W9127825RA015_AM02_DRAWINGS.pdf

US Army Corps of Engineers ®

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US Army Corps of Engineers ®

SOLICITATION NO.:

CONTRACT NO.:

ISSUE DATE:

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MOBILE DISTRICT

MAY 2025

HOLT LOCK AND DAM

HOLT LOCK MONOLITH R14 RESTORATION

CHC24010

AMENDMENT 0002

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SHEET INDEX

SHEET

NUMBER

SHEET TITLE

REFERENCE

SHEET

NUMBER

G-001 COVER SHEET

G-002 GENERAL NOTES, ABBREVIATIONS

G-003

GENERAL SITE PLAN & CONTRACTOR'S WORK

LIMITS

G-004 CONCRETE ORIGINAL DESIGN STRENGTH ZONES

C-001 LOCATION AND VICINITY MAP

C-002 PROJECT ABBREVIATIONS SHEET

C-003 PROJECT LEGEND

C-004 GENERAL PROJECT NOTES SHEET

C-005 GENERAL OVERVIEW PLAN

V-101 EXISTING CONDITIONS

V-102 PICES SURVEY

CS101 SITE PLAN

CS102 ENLARGED SITE PLAN

S-100 OVERALL PLAN VIEW

S-101 CONSTRUCTION WORK BARGE LIMITS PLAN

S-102 WORK VESSEL MOORING LAYOUT PLAN

S-103 DEWATERING PLAN

S-105 ENLARGED PLAN

S-110 14R CRACK LOCATION PLANS

S-112 14R CRACK LOCATION SECTIONS

S-113 14R CULVERT CRACK LOCATIONS

S-130 MONOLITH FACE ANCHOR LAYOUT

S-131 ANCHOR LOCATION ELEVATION

S-132 MONOLITH SECTIONS

S-140 14R PROPOSED ANCHOR LOCATION PLANS

S-141 14R PROPOSED ANCHOR LOCATION PLANS

S-142 14R PROPOSED ANCHOR LOCATION PLANS

S-143 14R PROPOSED ANCHOR LOCATION PLANS

S-144 14R PROPOSED ANCHOR LOCATION SECTIONS

S-145 14R PROPOSED ANCHOR LOCATION SECTIONS

S-146 14R PROPOSED ANCHOR LOCATION SECTIONS

S-147 14R PROPOSED ANCHOR LOCATION SECTIONS

S-148 14R PROPOSED ANCHOR LOCATION SECTIONS

S-149 14R PROPOSED ANCHOR LOCATION SECTIONS

S-150 14R FMB ANCHOR DETAILS

S-160 WATERSTOP PLAN

S-401 TYPICAL ANCHOR DETAILS

S-402 TOE BLOCK DETAILS

S-403 TYPICAL TOE BLOCK ANCHOR DETAILS

S-501 TOE BLOCK ANCHOR END DETAILS

S-901 UPPER GATE AREA PLAN 10/4

S-902 UPPER GATE AREA SECTIONS 10/5

S-903 CHAMBER AREA PLAN 10/6

S-904 CHAMBER AREA SECTIONS 10/7

S-905 LOWER GATE AREA PLAN 10/8

S-906 LOWER GATE AREA SECTIONS 10/9

S-907 GALLERY 10/15

S-908 GALLERY REINFORCEMENT 10/16

S-909 WALL CULVERTS 10/17

S-910 WALL CULVERTS REINFORCEMENT 10/18

S-911 MISCELLANEOUS REINFORCEMENT 10/19

S-912 LOCK BOTTOM LATERALS 10/20

S-913 TAINTER VALVE RECESSES 10/28

S-914 PARAPET WALL 10/45

S-915 FLOATING MOORING BIT RECESSES 10/48

S-916 CONTROL STATION FOUNDATION 10/49

S-917 CONTROL STATION BASEMENT 10/50

S-918 CONTROL STATION REINFORCEMENT 10/51

S-919

UNWATERING PUMP RECESS AND

MISCELLANEOUS CONCRETE DETAILS

10/54

S-920 WATER STOP DETAILS 10/55

S-921 FOUNDATION GROUTING 10/59

S-922 CONCRETE LIFT DETAILS 10/67

S-923 WALL ARMOR 14R 10/96

S-924 WALL ARMOR DETAILS 10/98

S-925 RECESS GRATING 10/110

S-926 TAINTER VALVE GENERAL DRAWING 13/1

S-927 TAINTER VALVE SECTIONS 13/2

S-928 TAINTER VALVE TRUNNION CONNECTION 13/3

S-929 TAINTER VALVE ANCHORAGE DETAILS 13/4

S-930 CULVERT BULKHEAD DETAILS 13/8

S-931 CULVERT BULKHEAD DETAILS 13/9

S-932 TAINTER VALVE DETAILS 14/1

S-933 TAINTER VALVE DETAILS 14/2

S-934 TAINTER VALVE DETAILS 14/3

S-935 TAINTER VALVE DETAILS 14/4

S-936 TAINTER VALVE DETAILS 14/5

S-937 TAINTER VALVE DETAILS 14/6

S-938 TAINTER VALVE DETAILS 14/7

S-939 TAINTER VALVE DETAILS 14/8

S-940 TAINTER VALVE DETAILS 14/9

S-941 TAINTER VALVE DETAILS 14/10

S-942 STOPLOG AND BULKHEAD HANDLING 15/6

S-943 CULVERT BULKHEAD HANDLING 15/7

S-944 CULVERT BULKHEAD HOIST ASSEMBLY 15/8

S-945 LOCK PIPING 19/6

S-946 REGULAR STOPLOGS - GENERAL DRAWING S-1

S-947 REGULAR STOPLOGS - DETAILS S-2

S-948 REGULAR STOPLOGS - DETAILS S-3

S-949 REGULAR STOPLOGS - DETAILS S-4

S-950 SPECIAL STOPLOGS - GENERAL DRAWING S-5

S-951 SPECIAL STOPLOGS - DETAILS S-6

S-952 SPECIAL STOPLOGS - DETAILS S-7

S-953 STOPLOGS - PICKUP BEAM DETAILS S-8

S-954 STOPLOGS - PICKUP BEAM DETAILS S-9

S-955 STOPLOGS - PICKUP BEAM DETAILS S-10

S-956 STOPLOGS - PICKUP BEAM DETAILS S-11

S-957 RIVERSIDE INTAKE BULKHEAD DETAILS S-0

S-958 RIVERSIDE INTAKE BULKHEAD DETAILS S-1

S-959 RIVERSIDE INTAKE BULKHEAD DETAILS S-2

S-960 RIVERSIDE INTAKE BULKHEAD DETAILS S-2A

S-961 RIVERSIDE INTAKE BULKHEAD DETAILS S-3

S-962 RIVERSIDE INTAKE BULKHEAD DETAILS S-4

S-963 RIVERSIDE INTAKE BULKHEAD DETAILS S-5

S-964 RIVERSIDE INTAKE BULKHEAD DETAILS S-6

S-965 RIVERSIDE INTAKE BULKHEAD DETAILS S-7

HOLT LOCK AND DAM

GENERAL SCOPE OF WORK - INCLUDES BUT IS NOT LIMITED TO:

BASE CONTRACT

1. PROVIDE A TEMPORARY OFFICE SPACE AND SET UP CONTRACTOR

WORK/STAGING AREA AS INDICATED ON CIVIL/SITE DRAWINGS.

