W912QR22B0008_Plans_Vol2-0000.pdf

PDF 23 MB Posted Jun 27, 2022

Attached to: Johnson County Phase II Construction
Solicitation number: W912QR22B0008
Issued by: Department of the Army Corps of Engineers Engineering District Louisville

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Written by GovTribe AI · Dec 28, 2023

This document provides details for a federal contract opportunity issued by the Department of the Army Corps of Engineers Engineering District Louisville. The solicitation seeks a firm-fixed-price contract for Phase II construction work in Johnson County, Kentucky. Specifically, the work includes construction of approximately 100 feet of a V-shaped earthen levee across a drainage channel in East Paintsville with a 25-30 foot height and one gate well control structure. In West Paintsville, the work involves construction of approximately 1,400 linear feet of concrete T-wall/I-wall with a standard height of 10 feet and some regrading and drainage pipe penetrations. Responses to the invitation for bid are due by the date specified in solicitation number W912QR22B0008. The selected contractor will be awarded a contract to complete the flood control infrastructure construction work as described.

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SOLICITATION NO.:

CONTRACT NO.:

MARCH 2022ISSUE DATE:

PAINTSVILLE FLOOD RISK MANAGEMENT PROJECT

P2# 475556

PHASE 2 EAST LEVEE AND WEST FLOODWALL

JOHNSON COUNTY, KY

of Engineers

US Army Corps

SCALE: NTS

PAINTSVILLE VICINITY MAP

G13

SCALE: NTS

JOHNSON COUNTY VICINITY MAP

Reviewed by: *

Approval Recommended: *

Project Engineer/Architect

Approved: *

Chief, Engineering Division

APPROVAL OF ALL DRAWINGS IN THIS SET AS INDEXED ON THIS SHEET.

SIGNATURES AFFIXED BELOW INDICATE OFFICAL RECOMMENDATION AND

Date

REQUIRED BY ER 1110-1-8152.

OPERATING WITHIN THE SCOPE OF THIER EMPLOYMENT. SIGNATURES ARE

REGISTRATION DESIGNATIONS APPEAR ON THESE DOCUMENTS ARE

LOUISVILLE DISTRICT. INDIVIDUALS WHOSE SIGNATURES AND

THIS PROJECT WAS DESIGNED BY THE U.S. ARMY CORPS OF ENGINEERS, *

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27 June 2022

W912QR22B0008

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Pl an s_ Vo l2 -0

ARIMS: 200A Disposition: Maintain for 15 yrs after construction h2edmjcs Text Box

VOLUME: 2 OF 4 STRUCTURAL DETAILS

GENERAL STRUCTURAL NOTES

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

DOCUMENTS, INCLUDING PLANS, DETAILS, OR SPECIFICATIONS. USE TYPICAL

DETAILS WHERE APPLICABLE. SEE SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS.

2. WHERE SIGNED AND STAMPED CALCULATIONS OR OTHER SUBMITTALS ARE

DESIGNATED AS BEING REQUIRED FOR WORK PERFORMED BY THE

CONTRACTOR, THE WORK MUST BE PERFORMED BY A PROFESSIONAL ENGINEER

OF THE APPROPRIATE DISCIPLINE LICENSED IN THE UNITED STATES.

3. USE THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER DRAWINGS

AND PROVIDED CONTRACT DOCUMENTS. COORDINATE THE WORK OF OTHER

TRADES.

4. DO NOT SCALE THE DRAWINGS.

5. 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.

6. DURING THE BIDDING PHASE, THE CONTRACTOR SHALL SUBMIT A REQUEST FOR

INTERPRETATIONS OF CONFLICTS OR DISCREPANCIES. IF NO REQUEST IS MADE,

ALL PROVISIONS WILL BE ASSUMED TO BE INCLUDED IN THE BID. THE

CONTRACTING OFFICER SHALL DETERMINE WHICH PROVISION GOVERNS AND

THE CONTRACTOR SHALL PERFORM THE WORK AT NO ADDITIONAL COST TO THE

GOVERNMENT.

7. NOTIFY THE CONTRACTING OFFICER OF ANY DISCREPANCIES ON THE

STRUCTURAL DRAWINGS OR BETWEEN THE STRUCTURAL DRAWINGS AND

DRAWINGS BY OTHER DISCIPLINES PRIOR TO PROCEEDING WITH CONSTRUCTION.

8. DETAILS NOT SPECIFICALLY INDICATED SHALL BE SIMILAR TO DETAILS SHOWN

FOR SIMILAR CONDITIONS.

9. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE SAFETY OF

PERSONS AND PROPERTY DURING CONSTRUCTION.

10. 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 STRUCTURAL SYSTEM

FORMWORK AND OTHER SUPPORTS 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. TEMPORARY CONSTRUCTION MATERIAL SHALL REMAIN THE

PROPERTY OF THE CONTRACTOR AFTER COMPLETION OF THE PROJECT.

11. THE STRUCTURE IS DESIGNED ONLY TO FUNCTION AS A UNIT UPON COMPLETION

OF CONSTRUCTION. PROVIDE ALL BRACING REQUIRED TO PROPERLY

CONSTRUCT THE FEATURE UNTIL THE STRUCTURE IS COMPLETE AND CAPABLE

OF PROVIDING LATERAL STABILITY.

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

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

THE CONTRACTOR PRIOR TO SUBMISSION.

13. ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS ARE IDEALIZED. ELEVATIONS

ARE BASED ON NOMINAL DIMENSIONS AND SLOPES SHOWN ON DRAWINGS. THE

CONTRACTOR MUST COORDINATE ALL ELEVATIONS WITH CIVIL PLANS AND

PROFILES.

14. ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS ARE BASED ON THE NAVD 88

DATUM. SEE CIVIL DRAWINGS FOR PROJECT SURVEY CONTROLS.

15. EXISTING CONSTRUCTION SHOWN IS BASED ON EXISTING CONSTRUCTION

DOCUMENTS, GENERAL CONSTRUCTION PRACTICE, AND FIELD OBSERVATIONS

AND IS NOT GUARANTEED TO BE TRUE OR EXACT. THE CONTRACTOR SHALL

FIELD VERIFY ALL EXISTING CONDITIONS RELEVANT PRIOR TO CONSTRUCTION.

16. DO NOT PENETRATE STRUCTURAL MEMBERS WITH PIPES, CONDUIT, OR OTHER

NON-STRUCTURAL COMPONENTS UNLESS APPROVED BY THE CONTRACTING

OFFICER.

17. 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.

FOUNDATION NOTES

1. THE FOUNDATIONS ARE DESIGNED BASED ON RECOMMENDATIONS

INCLUDED IN THE GEOTECHNICAL INVESTIGATION REPORT PREPARED BY

THE US ARMY CORPS OF ENGINEERS, LOUISVILLE DISTRICT, DATED

1/21/2022.

2. FOOTINGS ARE DESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF 1.0

KSF.

3. THE CONTRACTOR MUST RETAIN A GEOTECHNICAL ENGINEER (LICENSED

IN THE STATE OF KY) TO PROVIDE OBSERVATION AND TESTING SERVICES

DURING THE GRADING AND FOUNDATION PHASE OF CONSTRUCTION PER

THE EARTHWORK SPECIFICATIONS. INSPECTING AND TESTING REPORTS

MUST BE SUBMITTED TO THE GOVERNMENT FOR REVIEW.

4. ALL FOOTINGS (GATEWELL AND HEADWALLS) MUST PENETRATE EXISTING

FILL AND BE SUPPORTED ON UNDISTURBED (NATURAL) SOIL CABAPLE OF

SUPPORTING THE DESIGN LOADS. SEE THE EARTHWORK SPECIFICATIONS

FOR ADDITIONAL SUBGRADE PREPARATION REQUIREMENTS.

5. LOWER THE GROUNDWATER BY AN ACCEPTABLE DEWATERING SYSTEM.

THE GROUNDWATER LEVEL MUST BE MAINTAINED CONTINUOUSLY A

MINIMUM OF 2'-0" BELOW THE EXCAVATION WHEN EXCAVATIONS

APPROACH THE GROUND WATER LEVEL.

6. COORDINATE UNDERGROUND UTILITIES PRIOR TO THE START OF

FOUNDATION EXCAVATIONS. COORDINATE WITH UTILITY COMPANIES FOR

ANY SHUT-OFF REQUIREMENTS OF ACTIVE LINES.

7. OPEN FOUNDATION EXCAVATIONS MUST BE INSPECTED AND APPROVED

BY THE LICENSED GEOTECHNICAL ENGINEER RETAINED BY THE

CONTRACTOR PRIOR TO PLACING CONCRETE.

8. EARTH-FORMED FOOTINGS ARE NOT ALLOWED.

9. PLACE FOUNDATION CONCRETE ON THE SAME DAY OF THE FOUNDATION

EXCAVATIONS. IF NOT PLACED ON THE SAME DAY, PROTECT FOUNDATION

EXCAVATIONS FROM STANDING WATER AND COLLAPSE.

10. THE MINIMUM DEPTH TO THE BOTTOM OF FOOTINGS MUST BE 30" BELOW

FINAL EXTERIOR GRADE.

11. DO NOT PLACE FOUNDATION CONCRETE ON FROZEN OR SATURATED

SUBGRADE.

