZtOL LLOZ ?10 29100 0 ?bugAADJp [30 uo Lpug s! 308 19938 Sun 001 3,00 4 088 uo A8 3WVN 33H G3MO3HO EVCI MEIEI ALOZ A1nr EICIW 80? N793 TIVAA G3TII8G 3V8?i008i$ TIVM 66HS SOZV88 qu 009 (SILL) xo- ?uo;sn0 _ l089- 0099?009 (ELL) euouc 009 9?"8 Anunog puo umol L6?70l 533333? um A - 79930 VVLZ-3 buyeaugbug peJelsg?ea ?ouI ?quogN puo 98993;] TIVM LQ- (TIOH N0 139Z- 13 X0333v 30 01 clli GN3LX3 0311I30 0N00 M01 35> Nv13 =33) 11VAA 95> S113M 33133 as 13 $831 03 11VAA 831VM 03 ?(0233) 11VAA W3.LSAS 30VNIV8G x0333v 330 A313 80008 3392 A313 30003 NOISEIG 79 0st x0333v (3NI33 303 8 :33) 33VHS 83L3WVIG ..99 B7 3GIS 3393 A313 30's 3GV8O .LSIX3 3) - X08c c V A?l?lVliN3i0cl N0 3 Vi30 NV?ld TIVM clAi (3A3 ?6 79 8 03 :33 3NI33) .23? 30 33VHS 0311130 ONOQ Aaquogj-Ig 3?99 ?u'l73 TIVM 1.3 x0333v N0 X08c c V 30 WOLLOEI 0.L 0N00 3303310w 333 30 %n 3v ALISN3G A30 333 30 %96 03 HLIM wv323 313 3A08V 111330v23 '17 3 0330 33 WW (JEILVAVOXEI 30 30 33mSI0w 3v (3030033 A30 3133 30 9486 HUM 002# 9403 30 TIL-IMOVEI '9 NVH.L J.0N 742? 30 38038 WDWINIW TIVM 80HONV G310V8W00 30 0.L 3GV80 HSINI3 W083 N0 033I3 NI 38 TIVHS 80HONV 38310N (3A3) 3053 99 NO 1108 ?0Nnos 0N00 78? S3GIS N0 0N00 Cm 130 A333 80008 3W38.LX3 73> :33) GNIHEIEI 3333130233 99 S113AA 331133 29 13 $331 03 11VAA 831VM 03 (033) W3.LSAS 8V0 _-lN 38 (3NI33 303 NIW ?0?69 A3 S3I8VA NIW 3.L0NX ?2 3. .0Nx 330N 33W 80HONV NIW 3 0?038 SV 3?I?v?08 //34>4 ..9: 339z A313 30008 79 0st x0333v 8 :33) TIVAA 33VHS 3333wv10 ?99 3323 13 A8 TIVM SG330X3 OS N0 3?l?v'08 83Al8 0 (J3Nl?v?i38 5 N3HM qod :Jesn onItOI LLOZ Inr? 29100 uo Lpug 81 ?Ieeus SILII 1ou UO Lg A23 3WVN 3?ll3 MEIEI (133mg EVCI NMVEICI EICIW LLOZ A?Inr? 3m OQZL L183 aor N793 SNOLLQ3S TIVM ?IVcEl?iO?cEliS TIVM 66HS 83AM SOZVHS 01 2333393 2303 'l NO Nv1d NI SHOHONV 3o qu 009 (SILL) x0- l089- 0099?009 (ELL) euouc ?uo;snoI_ 009 9?"8 Aqunog puo umol 533%.? um A $93176 (aomvaINoo A8 G3NOIS3G 353 01) 33v1d NI SHOHONV 9? (9 :33) 0.033 SV SHOHONV 93> IN3vaa3d max? 5? 311m. i9 ?ouI puo 98991;] VVLZ-3 buyeaugbug peJelsg?ea IGNI SV 30 138/ 13310233 01 31333310Hs/s3v1sanw 1.0-. I ?2 TIVM Aavwmd 13 (1st AEIVCINOO3S - WV3EI 99 333N333 diff/)6 NO TIVM NO ?u El El 6 .LSIX3 I 3) 11VIIA G3THEICI (b 139 I 9 TIVM NO 13 xoaddv ?Gst/a Oi du 031maa 3Noo M01 3O NIW i319 3O NIW .L3OA 3O NIW .OZ NO 13310933 01 139?? A333 01 (aowvaiNoo AEI G3NOIS3G 323 01) 33v1d NI SHOHONV 38? (9 :33) 0.033 3v SHOHONV 73> 6 .LSIX3 .SEIOHONV 3o 33VcI393) \3 xoaddv i3O 13 830038 (13 0st A3) 1398 13 anoos NOIS3G 73> ans xoaddv I 9303 9 I323) .23 ?99 78? WV38 CIVC) 3.39? 