2. PROVIDE CONTRACTORS INSTRUMENTATION MONITORING PLAN

FOR MONOLITH 14R.

3. IMPLEMENT MONITORING PLAN.

4. LOCALLY DEWATER UPPER RIVER SIDE CULVERT VALVE FOR CULVERT ACCESS.

5. DRILL CORE HOLES AT ANCHOR LOCATIONS AND INSPECT EACH

CORE TO DETERMINE DEPTH TO CRACK. INSPECT EACH CORE

WITH A DOWN-HOLE CAMERA TO OBSERVE CRACK LOCATION AND

CONDITIONS.

6. INSTALL, POST-TENSION, AND PRESSURE GROUT

ANCHORS ABOVE LOWER POOL ELEVATION IN MONOLITH 14R AS

INDICATED IN DRAWINGS.

7. LOAD TEST ANCHORS

8. EXCAVATE DEBRIS AND DREDGE SILT/SEDIMENTATION FROM LOCK

CHAMBER FLOOR IN FRONT OF MONOLITH 14R.

9. INSTALL GRAVEL, FORMWORK, REINFORCING, AND TREMIE CONCRETE

PLACEMENTS AS SHOWN ON THE DRAWINGS FOR THE TOE BLOCK.

10. INSTALL LOCK STOPLOGS AND DEWATER LOCK CHAMBER.

11. PUMP OUT ANY REMAINING WATER ON LOCK CHAMBER FLOOR IN

WORK AREA.

12. REMOVE TOE BLOCK FORMWORK.

13. INSTALL AND POST-TENSION BASE ANCHORS INTO TOE BLOCK.

14. LOAD TEST TOE BLOCK ANCHORS.

15. INJECT GROUT INTO SURFACE CRACKS AND CULVERT CRACKS.

16. INSTALL ANCHOR CAPS AND GROUT ANCHOR RECESSES.

17. REPAIR METAL WALL ARMORING WHERE DAMAGED DURING CORING.

18. DURING LOCK CHAMBER DEWATERING, CONTRACTOR TO PROVIDE SUPPORT

FOR USACE ENGINEERING CULVERT INSPECTIONS.

19. REMOVE LOCK STOPLOGS AND REWATER LOCK CHAMBER.

20. INSTALL WATER STOP AS INDICATED IN THE DRAWINGS.

21. AFTER CONSTRUCTION IS COMPLETE AND THE LOCK CHAMBER IS

FILLED TO UPPER POOL, REMOVE AND STORE TEMPORARY CULVERT

INTAKE BULKHEAD. BULKHEAD TO BE SET ON A GOVERNMENT BARGE.

22. REMOVE TEMPORARY OFFICE SPACE AND RESTORE SITE TO

ORIGINAL CONDITION.

BID OPTION

1. REMOVE RIVERSIDE CULVERT FILLING VALVE FOR CULVERT ACCESS.

SET VALVE ON GOVERNMENT BARGE.

THIS PROJECT WAS DESIGNED BY THE MOBILE

DISTRICT AND LOUISVILLE DISTRICT OF THE

U.S. ARMY CORPS OF ENGINEERS IN COORDINATION

WITH THE INLAND NAVIGATION DESIGN CENTER. THE

INITIALS OR SIGNATURES AND REGISTRATION

DESIGNATIONS OF INDIVIDUALS APPEAR ON THESE

PROJECT DOCUMENTS WITHIN THE SCOPE OF THEIR

EMPLOYMENT AS REQUIRED BY ER 1110-1-8152.

APPROVED BY:

DIRECTOR, INDC

APPROVAL RECOMMENDED BY:

CHIEF, ENGINEERING DIVISION

SUBMITTED BY:

TECHNICAL LEAD

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SECTION TAKEN THROUGH CONCRETE MATERIAL

SECTION TAKEN THROUGH GROUT MATERIAL

SECTION TAKEN THROUGH STEEL MATERIAL

SECTION TAKEN THROUGH REINFORCEMENT

CONCRETE DEMOLITION AREA

CONCRETE REPAIR AREA

GENERAL HATCH PATTERN LEGEND

US Army Corps of Engineers ®

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GENERAL STRUCTURAL NOTES

1. GENERAL NOTES SHALL APPLY UNLESS NOTED OTHERWISE IN THE CONTRACT

DOCUMENTS, INCLUDING PLANS, SPECS OR DETAILS. USE TYPICAL DETAILS WHERE

APPLICABLE.

2. THE CONTRACTOR MUST REPLACE, AT THEIR OWN EXPENSE, ANY ITEM NOT

SPECIFICALLY INDICATED FOR REMOVAL THAT IS DAMAGED OR DESTROYED BY

THEIR OPERATIONS.

3. DO NOT SCALE THE DRAWINGS.

4. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL DIMENSIONS AND LOCATE UTILITY

CONDUITS AND REINFORCING IN THE FIELD PRIOR TO CONSTRUCTION. REFER TO

AS-BUILTS. REPORT DISCREPANCIES TO THE CONTRACTING OFFICER PRIOR TO

BEGINNING WORK IN AREAS THAT WILL BE AFFECTED.

5. DETAILS NOT SPECIFICALLY INDICATED SHALL BE SIMILAR TO DETAILS SHOWN FOR

SIMILAR CONDITIONS.

6. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE SAFETY OF PERSONS

AND PROPERTY DURING CONSTRUCTION.

7. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR MEANS AND METHODS TO

CONSTRUCT THE STRUCTURE, INCLUDING, BUT NOT LIMITED TO, VERIFICATION OF

LOAD CAPACITY OF THE STRUCTURE, NEW OR EXISTING, TO SUPPORT

CONSTRUCTION ACTIVITIES, EQUIPMENT, ETC. AND LIMITING THE AMOUNT OF

CONSTRUCTION LOAD IMPOSED ON THE STRUCTURAL SYSTEM, EXCEPT AS

OTHERWISE NOTED IN THE CONTRACT DOCUMENTS. CONSTRUCTION LOADS SHALL

NOT EXCEED THE DESIGN CAPACITY OF THE STRUCTURE AT THE TIME THE LOADS

ARE IMPOSED. DAMAGE TO THE STRUCTURE CAUSED BY CONSTRUCTION

ACTIVITIES SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST

TO THE GOVERNMENT.