12. ELEVATIONS INDICATED ON THE FOUNDATION PLANS REFER TO THE TOP

OF FOOTINGS.

13. SHEET PILE FOR I-WALL MUST PENETRATE INTO UNDISTURBED (NATURAL)

SOILS A MINIMUM OF 5 FEET. THE CURRENT TIP ELEVATIONS INDICATED ON

THE DRAWINGS ARE EXPECTED TO ACHIEVE THIS REQUIREMENT. THE

PENETRATION DEPTH MUST BE CONFIRMED BY THE GEOTECHNICAL

ENGINEER DURING CONSTRUCTION.

STRUCTURAL CONCRETE

1. STRUCTURAL CONCRETE DESIGN AND CONSTRUCTION MUST CONFORM

WITH THE AMERICAN CONCRETE INSTITUTE (ACI) 2014 "BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318), 2014

"SPECIFICATIONS FOR STRUCTURAL CONCRETE" (ACI 303), AND 2004 "ACI

DETAILING MANUAL" (ACI SP-66), AND EM 1110-2-2104.

2. REQUIREMENTS FOR STRUCTURAL CONCRETE ARE PROVIDED IN

SPECIFICATION 03 30 00 GENERAL CONCRETE REQUIREMENTS AND THE

SPECIFICATIONS REFERENCED THEREIN.

3. CAST-IN-PLACE CONCRETE MUST ATTAIN A MINIMUM 28-DAY COMPRESSIVE

STRENGTH (f'c) OF 5,000 PSI.

4. STRUCTURAL CONCRETE DENSITY MUST BE NORMAL WEIGHT.

5. CONCRETE REINFORCEMENT MUST BE STEEL DEFORMED BARS

CONFORMING TO ASTM A615, GRADE 60.

6. DO NOT WELD CONCRETE REINFORCEMENT UNLESS INDICATED. WHERE

WELDING REINFORCEMENT IS INDICATED, REINFORCEMENT MUST CONFORM

TO ASTM A706, GRADE 60.

7. SHOP FABRICATE BENDS AND HOOKS. DO NOT FIELD BEND UNLESS

INDICATED IN THE CONTRACT DRAWINGS.

8. PROVIDE PLASTIC, PLASTIC COATED (NOT PLASTIC TIPPED), OR STAINLESS

STEEL CHAIRS FOR CONCRETE.

9. CONCRETE REINFORCEMENT SHALL BE CONTINUOUS. FOR BARS #6 AND

SMALLER SPLICES SHALL BE MADE BY LAPPING WITH CLASS B LAPS PER ACI

318. BUTT SPLICES ARE PERMITTED FOR REBAR #7 OR LARGER AND

REQUIRED FOR BARS #11 AND LARGER, AND MUST DEVELOP AT LEAST 125%

OF THE BAR YIELD STRENGTH IN TENSION. MECHANICAL SPLICES SHALL USE

AN APPROVED EXOTHERMIC, THREADED COUPLING, SWAGED SLEEVE, OR

OTHER POSITIVE CONNECTION TYPE. WELDED BUTT SPLICES SHALL BE IN

ACCORDANCE WITH AWS D1.4. ALL BUTT SPLICES SHALL BE STAGGERED

BETWEEN ADJACENT BARS AS FOLLOWS:

BAR SIZE LONGITUDINAL STAGGER

<#11 LAP LENGTH PER ACI 318

>#11 NO LESS THAN 5 FT

ALL NO LESS THAN 30"

10. MINIMUM CONCRETE COVER FOR REINFORCEMENT MUST BE IN

ACCORDANCE WITH EM 1110-2-2104 UNO:

A. CONCRETE CAST AGAINST EARTH 4"

B. ALL OTHER CONDITIONS 3"

11. PROVIDE STANDARD HOOKS WITH 90 DEGREE BENDS AND EXTEND A

MINIMUM OF 12 BAR DIAMETERS IN LENGTH. STIRRUPS, TIES, AND 180 & 135

DEGREE HOOKS MUST CONFORM TO ACI 318.

12. PROVIDE 1/2" THICK JOINT FILLER MATERIAL (AS SHOWN ON PLANS) WHERE

SLABS ON GROUND ABUT CONCRETE, MASONRY, OR STEEL VERTICAL

SURFACES UNO.

13. EMBEDDED ITEMS MUST BE PROPERLY PLACED, ACCURATELY POSITIONED

AND SECURELY MAINTAINED IN PLACE PRIOR TO AND DURING CONCRETE

PLACEMENT.

14. SPREAD CONCRETE REINFORCEMENT AT SLEEVES, ANCHORS, RECESSES

AND OTHER EMBEDDED ITEMS WHERE BAR SPACING WILL NOT EXCEED 1.5

TIMES THE NORMAL SPACING. DO NOT CUT REINFORCEMENT TO FACILITATE

PLACEMENT OF EMBEDDED ITEMS.

15. PROVIDE 3/4" CHAMFER AT EXPOSED CONCRETE EDGES OR WHERE

CHAMFER INDICATED UNO.

16. ALUMINUM MUST NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE.

17. PRIOR TO PLACEMENT OF CONCRETE, SUBMIT JOINT LAYOUTS TO THE

CONTRACTING OFFICER FOR APPROVAL. CONSTRUCTION JOINTS MUST BE

POSITIONED TO PREVENT CHANGE IN STRUCTURAL DESIGN REQUIREMENTS.

18. LAP SPLICES:

A. LAP COMPRESSION SPLICES 30 BAR DIAMETERS OF LARGER BAR.

B. LAP TENSION SPLICES PER THE FOLLOWING TABLE AND MODIFY

LENGTHS AS NOTED:

1. FOR CLASS 'A' SPLICE (PERMITTED ONLY WHEN NOT MORE THAN HALF THE

BARS SPLICED & SPLICES STAGGERED BY THE DISTANCE OF SPLICE

LENGTH), USE SAME AS ' Ld' = TENSION DEVELOPMENT LENGTH TABLE.

2. TOP BARS ARE DEFINED AS ANY HORIZONTAL BAR WITH MORE THAN 12" OF

FRESH CONCRETE CAST BELOW THE SPLICED BARS.

3. INCREASE LAP LENGTHS AS FOLLOWS (INCREASES ARE ACCUMULATIVE):

A. BAR SPACING LESS THAN 2 BAR DIAMETERS +50%

B. LIGHTWEIGHT CONCRETE +35%

C. EPOXY-COATED TOP BARS +20%

D. EPOXY-COATED OTHER BARS +50%

GRADE 60 UNCOATED BARS

NORMAL WEIGHT CONCRETE

TENSION DEVELOPMENT LENGTHS

CLASS A FOR STRAIGHT AND HOOKED BARS

BAR SIZE

#7 #8

#10

STR. HOOK STR. HOOK STR. HOOK

f'c= 4000 psi f'c= 5000 psi f'c= 6000 psi

1'-0" 8" 1'-0" 7" 1'-0" 6"

1'-0" 10" 1'-0" 9" 1'-0" 8"

1'-3" 1'-0" 1'-2" 11" 1'-1" 10"

2'-3" 1'-3" 2'-0" 1'-1" 1'-10" 1'-0"

3'-1" 1'-5" 2'-9" 1'-3" 2'-6" 1'-2" 4'-0" 1'-7" 3'-7" 1'-5" 3'-3" 1'-4"

5'-1" 1'-10" 4'-6" 1'-8" 4'-2" 1'-6"

6'-5" 2'-1" 5'-9" 1'-10" 5'-3" 1'-8"

GRADE 60 UNCOATED BARS

NORMAL WEIGHT CONCRETE

TENSION DEVELOPMENT SPLICES

CLASS B

BAR SIZE

#7 #8

#10 f'c= 4000 psi f'c= 5000 psi f'c= 6000 psi

2'-0" 1'-10" 1'-8"

2'-8" 2'-5" 2'-2"

3'-4" 3'-0" 2'-9"

4'-0" 3'-7" 3'-3"

5'-10" 5'-3" 4'-9" 6'-8" 6'-0" 5'-5"

7'-6" 6'-9" 6'-2"

8'-6" 7'-7" 6'-11"

GENERAL STRUCTURAL STEEL NOTES

1. STRUCTURAL STEEL DESIGN AND CONSTRUCTION MUST CONFORM WITH THE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) 2016 "SPECIFICATION

FOR STRUCTURAL STEEL BUILDINGS" (AISC 360) AND 2016 "CODE OF STANDARD

PRACTICE FOR STEEL BUILDINGS AND BRIDGES" (AISC 303).

2. FOR HYDRAULIC STEEL STRUCTURE REQUIREMENTS, SEE SHEET SC001 AND

SPECIFICATIONS.

3. MATERIALS AND SHAPES

A. WIDE FLANGE SHAPES MUST BE ASTM A992, GRADE 50.

B. MISCELLANEOUS SHAPES, CHANNELS, ANGLES, AND PLATES MUST BE ASTM

A572, GRADE 50.

C. SHEET PILE SHAPES MUST BE ASTM A572, GRADE 60.

D. WELDING ELECTRODES MUST BE E70XX EXCEPT WHERE OTHER

ELECTRODES ARE REQUIRED FOR COMPATIBILITY WITH MATERIAL BEING

WELDED.