13 01 NMOG 1Ios I323) 11VNI 1391 33 NO 7 (J3NIVL3EI 3) :15; I 2313: I11 11 WALL 1:9 yes. 5014)? RIVER RETAINED (E $11,533:? ON HOLD ON HOLD SIDE SIDE RIVER RETAINED 2; BEAM BEAM . WALL CE) ASRETS1 SIDE SIDE g1: ELEV ?Od IELEV 69RETAINING BAR 1 I .1 10 7WALL REINF BAR 2 (11) SETS . AR 9 LEAD -. 3 588 6 RIVER -- .1 Cf 1: SIDE BAR BAR CAP REINF I 0 BAR 1: #11 BEAM :0 g5 ELEV ?58? BAR 4 CUT "low P?gg 0? CAP JOINT, '2 . BAR 5 2 Egg": BUTT BAR ENDS f? BEAM #SPIRAL - 52%2" . DC 1502x8 "To 51,?593? OI . 2 2?3? 51.; :0 DRILLED SHAFT A I BAR 8 TYPICAL SECTION /#11 1/2? I 332?0? BAR WALL 60,?0? RIVER RETAINED D: 0? CAP I OF BARS 2 JOINT, BUTT ?cl: 8 83 60" BAR ENDS BAR 2: #11 (24) BARS 1 03 SPLICE :0 191?1? AROUND ENTIRE 2 I 08 BAR 7: #11 28,?10? BAR 2 PERIMETER D: at: 0.. CAP JOINT, 60,?0? 23,?10BUTT BAR ENDS 23,?10? BAR I U.) I 28,?10? LAPPED mlNOTE 2 28, 1O I SIDE BAR SPIRAL . 60.. LAP DRILLED SHAFT Q: SPLICE (TYP) TYPICAL SECTION #5 SPIRAL PITCH 1/2" SHOWN, LAP :50? AS 8 0% 2 FLAT TURNS O. 2 TOP, 1 FLAT TURN a BOT (TYP) 10 5 #5 SPIRAL PITCH E: I SHOWN, LAP 30? AS WALL (E WALL (E i 2 FLAT RIVER RETAINED RIVER RETAINED CAP JOINT, BUTT I LEAD 0 BAR ENDS (TYP. NOTE a . RIVER SIDE a E5 '61: . Efcji? D: D: LEAD 50544 LI RIVER #4 5:3, ELEV ?51 FT - LL 1 ELEV ?51 FT - SIDE ORIENTATION .E 88 ?ad bud REBAR (TYP 3) 2:4; VERTICAL REINFORCING SPIRAL REINFORCING 0038 DETAIL NOTES: VERTICA REINFORCING SP RA RE NFORC DETAIL NOTES, 1. MONITOR SHAFT REINFORCINO ORIENTATION OF ALL REINFORCED BEE WC 1. AS REQUIRED FOR CONSTRUCTION PROVIDE TWO PIECE TIES AT 2 ?4533?st LEAD 3 m1? C. TERMINATE SPIRALS ABOVE AND BELOW TIES WITH 1y - 5? FLAT 12? MAXIMUM SPACINC BETWEEN SPIRAL AND TIES. YELLOW AFTER '5 COMPLETE AND 3 2 EARIZVIDWE) FACILITATE 3. ATTACH ORIENTATION REBARS ONLY AFTER CACE IS INSPECTED. i L: 1 PLACEMENT IN FIELD PAINT LEAD RIVER ORIENTATION REBAR YELLOW. O. . DRILLED SHAFT A DRILLED SHAFT TYPICAL SHAFT ORIENTATION SHEET 8 REINFORCING ELEVATION REINFORCING ELEVATION VERIFICATION DETAIL SEQ NOT TO SCALE NOT To SCALE NOT TO SCALE Date: Jul 07, 2017 10:02cIm User: pOb File: A.dwg