8. REPRODUCTION OF CONTRACT DRAWINGS SHALL NOT BE USED AS SHOP

DRAWINGS. SHOP DRAWINGS SHALL BE CHECKED, APPROVED, AND STAMPED BY A

PROFESSIONAL ENGINEER PRIOR TO SUBMISSION.

9. USE MOST RECENT VERSION OF REFERENCED AMERICAN SOCIETY FOR TESTING

AND MATERIALS (ASTM) STANDARD UNLESS SPECIFIED OTHERWISE IN THE

REFERENCED UFC, IBC, OR OTHER REFERENCED REQUIREMENT/SPECIFICATIONS.

10. VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO CONSTRUCTION. REPORT

DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO THE

CONTRACTING OFFICER PRIOR TO BEGINNING WORK IN AREAS THAT WILL BE

AFFECTED.

11. UNLESS NOTED OTHERWISE, CALLOUTS FOR TENDON, ANCHOR, AND BAR ALL

REFERENCE COLD-JOINT ANCHORS AND THE RELATED HARDWARE DESCRIBED ON

SHEET S-501.

12. GOVERNING CODES:

EM 1110-2-2104 STRENGTH DESIGN FOR REINFORCED CONCRETE HYDRAULIC

STRUCTURES

AISC MANUAL OF STEEL CONSTRUCTION, FIFTEENTH EDITION

ACI 318-19 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

AND COMMENTARY"

AWS D1.1 STRUCTURAL WELDING CODE

EM 385-1-1, SAFETY AND HEALTH REQUIREMENTS MANUAL

PTI TAB.1-06: POST-TENSIONING MANUAL, SIXTH EDITION

DEMOLITION

1. CONTROL DUST RESULTING FROM DEMOLITION TO PREVENT THE SPREAD OF

DUST AND AVOID CREATION OF A NUISANCE IN THE SURROUNDING AREA. DO

NOT USE WATER WHEN IT WILL RESULT IN, OR CREATE, HAZARDOUS OR

OBJECTIONABLE CONDITIONS SUCH AS ICE, FLOODING, OR POLLUTION.

2. UNDAMAGED REINFORCEMENT IS TO BE PROTECTED. REINFORCEMENT

EXPOSED BEFORE CONSTRUCTION ACTIVITIES IS TO BE CLEANED BY AIR

BLASTING. REINFORCEMENT EXPOSED DURING CONSTRUCTION IS TO BE

COATED WITH A RUST INHIBITOR.

ABBREVIATIONS

APPROX = APPROXIMATELY

B/ = BOTTOM

CL = CENTERLINE

CONC = CONCRETE

COR = CONTRACTING OFFICER'S REPRESENTATIVE

CORR = CORROSIVE

CLR = CLEAR

HORZ = HORIZONTAL

ELEV = ELEVATION

EXIST = EXISTING

HP =HIGH POINT

ICC =INTERNATIONAL CODE COUNCIL

LLH = LONG LEG HORIZONTAL

OAL = OVERALL LENGTH

OC = ON CENTER

OPNG = OPENING

PL = PLATE

PLCS = PLACES

SIM =SIMILAR

SPA = SPACING

T/ = TOP

TYP = TYPICAL

VERT = VERTICAL

W/ = WITH

CONCRETE GENERAL NOTES

1. ALL REPLACEMENT CONCRETE UNDER THIS CONTRACT SHALL BE

CONSIDERED STRUCTURAL CONCRETE.

2. STRUCTURAL CONCRETE DESIGN AND CONSTRUCTION SHALL CONFORM WITH

THE AMERICAN CONCRETE INSTITUTE (ACI) 2019 "BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318), 2020

"SPECIFICATIONS FOR CONCRETE CONSTRUCTION" (ACI 301), AND 2020 "ACI

DETAILING MANUAL" - MNL-66(20), EXCEPT AS OTHERWISE REQUIRED BY THE

US ARMY CORPS OF ENGINEERS ENGINEERING MANUAL (USACE EM)

1110-2-2104 "STRENGTH DESIGN FOR REINFORCED CONCRETE HYDRAULIC

STRUCTURES".

3. CONCRETE SHALL HAVE THE MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:

4000 PSI WITH A MAXIMUM WATER/CEMENT RATIO = 0.45 AND WITH AN

ENTRAINED AIR ADMIXTURE CONFORMING WITH ASTM C260 FOR ALL

CONCRETE PERMANENTLY EXPOSED TO THE WEATHER. THE AMOUNT OF

ENTRAINED AIR SHALL BE 6% +/- 1%.

4. CALCIUM CHLORIDE SHALL NOT BE PERMITTED NOR SHALL ANY ADMIXTURE

CONTAINING CALCIUM CHLORIDE BE PERMITTED.

5. PROPORTION AND DESIGN CONCRETE MIXES TO RESULT IN A CONCRETE

SLUMP AT POINT OF PLACEMENT AS INDICATED IN 03 30 53 CAST-IN-PLACE

CONCRETE.

6. ALL CONCRETE SHALL CONTAIN A WATER REDUCING ADMIXTURE

CONFORMING TO ASTM C494, TYPE A, F OR G.

7. CONCRETE SHALL BE DISCHARGED AT THE SITE WITHIN 1.5 HOURS AFTER

WATER HAS BEEN ADDED TO THE CEMENT AND AGGREGATES. ADDITION OF

WATER TO THE MIX AT THE PROJECT SITE WILL NOT BE ALLOWED. ALL WATER

MUST BE ADDED AT THE BATCH PLANT.

8. STRUCTURAL CONCRETE DENSITY SHALL BE NORMALWEIGHT UNLESS NOTED

OTHERWISE.

9. PROVIDE SUPPORTS FOR REINFORCEMENT AND EMBEDMENTS AS NEEDED.

10. PROVIDE 1" CHAMFER AT EXPOSED CONCRETE EDGES OR WHERE CHAMFER

IS INDICATED.

11. HOT WEATHER CONCRETE PLACING PER SPEC SECTION 03 30 53

12. SPECIAL WEATHER PROTECTION MEASURES PER SPEC SECTION 03 30 53

13. CONCRETE FIELD QUALITY CONTROL:

A. TESTING REQUIREMENTS AND REPORTING PER SPEC 03 30 53.

B. CYLINDER TESTING PER SPEC 03 30 53.

CONTRACTOR ACCESS

1. CONTRACTOR ACCESS VIA LAND WILL BE AT THE MAIN GATE.

2. CONTRACTOR WILL HAVE ACCESS TO A PUBLIC BOAT RAMP APPROXIMATELY HALF A

MILE UPSTREAM OF THE WORKSITE.