E. ANCHOR RODS MUST BE ASTM F1554, GRADE 36.

F. HEADED STUD ANCHORS MUST BE ASTM A108.

4. STEEL CONNECTIONS MUST BE BOLTED OR WELDED AS INDICATED.

A. BOLTED CONNECTIONS MUST CONFORM WITH THE STRUCTURAL COUNCIL

ON STRUCTURAL CONNECTIONS (RCSC) "SPECIFICATION FOR STRUCTURAL

JOINTS USING HIGH-STRENGTH BOLTS."

B. USE FULLY PRE-TENSIONED ASTM F3125 GR A325-N BOLTED CONNECTIONS

WITH HARDENED WASHERS FOR CONNECTIONS UNO.

C. USE HARDENED WASHERS FOR OVERSIZED AND SHORT-SLOTTED HOLES.

USE 5/16" THICK A36 PLATE WASHERS FOR LONG-SLOTTED HOLES.

D. USE 3/4" DIAMETER (ø) BOLTS UNO.

E. PROVIDE BOLT HOLES AS INDICATED.

F. BOLTED CONNECTIONS MUST HAVE A MINIMUM OF 2 BOLTS.

G. STRUCTURAL STEEL WELDING MUST CONFORM WITH THE AMERICAN

WELDING SOCIETY (AWS) 2010 STRUCTURAL WELDING CODE - STEEL (AWS

D1.1).

H. STAINLESS STEEL WELDING MUST CONFORM WITH THE AMERICAN WELDING

SOCIETY (AWS) 2010 STRUCTURAL WELDING CODE- STAINLESS STEEL (AWS

D1.6).

I. WHERE WELD SIZE IS NOT SHOWN, USE MINIMUM WELD SIZE PER AISC 360

AND AWS D1.1. WHERE WELD LENGTH IS NOT SHOWN, USE CONTINUOUS

WELDS.

J. WELDING MUST BE PERFORMED BY OPERATORS CERTIFIED BY AWS IN

PERFORMING THE TYPE OF WORK INDICATED.

K. USE CONNECTIONS PER TYPICAL DETAILS WHERE APPLICABLE.

L. FOR HYDRAULIC STEEL STRUCTURE CONNECTION REQUIREMENTS, SEE

SHEET SC001 AND SPECIFICATIONS.

5. DO NOT FIELD CUT OR MODIFY STRUCTURAL STEEL FOR WORK OF OTHER

TRADES WITHOUT PRIOR WRITTEN APPROVAL OF THE CONTRACTING OFFICER.

6. CAMBER: CAMBER STRUCTURAL STEEL AS INDICATED. WHERE CAMBER IS NOT

INDICATED FOR BEAMS, ORIENT BEAMS SO RESIDUAL MILL CAMBER IS UPWARD.

7. GALVANIZING: HOT DIP GALVANIZE STEEL EXPOSED TO WEATHER. GALVANIZE

PER ASTM A-123 FOR ROLLED, PRESSED, OR FORGED SHAPES AND PLATES,

ASTM A-153 FOR HARDWARE ITEMS, AND ASTM A-386 FOR ASSEMBLED STEEL

PRODUCTS. RELIEF ANGLES AND SHELF ANGLES FOR MASONRY MUST BE

GALVANIZED. BOLTS EXPOSED TO WEATHER OR BOLTS FOR STEEL EXPOSED

TO WEATHER MUST BE HOT DIP GALVANIZED UNO. TOUCH UP SURFACES

MISSING GALVANIZATION COATING WITH APPROVED COLD GALVANIZING.

8. LOCATE REINFORCING IN CONCRETE AND MASONRY PRIOR TO CONNECTING

STEEL. DO NOT CUT OR DAMAGE REINFORCING.

9. ALL WELDS ON THE ROLLER GATE MUST BE SEAL WELDED. SEE DETAIL

A7/SC420.

DELEGATED DESIGN

1. THE DESIGN OF THE FOLLOWING STRUCTURAL ELEMENTS AND SYSTEMS AND

THEIR CONNECTIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR.

ADDITIONAL DELEGATED ELEMENTS AND SYSTEMS MAY BE INDICATED IN THE

DRAWINGS AND SPECIFICATIONS.

A. TEMPORARY BRACING AND SHORING

B. LADDERS

C. RIGGING

D. BLOCK AND TACKLE, WINCHES

E. STEM GUIDES AND STRUCTURAL ATTACHMENTS

AFF = ABOVE FINISHED FLOOR

ARCH = ARCHITECTURAL/ARCHITECT

B/ = BOTTOM OF

BFF = BELOW FINISHED FLOOR

BM = BEAM

BOT = BOTTOM

BP = BASE PLATE

CC = CLEAR COVER

CFS = COLD-FORMED STEEL

CFMF = COLD-FORMED METAL FRAMING

CJ = CONSTRUCTION JOINT

CMU = CONCRETE MASONRY UNIT

COL = COLUMN

CONC = CONCRETE

CY = CUBIC YARD

DBA = DEFORMED BAR ANCHOR

DIA = DIAMETER

DIM = DIMENSION

DWGS = DRAWINGS

EF = EACH FACE

EJ = EXPANSION JOINT

ELEV = ELEVATION

EMBED = EFFECTIVE EMBEDMENT

EOD = EDGE OF DECK

EQ = EQUAL

EW = EACH WAY

EX = EXISTING

EXP = EXPANSION

EXT = EXTERIOR

FD = FLOOR DRAIN

FF = FINISHED FLOOR

FLR = FLOOR

FND = FOUNDATION

GA = GAUGE

GALV = GALVANIZED

GB = GRADE BEAM

HORZ = HORIZONTAL

HP = HIGH POINT

HSA = HEADED STUD ANCHOR

HSS = HYDRAULIC STEEL STRUCTURES

IAW = IN ACCORDANCE WITH

ID = INSIDE DIAMETER

IF = INSIDE FACE

INT = INTERIOR

JTS = JOINTS

LF = LINEAR FEET

LLBB = LONG LEG BACK TO BACK

LDH = LONG DIMENSION HORIZONTAL

LDV = LONG DIMENSION VERTICAL

LLH = LONG LEG HORIZONTAL

ABBREVIATIONS

LLV = LONG LEG VERTICAL

LP = LOW POINT

LS = LAND SIDE

MAX = MAXIMUM

MECH = MECHANICAL

MFR = MANUFACTURER

MIN = MINIMUM

MISC = MISCELLANEOUS

NTS = NOT TO SCALE

OC = ON CENTER

OD = OUTSIDE DIAMETER

OF = OUTSIDE FACE

OPH = OPPOSITE HAND

OPNG = OPENING

OPP = OPPOSITE

P = PILE

PC = PILE CAP

PCF = POUNDS PER CUBIC FOOT

PL = PLATE

PLF = POUNDS PER LINEAR FOOT

PSF = POUNDS PER SQUARE FOOT

PSI = POUNDS PER SQUARE INCH

PT = POST TENSION

PVC = POLYVINYL CHLORIDE

R = RADIUS

RD = ROOF DRAIN

REF = REFERENCE

REINF = REINFORCED, REINFORCING

REQ = REQUIRED

RS = RIVER SIDE

SCHD = SCHEDULE

SDI = STEEL DECK INSTITUTE

SF = SQUARE FOOT

SJ = SAWN CONTRACTION JOINT

SIM = SIMILAR

SQ = SQUARE

SS = STAINLESS STEEL

STL = STEEL

SYM = SYMMETRICAL

T&B = TOP AND BOTTOM

T/ = TOP OF

TP = TYPE

TYP = TYPICAL

UNO = UNLESS NOTED OTHERWISE

VERT = VERTICAL

VIF = VERIFY IN FIELD

W/ = WITH

W/O = WITHOUT

WP = WORK POINT

WWR = WELDED WIRE REINFORCEMENT

SXXX = STRUCTURAL GENERAL

SBXXX = STRUCTURAL FLOODWALL

SCXXX = STRUCTURAL CLOSURES

SGXXX = STRUCTURAL GATEWELLS

SHXXX = STRUCTURAL HEADWALLS

SHEET DESIGNATORS

WATERSTOP GENERAL NOTES

1. ALL WATERSTOPS MUST BE NONMETALLIC AND OF THE SHAPES INDICATED IN

THE CONTRACT DOCUMENTS EXCEPT WHERE HYDROPHILIC WATERSTOPS ARE

INDICATED. REQUIREMENTS FOR HYDROPHILIC WATERSTOPS ARE PROVIDED IN

03 30 00.

2. NONMETALLIC WATERSTOPS MUST BE CONSTRUCTED OF PVC. HYDROPHILIC

WATERSTOPS MUST BE CONSTRUCTED OF MODIFIED CHLOROPRENE RUBBER.

ALTERNATIVE MATERIALS MAY ONLY BE USED WITH THE APPROVAL OF THE

CONTRACTING OFFICER.

3. PROTECT WATERSTOPS FROM THE ENVIRONMENT AND ANY CONTAMINANTS

THAT MAY BE DELETERIOUS TO EITHER THE WATERSTOP OR THE CONCRETE IT IS

EMBEDDED IN. PROTECT PVC WATERSTOPS FROM EXPOSURE TO UV LIGHT, AND

HYDROPHILIC WATERSTOPS FROM EXPOSURE TO LIQUIDS, INCLUDING WATER.

PROVIDE PROTECTION DURING ALL PHASES OF WATERSTOP INSTALLATION,

INCLUDING DURING STORAGE, INSTALLATION, CONCRETE PLACEMENT AND

CURING, AND UNTIL THE WATERSTOP IS FULLY SEALED AND PROTECTED BY

SOUND CONCRETE.

POST-INSTALLED ADHESIVE CONCRETE ANCHOR NOTES

1. POST-INSTALLED ANCHORS MUST CONFORM TO THE REQUIREMENTS OF

SPECIFICATION 05 05 20.00 27 POST-INSTALLED CONCRETE ANCHORS.

2. CONTRACTOR SHALL SUBMIT THE PROPOSED EPOXY ADHESIVE PRODUCT DATA,

ICC REPORT, AND TESTING REQUIREMENTS.

3. ADHESIVE ANCHORS SHALL BE OF DIAMETER, EMBEDMENT, AND FINISH AS

INDICATED. PROVIDE APPROPRIATE ANCHOR WITH ADHESIVE WITH EQUIVALENT

TENSILE AND SHEAR CAPACITIES AFTER MODIFICATION DUE TO EMBEDMENT,

SPACING, EDGE DISTANCES, AND SEISMIC LOADING IN CRACKED CONCRETE AND

MASONRY. LOAD CAPACITIES SHALL BE BASED ON THE APPLICABLE ICC

EVALUATION REPORT.

4. CONTRACTORS ARE FREE TO USE ANY PRODUCT WHICH MEETS THE

GOVERNMENT'S MINIMUM REQUIREMENTS AND NOT IN CONFLICT WITH OTHER

CONTRACT PROVISIONS. UNLESS INDICATED OTHERWISE ON THE PLANS OR

SPECIFICATIONS (E.G. SOLE-SOURCE), ALL LISTED MANUFACTURERS ARE THE

BASIS OF DESIGN . FOR THESE BASIS OF DESIGN PRODUCTS, OTHER

MANUFACTURERS MAY BE SUBSTITUTED AS LONG AS THE STANDARD OF QUALITY

AND CHARACTERISTICS OF THE SUBSTITUTED MANUFACTURERS MEET OR

EXCEED THE STANDARD OF QUALITY AND CHARACTERISTICS OF THE BASIS OF

DESIGN.

5. PROVIDE DRILLED HOLES OF DIAMETER AND DEPTH RECOMMENDED BY THE

PRODUCT MANUFACTURER FOR DOWEL SIZE SPECIFIED OR OF DIAMETER AND

DEPTH SPECIFIED IN THE CONTRACT DOCUMENTS, WHICHEVER IS GREATER.

THOROUGHLY CLEAN HOLE OF CONCRETE DUST WITH BRUSH AND OIL-FREE

COMPRESSED AIR. INJECT ADHESIVE PER THE MANUFACTURER'S

RECOMMENDATIONS. INSTALL ANCHORS IN CONCRETE HAVING A MINIMUM

AVERAGE COMPRESSIVE STRENGTH OF 0.75f'c.

6. DO NOT DRILL THROUGH CONCRETE REINFORCEMENT. REINFORCEMENT SHALL

BE LOCATED USING NON-DESTRUCTIVE LOCATION METHODS AT LEAST 10

WORKING DAYS PRIOR TO ANCHOR INSTALLATION, AND ANY VARIATIONS IN FIELD

CONDITIONS THAT REQUIRE ALTERATIONS TO THE DESIGNED ANCHORAGES

SHALL BE COMMUNICATED TO THE DESIGNER OF RECORD.

7. SUBMIT TRAINING LOGS FROM ANCHOR MANUFACTURER-SPONSORED TRAINING

FOR EACH TYPE OF ANCHOR USED.

8. ANCHORS SHALL BE QUALIFIED FOR EARTHQUAKE LOADING IN ACCORDANCE

WITH ACI 355.4. THE STEEL STRENGTH IN SHEAR AND CHARACTERISTIC BOND

STRESS SHALL BE BASED ON RESULTS OF ACI 355.4 SIMULATED SEISMIC TESTS.

9. THREADED RODS SHALL BE USED AND HAVE A MINIMUM YIELD STRENGTH OF 36

KSI.

10. PROOF LOAD 10% OF ANCHORS. THE SPECIAL INSPECTOR SHALL OBSERVE ALL

PROOF LOAD TESTS. PROOF LOAD SHALL BE THE LESSER OF 50% OF THE

ADHESIVE BOND STRENGTH AND 80% OF THE ANCHOR STEEL YIELD STRENGTH.

PROOF LOAD SHALL BE APPLIED FOR A MINIMUM OF 10 SECONDS.

DESIGN CRITERIA

1. THE DESIGN CRITERIA IS IN ACCORDANCE WITH IBC 2018 AND ASCE 7-16 AS

MODIFIED BY ENGINEERING MANUALS (EM'S). SEE EACH STRUCTURAL SYSTEMS

LOAD DIAGRAMS FOR SPECIFIC EM DESIGN CRITERIA.

2. DEAD LOADS: ACTUAL STRUCTURAL MATERIAL SELFWEIGHT PLUS ALLOWANCES:

CONCRETE 150 PCF

STEEL 490 PCF

3. WIND LOADS

BASIC DESIGN WIND SPEED V = 119 MPH

ALLOWABLE STRESS DESIGN WIND SPEED Vasd = 92 MPH

RISK CATEGORY CATEGORY = IV

WIND EXPOSURE CATEGORY CATEGORY = C

GUST EFFECT FACTOR FACTOR = 0.85

4. SEISMIC LOADS

COUNTY/STATE JOHNSON/KY

RISK CATEGORY CATEGORY= IV

SEISMIC IMPORTANCE FACTOR Ie = 1.5 MAPPED SHORT PERIOD RESPONSE ACCELERATION Ss = 0.175g MAPPED 1 SECOND PERIOD RESPONSE ACCELERATION S1 = 0.081g

SITE CLASS CLASS = D

DESIGN SHORT PERIOD SPECTRAL RESPONSE COEF. Sds = 0.186 DESIGN 1 SECOND PERIOD SPECTRAL RESPONSE COEF. Sd1 = 0.130

SEISMIC DESIGN CATEGORY CATEGORY = C

5. ENVIRONMENTAL SEVERITY CLASSIFICATION C3

US Army Corps of Engineers ®

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S001

U C

N S

N C

O U

, K

E D

D R

. M

L U

G J

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E, K

O R

C H

A N

D W

O D

D L

O D

K M

C T

K D

N D

2Q R

Pl an s_ Vo l2 -0

ARIMS: 200A Disposition: Maintain for 15 yrs after construction

EXTREME (X)

EL 615.44

TOP OF WALL

EL 615.10

hx = 0.0 KSF

BOTT OF

CONC CAP

R O

E sm = 0.0 KSF ss = 0.0 KSF sm = 0.0 KSF ss = 0.0 KSF

0" (M

RIVER SIDE (RS) LAND SIDE (LS)

GAP

SOIL

BOTT OF

SHEET PILE

NOTE: WHEN THE SOIL GAP IS PRESENT THE ACTIVE SOILP RESSURE BECOMES ZERO ALONG THE DEPTH OF THE CRACK.

P R

R E

PASSIVE SO

IL PR

ESSU

BOTT OF

CONC CAP

TOP OF WALL

EL 615.10

UNUSUAL (N)

EL 615.05hn = 0.0 KSF

R O

P R

R E sm = 0.0 KSF ss = 0.0 KSF sm = 0.0 KSF ss = 0.0 KSF

0" (M

RIVER SIDE (RS) LAND SIDE (LS)

PASSIVE SO

IL PR

ESSU

GAP

SOIL

BOTT OF

SHEET PILE

NOTE: WHEN THE SOIL GAP IS PRESENT THE ACTIVE SOILP RESSURE BECOMES ZERO ALONG THE DEPTH OF THE CRACK.

1. THE DESIGN CRITERIA IS IN ACCORDANCE WITH IBC 2018 AND ASCE 7-16 AS

MODIFIED BY EM 1110-2-2104, EM 1110-2-2502, AND EM 1110-2-2504.

2. EARTH LOADS

MOIST SOIL UNIT WEIGHT Ɣm = 120 PCF SATURATED SOIL UNIT WEIGHT Ɣs = 125 PCF

UNDRAINED COEFFICIENTS

COHESION C = 500 PSF

FRICTION ANGLE ϕ = 15°

DRAINED COEFFICIENTS

COHESION C = 100 PSF

FRICTION ANGLE ϕ = 27°

3. FLOOD LOADS

UNIT WEIGHT OF WATER 62.4 PCF

ELEVATIONS

EXTREME 615.44 FT

UNUSUAL 615.05 FT

NOTES: THE USUAL CASE DOES NOT APPLY TO I-WALLS SINCE THE

USUAL ELEVATION IS BELOW THE BOTTOM OF THE WALL.

4. SEE SR001 FOR GENERAL DESIGN CRITERIA: DEAD LOADS, WIND LOADS,

SEISMIC LOADS, AND ENVIRONMENTAL CLASSIFICATION.