CONSTRUCTION JOINT PREPARATION

1. CONCRETE SURFACES TO WHICH OTHER CONCRETE IS TO BE BONDED SHALL

BE PREPARED FOR RECEIVING THE NEXT LIFT OR ADJACENT CONCRETE BY

CLEANING BY SANDBLASTING, HIGH-PRESSURE WATER JET, OR AIR-WATER

CUTTING. SURFACE CUTTING BY AIR-WATER JETS WILL NOT BE PERMITTED FOR

CONCRETE SURFACES CONGESTED WITH REINFORCING STEEL OR IF THEY ARE

RELATIVELY INACCESSIBLE. IF, FOR ANY OTHER REASON, IT IS CONSIDERED

UNDESIRABLE TO DISTURB THE SURFACE OF A LIFT BEFORE IT HAS HARDENED,

THE USE OF SANDBLASTING OR HIGH-PRESSURE WATER JET AFTER

HARDENING WILL BE REQUIRED. REGARDLESS OF THE METHOD USED, THE

RESULTING SURFACE SHALL BE FREE FROM ALL LAITANCE AND INFERIOR

CONCRETE SO THAT CLEAN, WELL-BONDED COARSE AGGREGATE PARTICLES

ARE EXPOSED UNIFORMLY OVER THE LIFT SURFACE.

2. TREATMENT METHOD SHALL BE SUCH THAT THE EDGES OF THE LARGER

PARTICLES OF AGGREGATE ARE NOT UNDERCUT. WHERE JOINT PREPARATION

OCCURS MORE THAN 2 DAYS PRIOR TO PLACING THE NEXT LIFT OR WHERE THE

WORK IN THE AREA SUBSEQUENT TO THE JOINT PREPARATION CAUSES DIRT

OR DEBRIS TO BE DEPOSITED ON THE SURFACE, THE SURFACE SHALL BE

CLEANED AS THE LAST OPERATION PRIOR TO PLACING THE NEXT LIFT. THE

SURFACE OF THE CONSTRUCTION JOINT SHALL BE KEPT CONTINUOUSLY WET

FOR THE FIRST 12 HOURS OF THE 24 HOURS PRIOR TO PLACING CONCRETE,

EXCEPT THAT THE SURFACE SHALL BE DAMP WITH NO FREE WATER AT THE

TIME OF PLACEMENT.

3. HIGH-PRESSURE WATER JET: A STREAM OF WATER UNDER A PRESSURE OF

NOT LESS THAN 3,000 PSI MAY BE USED FOR CLEANING. ITS USE SHALL BE

DELAYED UNTIL THE CONCRETE IS SUFFICIENTLY HARD SO THAT ONLY THE

SURFACE SKIN OR MORTAR IS REMOVED AND THERE IS NO UNDERCUTTING OF

COARSE-AGGREGATE PARTICLES. IF THE HIGH-PRESSURE WATER JET IS

INCAPABLE OF A SATISFACTORY CLEANING, THE SURFACE SHALL BE CLEANED

BY SANDBLASTING.

4. WET SANDBLASTING: THIS METHOD OF JOINT PREPARATION MAY BE USED

WHEN THE CONCRETE HAS REACHED SUFFICIENT STRENGTH TO PREVENT

UNDERCUTTING OF COARSE AGGREGATE PARTICLES.

5. THE OPERATION SHALL BE CONTINUED UNTIL ALL ACCUMULATED LAITANCE,

COATINGS, STAINS, DEBRIS, AND FOREIGN MATERIALS ARE REMOVED. THE

SURFACE OF THE CONCRETE SHALL THEN BE WASHED THOROUGHLY TO

REMOVE ALL LOOSE MATERIAL.

6. THIS METHOD MAY BE USED ON BOTH HORIZONTAL AND VERTICAL SURFACES.

ELEVATION GENERAL NOTES

1. THE CONTRACT DRAWING ELEVATIONS ARE BASED ON THE NATIONAL GEODETIC

VERTICAL DATUM, 1929.

2. THE CONTRACTOR SHALL UTILIZE THE USGS RIVER STAGE WEBSITE FOR POOL

ELEVATIONS OF HOLT RESERVOIR AND HOLT TAILWATER.

3. THE 50% EXCEEDANCE POOL ELEVATIONS ARE THE MEDIAN POOL ELEVATIONS

FROM DATA COLLECTED OVER THE PAST 10 YEARS ACROSS ALL SEASONS. FOR

SEASON SPECIFIC DATA, SEE HYDROGRAPHS IN APPENDIX OF SPECIFICATIONS.

UNWATERING

THE LOCK CHAMBER WILL REQUIRE UNWATERING TO COMPLETE THIS CONTRACT.

CONTRACTOR MUST COORDINATE WITH LOCK SUPERVISOR AND COR TO UNWATER

LOCK CHAMBER.

GROUT AND EPOXY GENERAL NOTES

1. SURFACE CRACKS IN ALL MONOLITHS IN THE CONTRACT SHALL BE SEALED

WITH INJECTED EPOXY OR POLYURETHANE GROUT PER SPEC SECTION 03 01 32.

2. VERTICAL CRACK IN MONOLITH 14R SHALL BE FILLED VIA PRESSURE GROUTING

WITH CEMENT GROUT CONTAINING A CRYSTALLINE ADMIXTURE PER SPEC

SECTION 03 01 30.72 OR 31 68 13.

CHAMBER ACCESS RESTRICTIONS

SEE SPECIFICATION SECTION 01 00 00 FOR CHAMBER CLOSURE RESTRICTIONS.

SITE UTILITY ACCESS

1. RAW WATER FOR CONSTRUCTION PURPOSES MAY BE FILLED ON-SITE FROM

THE FIRE PUMP SYSTEM. COORDINATE SYSTEM REQUIREMENTS AND

LOGISTICS WITH THE LOCK SUPERVISOR.

2. CONTRACTORS MAY TAP INTO ON-SITE ELECTRICAL OUTLETS, PROVIDED

THEY ARE AVAILABLE, DOING SO DOES NOT CREATE A TRIPPING HAZARD TO

PERSONNEL, AND THEY ARE USED WITHIN THEIR OPERATIONAL LIMITS.

MUD AND DEBRIS REMOVAL

MUD AND DEBRIS MAY BE RELOCATED WITHIN THE CHAMBER AS APPROVED BY

THE COR. CONTRACTOR SHALL NOT STACK RELOCATED MUD AND DEBRIS

HIGHER THAN THE TOP OF TOE BLOCK AT ANY LOCATION WITHIN THE LOCK

CHAMBER.

SUBMITTALS

1. REFER TO SPECIFICATIONS FOR FULL LIST OF PROJECT SUBMITTALS

REQUIRED.

2. SUBMIT THE METHOD AND EQUIPMENT PROPOSED FOR JOINT CLEANUP AND

WASTE DISPOSAL, FOR REVIEW 30 DAYS BEFORE CONCRETE PLACEMENT

BEGINS.

3. SUBMIT CONCRETE MIX DESIGN WITH COMPLETE STATISTICAL BACKUP.

4. SUBMIT THE CONCRETE TEST REPORTS.

5. SUBMIT A FLOATING PLANT LAYOUT PLAN.

6. SUBMIT MANUFACTURER PRODUCT DATA SHEETS FOR ROCK ANCHORS AND

WATERSTOPS.

7. SUBMIT CHEMICAL GROUTING PLAN.

8. ANCHOR INSTALLATION WORK PLAN

POST-INSTALLED DOWEL NOTES

1. PROVIDE ANCHORS OF THE TYPE, EFFECTIVE EMBEDMENT, DIAMETER, AND

SPACING AS INDICATED. ADDITIONAL REQUIREMENTS ARE DEFINED IN THE

FOLLOWING NOTES.

2. STEEL ANCHOR ELEMENTS: REBAR DOWEL ANCHORS MUST MEET THE

REQUIREMENTS OF ASTM A615 GRADE 60.

3. ADHESIVE: UNLESS SPECIFICALLY INDICATED OTHERWISE, ALL POST-

INSTALLED ANCHORING ELEMENTS ARE TO BE INSTALLED WITH AN ADHESIVE

ANCHORING SYSTEM. ADHESIVE MUST BE A STRUCTURAL ADHESIVE THAT IS

RATED FOR SUBMERGED/UNDERWATER INSTALLATIONS. ANCHORS MUST

HAVE BEEN TESTED AND QUALIFIED FOR PERFORMANCE IN CRACKED AND

UNCRACKED CONCRETE, HORIZONTAL AND OVERHEAD APPLICATIONS, AND

LONG TERM CREEP IN ACCORDANCE WITH ACI 355.4.

4. ADHESIVE ANCHORS MUST HAVE THE BELOW CHARACTERISTIC BOND

STRENGTHS FOR UNCRACKED AND CRACKED CONCRETE, ASSUMING 3,000 PSI

CONCRETE AND ASSUMING MAXIMUM SHORT TERM TEMPERATURES OF 130°F

AND MAXIMUM LONG TERM TEMPERATURES OF 110°F.

5. SUBMIT MANUFACTURERS DATA AND ICC-ES EVALUATION REPORT, OR THIRD

PARTY EVALUATION REPORT IN CONFORMANCE WITH ACI 355.2 OR ACI 355.4

FOR APPROVAL. THIRD PARTY MUST BE ACCREDITED UNDER ISO/IEC 17025 BY

A RECOGNIZED ACCREDITATION BODY CONFORMING TO THE REQUIREMENTS

OF ISO/IEC 17011 IN ACCORDANCE WITH ACI 355.4. SUBMITTAL MUST INCLUDE

MANUFACTURER'S INSTALLATION INSTRUCTIONS.

REBAR

DIAMETER (IN)

3/8 1/2 5/8 3/4 7/8

Tau, uncr

(PSI)

1,530 1,500 1,470 1,430 1,400 1,370

Tau, cr

(PSI)

Tau, uncr = CHARACTERISTIC BOND STRENGTH, UNCRACKED CONCRETE.

Tau, cr = CHARACTERISTIC BOND STRENGTH, CRACKED CONCRETE.

MASS CONCRETE PLACEMENT REQUIREMENTS

1. THE CONTRACTOR MUST SUBMIT A DETAILED MASS CONCRETE PLACEMENT PLAN TO USACE

CESAM-ENDA FOR REVIEW AND APPROVAL PRIOR TO COMMENCING PLACEMENT ACTIVITIES.

THE PLAN IS TO ADDRESS UNDERWATER PLACEMENT AND IN-THE-DRY PLACEMENT.

2. THE SUBMITTED PLAN MUST INCLUDE:

a. A DESCRIPTION OF THE CONSTRUCTION METHODOLOGY AND SEQUENCE.

b. DETAILS OF FORMWORK, REINFORCEMENT, AND CONCRETE MIX DESIGN.

c. A TEMPERATURE CONTROL PLAN TO MITIGATE THERMAL EFFECTS DURING

PLACEMENT AND CURING.

d. SCALED DEMONSTRATION TEST PLAN FOR UNDERWATER CONCRETE

PLACEMENT

3. THE TEMPERATURE CONTROL PLAN MUST ADDRESS:

a. MAXIMUM ALLOWABLE TEMPERATURE DIFFERENTIALS DURING CURING.

b. PRE-COOLING OR POST-COOLING OF CONCRETE AS NECESSARY.

c. MONITORING AND LOGGING OF CONCRETE TEMPERATURE USING EMBEDDED

SENSORS.

d. ADJUSTMENTS TO PLACEMENT RATES OR TIMING BASED ON THERMAL DATA.

4. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING ALL PLACEMENT AND CURING

PROCESSES MEET USACE SPECIFICATIONS AND PROJECT-SPECIFIC GUIDELINES.

5. ANY MODIFICATIONS TO THE APPROVED PLAN MUST BE SUBMITTED FOR REVIEW AND

APPROVAL.

6. ON-SITE INSPECTIONS BY USACE OR DESIGNATED REPRESENTATIVES WILL BE

CONDUCTED TO VERIFY COMPLIANCE.

7. THE CONTRACTOR MUST PROVIDE TEMPERATURE MONITORING REPORTS AS PART OF

THEIR DAILY LOGS DURING PLACEMENT AND CURING.

8. THE MAXIMUM ALLOWABLE TEMPERATURE DIFFERENTIAL FOR MASS CONCRETE

PLACEMENTS BELOW WATER SHALL BE 35°F (19°C) BETWEEN THE CENTER AND THE

SURFACE.

9. PROVIDE SCALED DEMONSTRATION TEST OF UNDERWATER MASS CONCRETE PLACEMENT

FOR VERIFICATION OF CONCRETE MIX DESIGN AND PLACEMENT METHOD PRIOR TO

PLACEMENT IN THE FIELD.

CONCRETE CONSTRUCTION NOTES (SPEC SECTION 03 70 00):

1. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE

SPECIFICATIONS.ALL CONCRETE DESIGN PERFORMED BY THE CONTRACTOR SHALL BE

IN ACCORDANCE WITH ACI 318.

2. ALL CAST-IN-PLACE CONCRETE SHALL ATTAIN A MINIMUM 28-DAY COMPRESSIVE

STRENGTH (F'C) OF 4,000 PSI.

3. CONCRETE REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM

A615/A615M, GRADE 60 AND SHALL HAVE FABRICATION TOLERANCES IN ACCORDANCE

WITH ACI 315.