TOP OF WALL

EL 615.10

UNUSUAL (N)

EL 615.05

hn = 0.0 KSF sm = 0.0 KSF ss = 0.0 KSF

6" (M

0" (M

RIVER SIDE (RS) LAND SIDE (LS)

sm = 0.0 KSF ss = 0.0 KSF

R O

E sm = 0.0 KSF ss = 0.0 KSF

BOTT OF

SHEET PILE

BOTT OF

CONC CAP

GAP

SOIL

NOTE: WHEN THE SOIL GAP IS PRESENT THE ACTIVE SOILP RESSURE BECOMES ZERO ALONG THE DEPTH OF THE CRACK.

P R

R E

PASSIVE SO

IL PR

ESSU

EXTREME (X)

EL 615.44

TOP OF WALL

EL 615.10

hx = 0.0 KSF sm = 0.0 KSF ss = 0.0 KSF

RIVER SIDE (RS) LAND SIDE (LS)

R O

E sm = 0.0 KSF ss = 0.0 KSF

BOTT OF

SHEET PILE

6" (M

BOTT OF

CONC CAP

GAP

SOIL

NOTE: WHEN THE SOIL GAP IS PRESENT THE ACTIVE SOILP RESSURE BECOMES ZERO ALONG THE DEPTH OF THE CRACK.

P R

R E

PASSIVE SO

IL PR

ESSU

US Army Corps of Engineers ®

SHEET ID

U S

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O R

D R

B Y:

D B

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D B

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SB001

I-W

G D

N C

O U

, K

E D

D R

. M

L U

G J

R . P

E, K

O R

C H

A N

D W

O D

D L

O D

K M

C T

NTSJ9 6' I-WALL EXTREME LOADING DIAGRAM

NTSJ1 6' I-WALL UNUSUAL LOADING DIAGRAM

I-WALL DESIGN CRITERIA

NTSA1 10' I-WALL UNUSUAL LOADING DIAGRAM

NTSA9 10' I-WALL EXTREME LOADING DIAGRAM

K D

N D

2Q R

Pl an s_ Vo l2 -0

STA 1006+26

STA 1004+05

STA 1001+90

STA 1001+10

STA 1000+00

SB442

8.5' I-W

ALL

F15

SB442

6' I-W

ALL

8.5' I-W

ALL

SB440

H11

SB441

8.5' TO 7.5' I-WALL ELEV TRANSITION SEE TYP DET

7.5' TO 8.5' I-WALL ELEV TRANSITION SEE TYP DET

8.5' I-W

ALL

7.5' OVERTOPPING W

ALL SECTION

17°(±1°)

75°(±1°)

25°(±1°)

(9) ANGLED JTS W/ (10) 10'-0" LONG MONOLITHS

SEE DET

(3) ANGLED JTS W/ (4) 10'-0" LONG MONOLITHS

SEE DET

(2) ANGLED JTS W/ (3) 10'-0" LONG MONOLITHS

SEE DET

STA 1000+92

STA 1000+58

STA 1000+20

SC400

APPROXIMATE LOCATION OF PAVED PARKING LOT

SEE CIVIL FOR EXACT LOCATION

8.5' I-W

ALL

SEE CIVIL

EXTEND SPLASH PAD 10'-0" (MIN) PAST

THE 9' OVERTOPPING WALL SECTION

(TYP BOTH ENDS)

10' (MIN)

14' - 0" MAX JOINT SPACING

SPLASH PAD FOR OVERTOPPING SECTION

SEE TYP DET

10' (MIN)

8.5' I-W

ALL

STA 1002+20

STA 1003+40

SB442

SB001

ROADWAY FLOW

SEE TYP TR

SITIO

PLAN

S AN

ELEV

6' TO

8.5' I-W

ALL TR

SITIO

SB501

J15

TYPICAL

EXP JOINT

ANGLED

EXP JOINT

LOCATION OF FIRST PLAQUE

WL-001 6' I-W

ALL

6' I-WALL EMBANKMENT TRANSITION

SEE TYP TRANSITION PLANS AND ELEV

/J15 SB501

/A15 SB442

/F15 SB442

STA FROM STA TO TYPE

WEST

FLOODWALL MONOLITHS

1000+00

1001+10

1002+20

1001+10

1002+20

1003+40

1012+58

1013+88

6' I-WALL

8.5' I-WALL

7.5' I-WALL

8.5' I-WALL

6' I-WALL

STA 1013+88

STA 1012+58

STA 1011+11

6' I-W

ALL

83°(±1°)

8.5' I-W

ALL

(10) ANGLED JTS W/ (11) 10'-0" LONG MONOLITHS

SEE DET

10' I-W

ALL

SEE TYP TRANSITION PLANS AND ELEV

6' TO 8.5' I-W

ALL TRANSITION

6' I-WALL EMBANKMENT TRANSITION

SEE TYP TRANSITION PLANS AND ELEV

/J15 SB501

US Army Corps of Engineers ®

SHEET ID

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SB410

O D

L O

N C

O U

, K

E D

D R

. M

L U

G J

R . P

E, K

O R

C H

A N

D W

O D

D L

O D

K M

C T

A1 FLOODWALL OVERALL PLAN VIEW

GENERAL NOTES

1. SB410 IS FOR REFERENCE ONLY. SEE CIVIL FOR SPECIFIC LOCATIONS.

2. ANGLED I-WALL SEGMENTS TO BE ACHIEVED AS DEFINED ON THIS SHEET.

INDIVIDUAL ANGLED JOINTS TO HAVE A MAX ANGLE LESS THAN 10°.

3. PILE DRIVING SHALL NOT OCCUR WITHIN 100FT OF CONCRETE UNTIL THE

CURED STRENGTH REACHES 2,500 PSI.

4. TOP OF WALL SHALL BE CHAMFERED ACCORDING TO THE DRAWINGS. DO

NOT CHAMFER TOP OF WALL AT JOINTS.

FLOODWALL MONOLITH STATIONS

NTS

K D

N D

2Q R

Pl an s_ Vo l2 -0

STEEL SHEET PILE

SEE TYP DET

FOR SIZE AND EMBED

6' I-WALL

TYP 1/2" EXPANSION JOINT

SEE DETAIL

6' I-WALL

TEAR WEB WATERSTOP

SEE TYP DET

EXPANSION JOINT

2" CLR TO END OF FLAT

3/4"⌀ x 5" LONG STUDS

SEE TYP DETAIL

3" C

STEEL REINF

SEE ELEV AND SECTIONS

FOR SIZE AND SPACING

/F1 SB442 /F1 SB501 /F1 SB502

/J6 SB501

T/ 6' & 8.5' WALL

615.10

NOTES:

1. MAXIMUM I-WALL MONOLITH LENGTH = 29'-0" ON CENTER.

2. MINIMUM I-WALL MONOLITH LENGTH = 10'-0" ON CENTER.

3. PROVIDE EXPANSION JOINTS WITH WATERSTOPS AT ALL MONOLITH JOINTS.

B/ 6' WALL

606.10

T/ 6' PILE

609.10

6' I-WALL

STEEL SHEET PILE

SEE TYP DET

FOR SIZE AND EMBED

EXPANSION JOINT

6' I-WALL

SHEET PILE STEP AT

EXPANSION JOINT

SEE TYP DET

E F

6" 6"#7 EF

#6 BOND BARSEE TYP DET

#7 @ 8" EF

6" 6" #7 EF

E F

TYPICAL UTILITY PIPE

PENETRATION (SEE CIVIL

FOR SIZE AND LOCATIONS)

SB503

BOND CABLE

SEE BONDING

CABLE NOTES

3" C

4" C

#7 @ 8" EF

SUBGRADE

SEE EARTHWORK SPEC

/L1 SB440

/F1 SB442

1/2" EXPANSION JOINT

SEE TYP DETAIL /J6 SB501

7" TYP

4" CLR TO END OF FLAT

TAPERED SECTION ABOVE

STEEL REINF

SEE ELEV AND SECTIONS

FOR SIZE AND SPACING

STEEL SHEET PILE

SEE TYP DET

FOR SIZE AND EMBED

8.5' I-WALL8.5' I-WALL

EXPANSION JOINT

3" C

TYP 1/2" EXPANSION JOINT

SEE DETAIL

TEAR WEB WATERSTOP

SEE TYP DET

3/4"⌀ x 5" LONG STUDS

SEE TYP DETAIL

/F8 SB442 /F1 SB501

/F1 SB502

/J6 SB501

B.O. 7.5' & 8.5'

WALL

602.10

T/ 6' & 8.5' WALL

615.10

T.O. 7.5' & 8.5' PILE

605.10

1/2" EXPANSION JOINT

SEE TYP DETAIL

SUBGRADE

SEE EARTHWORK

SPECS

STEEL SHEET PILE

SEE TYP DET

FOR SIZE AND EMBED

8.5' I-WALL

EXPANSION JOINT

8.5' I-WALL

SHEET PILE STEP AT

EXPANSION JOINT

SEE TYP DET

#7 @ 8" EF

E F

#7 @ TAPPERED

SECTION EF

E F

#7 @ 8" EF

E F

#7 @ TAPPERED

SECTION EF

6"6" 6" 6"#7 EF #7 EF

#7 @ 8" EF

#6 BOND BAR

SEE TYP DET

NOTES:

1. MAXIMUM I-WALL MONOLITH LENGTH = 29'-0" ON CENTER.

2. MINIMUM I-WALL MONOLITH LENGTH = 10'-0" ON CENTER.

3. PROVIDE EXPANSION JOINTS WITH WATERSTOPS AT ALL MONOLITH JOINTS.

TYPICAL UTILITY PIPE

PENETRATION (SEE CIVIL

FOR SIZE AND LOCATIONS)

SB503

#7 @ 8" EF

BOND CABLE

SEE BONDING

CABLE NOTES

3" C

4" C

/J6 SB501

/L1 SB440

/F8 SB442

7" TYP

9" 9"

EXPANSION JOINT

TOP OF SHEET PILING

CUT SHEET PILING AT ALL

I-WALL EXPANSION JOINTS

3" TYP

DRIVE LAST SHEET PILE DOWN

9" IN EACH MONOLITH

℄ OF INTERLOCK

BONDING CABLE NOTES:

1. INSTALL BOND CABLE AT ALL I-WALL

JOINTS AND AT ALL TRANSITIONS.