4. CONCRETE REINFORCING STEEL SHALL BE CONTINUOUS UNLESS OTHERWISE

INDICATED. CONTINUOUS REINFORCING STEEL SHALL BE LAPPED IN ACCORDANCE

WITH THE REQUIREMENTS OF ACI 318. REINFORCING STEEL SHALL BE PLACED SO THAT

SPACING IS GREATER THAN OR EQUAL TO 2X BAR DIAMETER. MINIMUM LAP SPLICE FOR

#6 BARS SHALL BE 30"

5. MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS INDICATED.

a. CONCRETE DEPOSITED AGAINST THE GROUND 6 INCH

b. CONCRETE EXPOSED TO EARTH OR WEATHER 6 INCH

6. CONCRETE REINFORCING STEEL STANDARD HOOKS, SHALL HAVE A 90 DEGREE HOOK A

MINIMUM OF 12 BAR DIAMETERS IN LENGTH, UNLESS OTHERWISE NOTED. STIRRUPS,

TIES, AND 180 DEGREE HOOKS SHALL CONFORM TO THE REQUIREMENTS OF ACI 318.

7. ALL EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED AND

MAINTAINED SECURELY IN PLACE PRIOR TO AND DURING CONCRETE PLACEMENT.

8. REINFORCING STEEL SHALL BE SPREAD AT SLEEVES, ANCHORS, RECESSES AND OTHER

EMBEDDED ITEMS UNLESS OTHERWISE INDICATED. REINFORCEMENT SHALL NOT BE

CUT TO FACILITATE PLACEMENT OF EMBEDDED ITEMS, UNLESS INDICATED.

9. NO CONCRETE SHALL BE PLACED UNTIL THE OWNER OR THE OWNER'S DESIGNATED

REPRESENTATIVE HAS INSPECTED ALL EMBEDDED WORK, INCLUDING REINFORCEMENT.

10. ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4 INCH UON.

11. ALUMINUM SHALL NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE UNLESS

EFFECTIVELY COATED OR COVERED TO PREVENT ALUMINUM-CONCRETE REACTION

AND ELECTROLYTIC ACTION BETWEEN ALUMINUM AND STEEL.

12. THE MAXIMUM ALLOWABLE TEMPERATURE DIFFERENTIAL FOR MASS CONCRETE

PLACEMENTS BELOW WATER SHALL BE 35°F (19°C) BETWEEN THE CENTER AND THE

SURFACE.

A

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T.O. MONOLITH

193' - 6"

LCS BASEMENT

LCS

G A

L L E

R Y

CULVERT

LOCK

CHAMBER

ASSUMED CRACK

LOCATION

ASSUMED POTENTIAL

CRACK LOCATIONS

RIVER SIDE

APPROXIMATE

FOUNDATION

APPROX. LOCK FLOOR

EL. 90.7'

CRACK VISIBLE ACROSS

BASEMENT FLOOR

EL. 178.5'

EL. VARIES

121' (APPROX) TO 115'

EL. VARIES

108' (APPROX) TO 102.5'

CRACKS VISIBLE

IN CULVERT

PARTIAL PLAN AT

CULVERT FLOOR

PARTIAL PLAN AT

CULVERT CEILING

CRACK ALONG

CULVERT FLOOR

CRACK ALONG

CULVERT CEILING

LOCK

SIDE

RIVER

SIDE

LOCK

SIDE

RIVER

SIDE

MONOLITH JOINT MONOLITH JOINT

BULKHEAD

SLOT

BULKHEAD

SLOT

MONOLITH JOINT MONOLITH JOINT

LARGE SPALL IN

CULVERT WALL-

CLEAN AND PATCH

REPAIR WITH

POLYURETHANE

GROUT

CULVERT FLOOR

CULVERT WALL

± 1'-0"

SECTION

± 1'-0"

6"

SAWCUT WALL

AND CHIP OUT

EXIST. CONCRETE

6"

SAWCUT WALL

AND CHIP OUT

EXIST. CONCRETE

(2) #4 DOWELS W/ 90 DEG. STD.

HOOK DRILL AND EPOXY INTO

EXISTING CONCRETE, TYPICAL

MIN. EMBED 6"

#4 TYP.

(3) #4 EQ.

SPACED

(2) #4 DOWELS W/ 90 DEG. STD.

HOOK DRILL AND EPOXY INTO

EXISTING CONCRETE, TYPICAL

MIN. EMBED 6"

#4

(3) #4 EQ. SPACED

4" C.C.

APPLY BONDING AGENT AT

CONCRETE INTERFACE

NOTE:

SPALL DIMENSIONS ARE

SHOWN FOR BIDDING

PURPOSES AND MAY

VARY IN FIELD.

US Army Corps of Engineers ®

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1/8" = 1'-0"1

14R UPSTREAM ELEVATION

1/8" = 1'-0"2

CULVERT FLOOR AND CEILING SURFACE CRACKS

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T.O. MONOLITH

193' - 6"

F.F. BASEMENT

178' - 6"

T.O. PARAPET

196' - 0"

EL. 186.5

UPPER POOL

EL. 122.9

LOWER POOL

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13R

14R

15R

FLOATING

MOORING BITT

SLOT

LINE HOOK,

RECESS, TYP.

LIFT LINE, TYP.

F L O

A T

IN

G

M O

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IN

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IT

A .1

A

ANCHOR ROW 1

EL. 175.50'

ANCHOR ROW 2

EL. 171.00'

ANCHOR ROW 3

EL. 166.00'

ANCHOR ROW 4

EL. 161.75'

ANCHOR ROW 5

EL. 156.00'

ANCHOR ROW 6

EL. 151.00'

ANCHOR ROW 7

EL. 146.00'

ANCHOR ROW 8

EL. 141.00'

ANCHOR ROW 9

EL. 136.00'

ANCHOR ROW 10

EL. 131.00'

ANCHOR ROW 11

EL. 127.00'

ANCHOR ROW 12

EL. 121.52'

CULVERT BEYOND

BASEMENT

BEYOND

VERTICAL CABLE SHAFT

BEYOND. COLUMN GRID "L"

ANCHORS TO BE THRU-

BOLTED INTO SHAFT.

F.F. GALLERY/

1A 1B 1C 1D 1G 1H 1L

2B 2C 2D 2G 2H 2J 2K 2L 2M

3B 3C 3D 3F 3G 3H 3K 3L 3M

4B 4C 4D 4F 4L

5B 5C 5D 5E 5F 5G 5J 5K 5M

6C 6D 6E 6F 6G 6H 6K 6L 6M

7B 7C 7D 7E 7F 7G 7J 7K 7L

8A 8B 8C 8D 8E 8F 8H 8J 8K

9A 9B 9C 9D 9E 9G 9H 9J

10B 10C 10D 10E 10F 10G 10J 10L

11B

3A

4A

5A

6B

7A

10A

11A 11C 11D 11E 11F 11G 11J 11K 11L

12B 12C 12D 12E12A

1M

3J

5H

6J

7H

8G

9F

10H

11H

ANCHORS IN THIS GROUP

ARE THROUGH BOLTED

WITH RECESS NEAR SIDE

AND FAR SIDE.

ANCHORS IN THIS GROUP

ARE THROUGH BOLTED

TO CABLE SHAFT WITH

RECESS NEAR SIDE.

A B C D E F G H J K L M

TB-A TB-B TB-C TB-D TB-E TB-F TB-G TB-H TB-J TB-K TB-L TB-M TB-N TB-P

2A

5L

6A

7M

8L 7.9M

9K 9L 9M

10K

11M

12F

ANCHOR ROW 4.1

EL. 160.65'

ANCHOR ROW 7.9

EL. 141.65'

7' - 8"5' - 0"4' - 4"4' - 4"4' - 4"4' - 4"4' - 4"6' - 5"4' - 2 1/2"4' - 2 1/2"4' - 2 1/2"4' - 4"

2' - 0"2' - 4"

TB-Q

ANCHOR ROW 13

EL. 101.50'

13TBA 13TBB 13TBC 13TBD 13TBE 13TBF 13TBG 13TBH 13TBJ 13TBK 13TBL 13TBM 13TBN 13TBP 13TBQ

2' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 1' - 8"

EDGE OF LCS

ON BACKSIDE

OF MONOLITH

GALLERY

BEYOND

4' - 5"2' - 0"

METAL WALL

ARMOR, TYP.

ELEVATOR SHAFT

BEYOND

CABLE SHAFT SUMP

PIT BEYOND

5" DIA. CORE W/

PIEZOMETER BEYOND

5" DIA. CORE W/

PIEZOMETER BEYOND

8' - 3 1/2"

CHAMBER LIGHT

RECESS

4.1G 4.1H 4.1K4.1J 4.1M

10M

TB-PTB-A

DAMAGED CONCRETE AT FLOATING

MOORING BIT. SEE DETAILS ON S-150

FOR ANCHOR REPAIR.

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3/16" = 1'-0"

MONOLITH 14R CHAMBER SIDE ELEVATION-ANCHOR LOCATIONS

1A 34'-8" 8 1B 34'-8" 6 1C 34'-8" 4 1D 34'-8" 2 1G 46'-8" 1 1H 46'-8" 3 1L 30'-1" 5 1M 44'-0" 7 2A 34'-8" 18 2B 34'-8" 16 2C 34'-8" 14 2D 34'-8" 12 2G 46'-8" 10 2H 44'-0" 9 2J 44'-0" 11 2K 44'-0" 13 2L 30'-1" 15 2M 44'-0" 17 3A 34'-8" 28 3B 34'-8" 26 3C 34'-8" 24 3D 34'-8" 22 3F 46'-8" 20 3G 46'-8" 19 3H 44'-0" 21 3J 44'-0" 23 3K 44'-0" 25 3L 30'-1" 27 3M 44'-0" 29 4A 34'-8" 39 4B 34'-8" 37 4C 34'-8" 35 4D 34'-8" 33 4F 46'-8" 31 4.1G 44'-0" 30 4.1H 44'-0" 32 4.1J 44'-0" 34 4.1K 44'-0" 36 4L 30'-1" 38 4.1M 44'-0" 40 5A 34'-8" 52 5B 34'-8" 50 5C 34'-8" 48 5D 34'-8" 46 5E 46'-8" 44 5F 46'-8" 42 5G 44'-0" 41 5H 44'-0" 43 5J 44'-0" 45 5K 44'-0" 47 5L 30'-1" 49 5M 44'-0" 51 6A 34'-8" 64 6B 34'-8" 62 6C 34'-8" 60 6D 34'-8" 58 6E 46'-8" 56 6F 44'-0" 54 6G 44'-0" 53 6H 44'-0" 55 6J 44'-0" 57 6K 44'-0" 59 6L 30'-1" 61 6M 44'-0" 63 7A 34'-8" 76 7B 34'-8" 74 7C 34'-8" 72 7D 34'-8" 70 7E 46'-8" 68 7F 44'-0" 66 7G 44'-0" 65 7H 44'-0" 67 7J 44'-0" 69 7K 44'-0" 71 7L 30'-1" 73 7M 44'-0" 75 8A 37'-0" 88 8B 37'-0" 86 8C 37'-0" 84 8D 37'-0" 82 8E 44'-0" 80 8F 44'-0" 78 8G 44'-0" 77 8H 44'-0" 79 8J 44'-0" 81 8K 44'-0" 83 8L 30'-1" 85 7.9M 44'-0" 87 9A 41'-0" 100 9B 41'-0" 98 9C 41'-0" 96 9D 41'-0" 94 9E 44'-0" 92 9F 44'-0" 90 9G 44'-0" 89 9H 44'-0" 91 9J 44'-0" 93 9K 44'-0" 95 9L 30'-1" 97 9M 44'-0" 99 10A 44'-11" 112 10B 44'-11" 110 10C 44'-11" 108 10D 44'-11" 106 10E 44'-0" 104 10F 44'-0" 102 10G 44'-0" 101 10H 44'-0" 103 10J 44'-0" 105 10K 44'-0" 107 10L 30'-1" 109 10M 44'-0" 111 11A 48'-5" 124 11B 48'-5" 122 11C 48'-5" 120 11D 44'-0" 118 11E 44'-0" 116 11F 44'-0" 114 11G 44'-0" 113 11H 44'-0" 115 11J 44'-0" 117 11K 44'-0" 119 11L 30'-1" 121 11M 44'-0" 123 12A 44'-0" 130 12B 44'-0" 128 12C 44'-0" 126 12D 44'-0" 125 12E 44'-0" 127 12F 44'-0" 129

ANCHOR

NUMBER

ANCHOR TABLE

EFFECTIVE ANCHOR LENGTH IS

MEASURED FROM BOTTOM OF

BEARING PLATE(S) AND IS

APPROXIMATE AND FOR REFERENCE

ONLY. CONTRACTOR MUST DESIGN

ANCHORAGE AND STRESSING

LENGTH. FINAL OVERALL ANCHOR

LENGTH PENDING SPECIFIC

HARDWARE REQUIREMENTS BY

CONTRACTOR.

13TBA 48'-0" 144

13TBB 48'-0" 142

13TBC 48'-0" 140

13TBD 48'-0" 138

13TBE 48'-0" 136

13TBF 48'-0" 134

13TBG 48'-0" 132

13TBH 48'-0" 131

13TBJ 48'-0" 133

13TBK 48'-0" 135

13TBL 48'-0" 137

13TBM 48'-0" 139

13TBN 48'-0" 141

13TBP 48'-0" 143

13TBQ 48'-0" 145

FMB 24'-0" -

ANCHOR

NUMBER

BULKHEAD SLOT,

BEYOND

NOTE:

HORIZONTAL AND INCLINED

ANCHOR ELEVATIONS ARE AT

PROJECTED CENTERLINE OF

ANCHOR AT WALL FACE.