2. BOND CABLE TO BE 7" BELOW BOTTOM

CONCRETE FACE OF I-WALL.

3. BOND CABLE MUST HAVE AN 8" DIAMETER

LOOP TO ALLOW FOR STRESSES.

4. BOND CABLES SHALL BE ATTACHED ON

ADJACENT STEEL PILES AS SHOWN ON

THE DRAWINGS. EXOTHERMICALLY WELD

CABLE TO SHEET PILE.

US Army Corps of Engineers ®

SHEET ID

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SB440

I-W

N S

N C

O U

, K

E D

D R

. M

L U

G J

R . P

E, K

O R

C H

A N

D W

O D

D L

O D

K M

C T

1/2" = 1'-0"SB410

H1 TYPICAL 6' I-WALL PLAN

1/2" = 1'-0"A1 TYPICAL 6' I-WALL ELEVATION

1/2" = 1'-0"SB410

H11 TYPICAL 8.5' I-WALL PLAN

1/2" = 1'-0"A11 TYPICAL 8.5' I-WALL ELEVATION

1/2" = 1'-0"L1 TYPICAL SHEET PILE STEP AT EXPANSION JOINT DETAIL

K D

N D

2Q R

Pl an s_ Vo l2 -0

ROTATE LAST (2) SMALLER

PILES TO INTERLOCK W/

LARGER PILES

6' I-WALL 8.5' I-WALL TAPERED SECTION ABOVE

STEEL SHEET PILE

SEE TYP DET

FOR SIZE AND EMBED

TYP 1/2" EXPANSION

JOINT SEE DETAIL

STEEL REINF

SEE ELEV AND SECTIONS

FOR SIZE AND SPACING

TEAR WEB WATERSTOP

SEE TYP DET

EXPANSION JOINT

BEND HORIZ REINF AT

TAPERED SECTION

1 TO 1 SLOPE

3/4"⌀ x 5" LONG STUDS

SEE TYP DETAIL STEEL SHEET PILE

SEE TYP DET

FOR SIZE AND EMBED

2.65° ±

TYP

3" PAST INTERLOCK

3" C

/F8 SB442

/F1 SB501

/F1 SB502

/J6 SB501

/F1 SB442

B.O. 7.5' & 8.5'

WALL

602.10

T/ 6' & 8.5' WALL

615.10

T.O. 7.5' & 8.5' PILE

605.10

B/ 6' WALL

606.10

T/ 6' PILE

609.10

6' I-WALL

8.5' I-WALL1/2" EXPANSION JOINT

SEE TYP DETAIL

STEEL SHEET PILE

SEE TYP DET

FOR SIZE

AND EMBED

EXPANSION JOINT

SUBGRADE

SEE EARTHWORK SPECS

SHEET PILE STEP AT

EXPANSION JOINT

SEE TYP DET

#7 EF

#6 BOND BAR

SEE TYP DET

#7 EF

TYPICAL UTILITY PIPE

PENETRATION (SEE CIVIL

FOR SIZE AND LOCATIONS)

SB503

E F

#7 @ 8" EF #7 @ 8" EF #7 @ 8" EF

E F

#7 @ TAPPERED

SECTION EF

6" 6" 6" 6" BEND TO MATCH TAPER

BOND CABLE

SEE BONDING

CABLE NOTES

STEEL SHEET PILE

SEE TYP DET

FOR SIZE AND EMBED

START OF

TAPERED 8.5'

WALL SECTION

3" C

4" C

/F8 SB442

/J6 SB501

/F1 SB442

/L1 SB441

7" TYP

EXPANSION JOINT

TOP OF 6' I-WALL

SHEET PILING

TOP OF 8.5' I-WALL

SHEET PILING

℄ OF INTERLOCK

TYP

4 1/2" 6' I-WALL

STEEL REINF

SEE ELEV AND SECTIONS

FOR SIZE AND SPACING

3/4"⌀ x 5" LONG STUDS

SEE TYP DETAIL

CLR

STEEL SHEET PILE

SEE TYP DET

FOR SIZE

3" C

/F1 SB442 /F1 SB502

T/ 6' & 8.5' WALL

615.10

B/ 6' WALL

606.10

T/ 6' PILE

609.10

C O

N C

0" M

6' I-WALL

STEEL SHEET PILE

SEE TYP DET

FOR SIZE

SUBGRADE

SEE EARTHWORK

SPECS

#7 EF

#6 BOND BAR

SEE TYP DET

BOND CABLE

SEE BONDING

CABLE NOTES

E F

#7 @ 8" EF#7 @ 8" EF#7 @ 8" EF#7 @ 8" EF

STEPPED SHEET PILE

TO BE FIELD CUT

2" TYP

SEE CIVIL DWGS

10'-0" MIN I-WALL BANK EMBENDMENT

6" 6"

NOTES:

1. A MINIMUM OF (2) CONCRETE CAPPED SHEET PILES MUST BE EMBEDED INTO THE EMBANKMENT.

4 1/2" 7 1/2"

TYP

3" CC

4" C

P 3"

C C

/F1 SB442

TOP I-WALL /SHEET PILING

TOP OF TYPICAL 6' I-

WALL SHEET PILING

℄ OF

INTERLOCK

1' - 0"

BONDING CABLE NOTES:

1. INSTALL BOND CABLE AT ALL I-WALL

JOINTS AND AT ALL TRANSITIONS.

2. BOND CABLE TO BE 7" BELOW BOTTOM

CONCRETE FACE OF I-WALL.

3. BOND CABLE MUST HAVE AN 8" DIAMETER

LOOP TO ALLOW FOR STRESSES.

4. BOND CABLES SHALL BE ATTACHED ON

ADJACENT STEEL PILES AS SHOWN ON

THE DRAWINGS. EXOTHERMICALLY WELD

CABLE TO SHEET PILE.

US Army Corps of Engineers ®

SHEET ID

U S

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O R

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D B

C H

D B

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SB441

I-W

N P

N S

N C

O U

, K

E D

D R

. M

L U

G J

R . P

E, K

O R

C H

A N

D W

O D

D L

O D

K M

C T

1/2" = 1'-0"SB410

H1 6' TO 8.5' I-WALL TRANSITION PLAN

1/2" = 1'-0"A1 6' TO 8.5' I-WALL TRANSITION ELEVATION

K D

N D

1/2" = 1'-0"L1 TRANSITION SHEET PILE STEP AT EXPANSION JOINT DETAIL

1/2" = 1'-0"SB440

H11 6' I-WALL EMBANKMENT TRANSITION PLAN

1/2" = 1'-0"A11 6' I-WALL EMBANKMENT TRANSITION ELEV

1/2" = 1'-0"L11 TRANSITION SHEET PILE STEP AT EMBANKMENT DETAIL

2Q R

Pl an s_ Vo l2 -0

T/ 6' & 8.5' WALL

615.10

RIVER SIDE (RS) LAND SIDE (LS)

#7 @ 8" EF

CROWN @ CL

B/ 6' WALL

606.10

T/ 6' PILE

609.10

PRIMARY BARS

(INSIDE LAYER)

#6 U-BAR @ 8" OC

SEE TYP DET

2' - 8"

NOTES:

1. INSTEAD OF U-BARS THE VERTICAL REINFORCEMENT (BOTH SIDES) CAN

BE HOOKED 90° W/ 20" EXTENSIONS THROUGH THE SHEET PILE.

PZC13 STEEL SHEET PILE

OPTIONAL STABILIZATION

PAD SEE TYP DET

C O

N C

0" M

1/4

1' - 4" 1' - 4"

#7 @ 12" EF

C C4"

#6 BOND BAR

SEE BONDING NOTES

FLOODWALL MONOLITH

IDENTIFICATION PLAQUE

EVERY 5TH MONOLITH

SEE SHEET SB504

9' -6

" M

E M

12"

/K1 SB502

/A1 SB442

1" LONGITUDINAL TOP CORNER

CHAMFERS, TYP BOTH SIDES

B.O. 7.5' & 8.5'

WALL

602.10

T/ 6' & 8.5' WALL

615.10

T.O. 7.5' & 8.5' PILE

605.10

C O

N C

0" M

PZC26 STEEL SHEET PILE

#7 @ 12" EF

R S

" M

8" 7"

1' - 6"

RIVER SIDE (RS) LAND SIDE (LS)

W G

R E

N S

6" M

L S

" M

OPTIONAL CJ

CROWN @ CL

1/4

2' - 8"

1' - 4" 1' - 4"

#6 BOND BAR

SEE BONDING NOTES

D L

2" M

#7 @ 8" EF

C C4"

#6 U-BAR @ 8" OC

SEE TYP DET

OPTIONAL STABILIZATION

PAD SEE TYP DET

NOTES:

1. INSTEAD OF U-BARS THE VERTICAL REINFORCEMENT (BOTH SIDES) CAN

BE HOOKED 90° W/ 20" EXTENSIONS THROUGH THE SHEET PILE.

0" M

E M

FLOODWALL MONOLITH

IDENTIFICATION PLAQUE

EVERY 5TH MONOLITH

SEE SHEET SB504

12"

/K1 SB502

/A1 SB442

1" HYDROPHILIC

WATERSTOP EACH

FACE IF CJ IS USED

AVOID VERT REINF

1" LONGITUDINAL TOP CORNER

CHAMFERS, TYP BOTH SIDES

2" MIN (TYP OPP SIDE)

B.O. 7.5' & 8.5'

WALL

602.10

T/ 6' & 8.5' WALL

615.10

T.O. 7.5' & 8.5' PILE

605.10

T/ 7.5' WALL

614.10

TOP OF WALL ELEV TRANSITION

SEE TYP DET

REINF AND EMBED LENGTH

SAME AT 8.5' I-WALL

PZC26 STEEL SHEET PILE

O N

M E

.5 ' I

-W

SPLASH PAD

SEE TYP DET

RIVER SIDE (RS) LAND SIDE (LS)

OPTIONAL STABILIZATIO

PAD SEE TYP DET

CROWN @ CL

1/4

C C4"

#6 BOND BAR

SEE BONDING NOTES

1' - 4"1' - 4"

2' - 8"

0" M

E M

FLOODWALL MONOLITH

IDENTIFICATION PLAQUE

EVERY 5TH MONOLITH

SEE SHEET SB504

12"

SB502

SEE CIVIL PLANS

EXISTING

PAVEMENT

4" CC

#6 @ 12" EW

/K1 SB502

/K7 SB502

/A15 SB442

9" 1'

NOTES:

1. REINFORCEMENT AND SHEET PILE EMBEDMENT LENGTH SAME AS 8.5' I-WALL.

2. CONCRETE DIMENSIONS SAME AS 8.5' I-WALL EXCEPT TOP OF STEM IS 1' LOWER.

1" LONGITUDINAL TOP CORNER

CHAMFERS, TYP BOTH SIDES

TOP OF SHEET PILING

BOTT OF SHEET PILING

ELEV VARIES

SEE PLANS

℄ HANDLING HOLES

Ø ≤ 3"

℄ OF INTERLOCK

ELEVATION

℄ OF HOLES TO PASS REINF STEEL 8" OC

SPACED TO MISS SHEET PILE INTERLOCKS

SEE NOTE 2

SHEET PILE NOTES:

1. A MINIMUM OF 6 INCHES OF CONCRETE

COVER SHALL BE PROVIDED OVER SHEET

PILING AT ALL POINTS.

2. HOLES CUT INTO STEEL PILING FOR

PASSING REINFORCING BARS SHALL NOT

EXCEED 2" Ø. WHERE HOLES FALL WITHIN

THE WEB OF THE STEEL SHEET PILE, THE

HOLE MUST BE SLOTTED 4"

HORIZONTALLY TO ACCOMMODATE

PASSING THE REINFORCING BARS.

REINFORCING BARS SHALL BE MOVED TO

MISS SHEET PILE INTERLOCKS.

3. DRILL OR PLASMA CUT HOLES IN SHEET

PILE. DO NOT FLAME CUT HOLES.

BONDING BAR NOTES:

1. BOND BAR TO BE WELDED TO THE TOP OF

EACH STEEL SHEET PILE. BOND BAR SHALL

NOT EXTEND ACROSS THE MONOLITH JOINT.

2. BOND BARS MUST BE LAP SPLICED IN THE

MIDDLE THIRD OF THE MONOLITH. DO NOT

SPLICE BONDING BARS FOR WALL MONOLITHS

LESS OR EQUAL TO 10FT.

3. BONDING BARS MUST BE WELDED TO THE TOP

OF ALL SHEET PILES TO PROVIDE CONTINUITY.

8.5' I-WALL

7.5' I-WALL

12"

1/2" EXPANSION JOINT

SEE TYP DETAIL

T.O. 6' & 8.5' WALL

EXPANSION JOINT

STEEL REINF

SEE ELEV AND SECTIONS

FOR SIZE AND SPACING

TYP

1' - 0"

CC3"

#6 CORNER BAR EF

/J6 SB501

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

D R

G C

O D

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SB442

I-W

O N

N C

O U

, K

E D

D R

. M

L U

G J

R . P

E, K

O R

C H

A N

D W

O D

D L

O D

K M

C T

3/4" = 1'-0"SB410

F1 6' I-WALL TYPICAL SECTION

3/4" = 1'-0"SB410

F8 8.5' I-WALL TYPICAL SECTION

3/4" = 1'-0"SB410

F15 7.5' I-WALL TYPICAL SECTION

1/2" = 1'-0"A1 SHEET PILE PENETRATION ELEVATION

1" = 1'-0"A15 8.5' TO 7.5' I-WALL CORNER ELEVATION

K D

N D

2Q R

Pl an s_ Vo l2 -0

CONCRETE STEM

STEEL

REINFORCEMENT

STEEL SHEET PILE

MONOLITH ID PLAQUE

SEE SHEET SB504

CONCRETE STEM

STEEL

REINFORCEMENT

STEEL SHEET PILE

CONCRETE STEM

CONCRETE SPLASH

PAD

STEEL SHEET PILE

OVERTOPPING WALL SECTION

CONCRETE STEM

CONCRETE SPLASH

PAD

STEEL SHEET PILE

STEEL

REINFORCEMENT

ISOMETRIC VIEWS SHALL BE USED FOR

REFERENCE ONLY. 3D STRUCTURAL MODEL

IS NOT GUARANTEED TO BE COMPLETE OR

EXACT. SEE OTHER STRUCTURAL SHEETS.

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

D R

G C

O D

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

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SB490

I-W

O M

N C

O U

, K

E D

D R

. M

L U

G J

R . P

E, K

O R

C H

A N

D W

O D

D L

O D

K M

C T

J1 6' I-WALL ISOMETRIC

A1 10' I-WALL ISOMETRIC A9 10' TO 9' I-WALL ISOMETRIC A16 9' I-WALL ISOMETRIC

K D

N D

2Q R

Pl an s_ Vo l2 -0

INTERRUPT HORIZONTAL

REINFORCING AT JOINTS

9" PVC WATERSTOP

SEE TYP DET -

SHEET PILE CONT @

EXPANSION JOINTS

RIVER SIDE

LAND SIDE

1/2" TYP

COVER

TYP CLR/F1 SB501

SB501

1 1/8"

2" 3/

3/ 4"

9" PVC WATERSTOP

RIVER SIDE

LAND SIDE

10° MAX

3/4" TYP

INTERRUPT HORIZONTAL

REINFORCING AT JOINTS

9" PVC WATERSTOP

SEE TYP DET

SHEET PILE CONT @

EXPANSION JOINTS

COVER

TYP CLR

/F1 SB501

SB501

RIVER SIDE LAND SIDE

PREFORMED

EXPANSION JOINT

ELASTOMERIC JOINT

SEALANT, TYP

PVC WATERSTOP,

TYP

BACKER ROD, TYP

SHEET PILE

SEE PLAN

HYDROPHILIC

WATERSTOP, TYP

3" M

ELASTOMERIC

JOINT SEALANT

HYDROPHILIC

WATERSTOP

PREFORMED

EXPANSION JOINT

PVC WATERSTOP

BACKER ROD

6" M

EXTEND HYDROPHILIC WATERSTOP

TO FACE OF SHEET PILE

TOP OF WALL

TOP OF WALL NOT

CHAMFERED

MIN

FACE OF CONC CAP FACE OF CONC CAP

IN2"

MIN

IN2"

PREFORMED

EXPANSION JOINT

1/2" ELASTOMERIC

JOINT SEALANT

LAND SIDE1" CHAMFER

TYP

3/4" @ ANGLED JTS

1/2" @ TYP JTS

1/2" BACKER ROD

1" CHAMFER

TYP

3/4" @ ANGLED JTS

1/2" @ TYP JTS

1/2" ELASTOMERIC

JOINT SEALANT

1/2" BACKER ROD

1/2" HYDROPHILIC

WATERSTOP

RIVER SIDE

PREFORMED

EXPANSION JOINT

IN2"

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

D R

G C

O D

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SB501

I-W

N C

O U

, K

E D

D R

. M

L U

G J

R . P

E, K

O R

C H

A N

D W

O D

D L

O D

K M

C T

1 1/2" = 1'-0"J6 I-WALL TYPICAL EXP JOINT PLAN

6" = 1'-0"F1 PVC TEAR WEB WATERSTOP

1 1/2" = 1'-0"J15 I-WALL ANGLED EXP JOINT PLAN

1 1/2" = 1'-0"J1 I-WALL TYPICAL EXP JOINT SECTION

K D

N D

2Q R

Pl an s_ Vo l2 -0

1/2" ELASTOMERIC

JOINT SEALANT

1/2" PREFORMED

EXPANSION JOINT

1/2" BACKER ROD

NOTES:

1. SEE SHEET SB410 FOR MAXIMUM JOINT SPACING.

NOTES:

1. STABLE PAD IS NOT REQUIRED BY DESIGN.

2. STABLE PAD IS AT CONTRACTORS OPTION & EXPENSE.

3. INTENT OF PAD IS TO SIMPLIFY FORMING OF STRUCTURES ABOVE.

INCREASE STABILIZATION PAD WIDTH AS NEEDED.