ANCHOR ROD NOTE:

ALL ANCHORS ON ROWS 1-12 SHALL BE

2 1/2"⌀ GRADE 150 KSI ALL-THREAD-BAR.

ALL ANCHORS ON ROW 13 (TOE BLOCK

ANCHORS) SHALL BE 3"⌀ GRADE 150 KSI

ALL-THREAD-BAR.

ALTERNATE CONTRACTOR-SUPPLIED

ANCHOR STRESSING SEQUENCE MAY

BE ALLOWED PENDING GOVERNMENT

APPROVAL. CONTRACTOR SHALL

INSTALL, AT MINIMUM, THRU-BOLTED

ANCHORS ON ROWS 1 AND 2 FIRST.

**EFFECTIVE

ANCHOR

LENGTH

STRESSING

SEQUENCE

**STRESSING

SEQUENCE*

EFFECTIVE

ANCHOR

LENGTH

HOLE

ALIGNMENT

TOLERANCE

1:200 1:57 1:57 1:57 1:57 1:200 1:200 1:200 1:200 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:200 1:200 1:200 1:57 1:57 1:57 1:57 1:100 1:57 1:57 1:57 1:200 1:200 1:200 1:57 1:57 1:57 1:200 1:200 1:100 1:100 1:100 1:200 1:200 1:200 1:57 1:57 1:57 1:57 1:200 1:57 1:57 1:57 1:57 1:200 1:200 1:200 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:200 1:200 1:200 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:200 1:200 1:200 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:200 1:200 1:200 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:200 1:200 1:200 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:200 1:200 1:200 1:57 1:200 1:200 1:200 1:200 1:200 1:200 1:200 1:150 1:200 1:200 1:200 1:57 1:57 1:57 1:57 1:200

HOLE

ALIGNMENT

TOLERANCE

1:100 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:57 1:100 1:100 1:100 1:100 1:100 1:100

ANCHOR TABLE

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CULVERT

15°

8' - 0"

NOTES:

1. SEE ENLARGED TOE

BLOCK DETAIL FOR

REINFORCEMENT.

2. TOE BLOCK LIFT LINES

TO MATCH THOSE ON

MONOLITH 14R.

EL. 109

PROVIDE CONTINUOUS LAYER OF

#57 STONE BELOW NEW TOE BLOCK.

(MIN. 1'-0" THICK x 13'-0" WIDE)

LIFT LINES,

TYPICAL

EL. 91.7

EL. 90.7

(VARIES)

S-402

TB-A TB-B TB-C TB-D TB-E TB-F TB-G TB-H TB-J TB-K TB-L TB-M TB-N TB-P

59' - 8" NEW CONCRETE TOE BLOCK

CABLE SHAFT BEYOND

CABLE SHAFT SUMP PIT,

BEYOND

CULVERT BEYOND

S-402

/2

/2

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A

TB-Q

1' - 8"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"4' - 0"2' - 0"

EL 90.7

EL 91.7

PROVIDE CONTINUOUS LAYER OF

#57 STONE BELOW NEW TOE BLOCK.

(MIN. 1'-0" THICK x 13'-0" WIDE)

5' - 8"54' - 0"

35' - 0"

CABLE SHAFT SUMP PIT

/2

F

IE

L

D V

E R

IF

Y

8' - 0"

EL. 109

LIFT LINES,

TYPICAL

CULVERT

/2

NOTES:

1. SEE ENLARGED TOE

BLOCK DETAIL FOR

REINFORCEMENT.

2. TOE BLOCK LIFT LINES

TO MATCH THOSE ON

MONOLITH 14R.

PROVIDE CONTINUOUS LAYER OF

#57 STONE BELOW NEW TOE BLOCK.

(MIN. 1'-0" THICK x 13'-0" WIDE)

EL. 91.7

EL. 90.7

(VARIES)

/2

F

IE

L

D V

E R

IF

Y

#8 BARS

AT 12" O.C.

EACH SIDE

#4 TIES AT 4" (2 FROM BASE PLATE)

AND #4 TIES AT 6" O.C. FOR BALANCE

(8) #6 BARS

AROUND EACH

ANCHOR

NEW CONCRETE TOE BLOCK

8' - 0"

(9) #8 BARS TOP & BTM.

W/ STD. HOOK EACH END

#9 BARS

AT 12" O.C.

EL. 109

/2

LIFT LINE

LIFT LINE

3"

3" CLEAR

ALL AROUND

CHAMFER AT LIFT LINES

TO MATCH EXISTING,

TYPICAL

NOTE:

ANY HORIZONTAL REINF. THAT

INTERSECTS THE ANCHOR, SHALL

STOP 6" CLEAR OF ANCHOR ON

EACH SIDE. INTERSECTING BARS

NOT SHOWN FOR CLARITY.

5' - 0" 2' - 0"

5' - 0" 2' - 0"

GRADE 60, #9 DOWELS W/ 90 DEG. STD.

HOOK AT 18" O.C. DRILL AND EPOXY INTO

EXISTING CONCRETE, TYPICAL

GRADE 60, #9 DOWELS W/ 90 DEG. STD.

HOOK AT 18" O.C. DRILL AND EPOXY INTO

EXISTING CONCRETE, TYPICAL

PROVIDE CONTINUOUS LAYER OF

#57 STONE BELOW NEW TOE BLOCK.

(MIN. 1'-0" THICK x 13'-0" WIDE)

CONTRACTOR TO PROPOSE

REBAR SPLICE LOCATIONS

CONTRACTOR TO PROPOSE

REBAR SPLICE LOCATIONS

S-402

#4 TIES

(8) #6 BARS

C .C

CORE HOLE

ANCHOR ROD

1/4" = 1'-0"2

SECTION

3/16" = 1'-0"1

MONOLITH 14R CHAMBER SIDE ELEVATION-BASE ANCHOR LOCATIONS

1/4" = 1'-0"3

SECTION

US Army Corps of Engineers ®

SHEET ID

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IP

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2 4 6 8 10 12 14 16 18 20

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S-402

T O

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D E

T A

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L T

L O

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A N

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M O

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A

L A

B A

M A

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U E

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T S

A N

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IN

C

E N

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A J U

S T

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M A

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A M

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H O

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IT

H R

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T O

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C H

C

S T

R C

R e v it P ro je c t

T e m p la te C

E S

A M

.r v t

1/2" = 1'-0"

ENLARGED TOE BLOCK DETAIL

NOTE:

TOE BLOCK SHALL BE CONSTRUCTED IN-THE-WET.

A

M E

N D

M E

N T

/1

/2

A

M E

N D

M E

N T

/3

/2

3/4" = 1'-0"4

SECTION