4. STABILIZATION PAD CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE

STRENGTH (f’c) OF 2500 PSI AT 28 DAYS.

CONCRETE CAP

SEE PLANS

TYP

6" ±

IN4"

TOP OF

STABILIZATION PAD

SHEET PILE

SEE PLANS

BOTT OF

CONC CAP

EQ EQ

1"⌀ x 13" LONG SMOOTH

DOWEL BAR @ 12"

NOTES:

1. SEE SHEET SB410 FOR MAXIMUM JOINT SPACING.

2. LUBRICATE 1ST PLACEMENT DOWEL END OR SET 1ST PLACEMENT DOWEL END IN APPROVED PLASTIC INSERT.

1ST PLACEMENT2ND PLACEMENT

EXPANSION JOINT BETWEEN

ADJACENT SPLASH PADS

5" 4"

9" THICK CONCRETE

SPLASH PAD

9" PAD

21" DGA

EQ EQ

#6 @ 12" EW

SB502

K14

1"⌀ x 13" LONG SMOOTH

DOWEL BAR @ 12"

4" CC

EXPANSION JOINT

TOP OF SHEET PILING

SHEET PILE STEP AT

EXPANSION JOINT

SEE TYP DET L1/SB440

℄ OF INTERLOCK℄ OF HOLES TO PASS REINF STEEL

SEE TYP DET A1/SB442

3/4"⌀ x 5" LONG STUDS SPACED

AS SHOWN (EXCLUDE TOP ROW

OF STUDS AT EXPANSION JOINT)

LR4"

1/2" ELASTOMERIC

JOINT SEALANT

1/2" PREFORMED

EXPANSION JOINT

1/2" BACKER ROD

1/2" HYDROPHILIC

WATERSTOP

2" M

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

D R

G C

O D

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

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SB502

I-W

N C

O U

, K

E D

D R

. M

L U

G J

R . P

E, K

O R

C H

A N

D W

O D

D L

O D

K M

C T

K D

N D

3" = 1'-0"K14 TYPICAL SPLASH PAD JOINT DETAIL

1" = 1'-0"K1 STABILIZATION PAD - OPTIONAL

1" = 1'-0"K7 TYPICAL SPLASH PAD JOINT DETAIL

1/2" = 1'-0"F1 TYPICAL SHEET PILE STUD DETAIL

3" = 1'-0"F7 SPLASH PAD TO I-WALL EXP JOINT DETAIL

2Q R

Pl an s_ Vo l2 -0

"L" TYPE WATERSTOP

CARBON STEEL SEAL RETAINING BAR

CARBON STEEL SEAL

SETTING BAR 1x1

SEAL PL 1/2x3 1/2

NEOPRENE PAD

1/16x4x18

CLAMP PL 1/2x4x12

STIFFENER PL 1/2"

1/2" PIPE SLEEVE

1/2" NEOPRENE

(TYP)

6 1/2" PIPE O.D.

(TYP)

6 1/2"

(TYP)

MAX SPACING

12"

TYP

5 1/2"

C I N

FACE PL 1/2"

AP1/

1/ 8"

8 - 1/2" BACKING PLATE

STIFFENERS EQUALLY

SPACED RADIALLY

AROUND PIPE SLEEVE

CARBON STEEL BACKING

PL 1/4x11 1/2

O D

A10

SB503

3"3"3"3"

1' - 0"

4" 6"

1" 1"

MIN.

STIFFENER PL 1/2"

CARBON STEEL SEAL SETTING BAR 1x1

CARBON STEEL BACKING PL 1/4"

"L" TYPE WATERSTOP

SEE TYP DETAIL

CARBON STEEL SEAL RETAINING BAR

1/2"Øx2 1/2" BOLTS W/LOCK WASHERS

AND TWO WASHERS, CARBON STEEL. AFTER BOLTS

ARE TIGHTENED SCAR THREADS OR UPSET

BOLT TO PREVENT VANDALISM.

TYP

1/2"Øx2 3/4" BOLTS W/ WASHERS

AND LOCK WASHERS

TYP

1/2" PIPE SLEEVE

FACE PL 1/2"

FLANGE PL 1/2x4

NOTES:

1. SET SEAL FOR A MINIMUM OF A 1/4" INITIAL DEFLECTION

2. ALL PLATES 1/2" UNLESS OTHERWISE NOTED

FACE OF SHEET PILING

5 1/2" 6"

PIPE OD

HALF OF

G P

U T

O F

1/2" NEOPRENE

TYP

1/2" FACE PL

1/ 4"

2"CLAMP PL

1/2x4x12

STIFFENER PL 1/2"

CARBON STEEL SEAL

SETTING BAR 1x1

TYP

NEOPRENE PAD

1/16x4x18

RIVER SIDE

5/16

TYP

5/16

TYP

3/16

TYP

1 3/4" 1 3/4"

1"1"

3/ 8"

5/16" R

CARBON STEEL PL

FOR 1/2" Ø BOLTS

9/16" Ø HOLE

7/ 8"

4 3/4"

9/16"

1 1/4" 3"

7/8"

9/32" R

3/4"

R = 1"

1/2" R

9/32" R

1/2" NEOPRENE

DETAIL OF PROTECTED SIDE

FRONTING PROTECTION SAME

AS RIVER SIDE ASSEMBLY

PIPE SLEEVE

STEEL SHEET PILING

FRONTING

PROTECTION

SEALANT FILL

CONTACT SURFACE

WELDED TO SHEETPILE

℄ UTILITY PIPE

RIVER SIDE LAND SIDE

SHEET PILE

PENETRATION NOTES:

1. THIS DETAIL IS BASED ON THE NEW SHEET PILE FACE

BEING PERPENDICULAR TO THE PIPE.

2. ALL FLANGE MATERIAL ATTACHED TO THE SHEET PILE

SHALL BE CARBON STEEL.

3. WELDS SHOWN ARE TYPICAL FOR SIMILAR JOINTS AND ALL

WELDS ON WALL SIDE OF FACE PLATE SHALL BE FLUSH

WITH BASE METAL.

4. AFTER THE TWO FRAMES ARE LOOSELY CLAMPED ON THE

PIPE, THE TOTAL ASSEMBLY SHALL BE PUSHED AGAINST

THE WALL, SETTING THE SEALS, THEN TIGHTEN CLAMP

PLATES TO CLOSE THE 1/4" GAP.

5. UPON COMPLETION OF THE ASSEMBLY, APPLY A

ANAEROBIC ADHESIVE TO ALL NUT AND BOLT JUNCTURES.

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

D R

G C

O D

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

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SB503

I-W

N C

O U

, K

E D

D R

. M

L U

G J

R . P

E, K

O R

C H

A N

D W

O D

D L

O D

K M

C T

1 1/2" = 1'-0"SB440

H1 FRONTING PROTECTION UTILITY ELEVATION

3" = 1'-0"A1 FRONTING PROTECTION UTILITY SECTION

3" = 1'-0"A10 FRONTING PROTECTION UTILITY SECTION

6" = 1'-0"M15 SEAL RETAINING BAR

6" = 1'-0"M10 "L" TYPE RUBBER WATERSTOP

NTSG10 TYPICAL UTILITY PENETRATION SECTION

K D

N D

2Q R

Pl an s_ Vo l2 -0

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

K D

N D

E D

N N

C O

N O

D R

G C

O D

D R

B Y:

C H

D B

SHEET ID

US Army Corps of Engineers ®

N C

O U

, K

N D

O O

D W

O O

D R

U .S

. A R

M Y

C O

O F

R S

R . M

N L

, J R

. P

C E

E, K Y

O R

C H

SB504

M O

N O

Q U

GENERAL

1'-0"

1' -0

1/4" PL

304L STAINLESS STEEL

A1 FRONT VIEW

SCALE: 6" = 1'-0"

A9 SIDE VIEW

G9 ISOMETRIC

MONOLITH NUMBER

CENTERLINE OF

MONOLITH STATION

PLAQUE NOTES:

1. SEE PLANS FOR THE LOCATION OF THE FIRST PLAQUE: WL-001

2. PLAQUES ARE NEEDED EVERY FIFTH MONOLITH.

3. LOCATE PLAQUE 12" FROM TOP OF WALL AND 12" FROM EXPANSION JOINTS.

4. STATIONS SHALL CORRESPOND TO THE NEAREST EXPANSION JOINT.

2" TYP

2" T

1/8"

CONCRETE

OUTSIDE FACE OF I-WALL

4"X3" SS 304L SCREW ANCHORS

1" TY

G1 CASTLE DIMENSIONS

SCALE: 1'-6" = 1'-0"

1/4"

TYP

1/4"

TYP

1/ 2"

3/ 4"

3/16" 5/16" 1/4" 3/8" 1/4" 3/16"5/16"1/4"3/8" 3/8" 3/8"1/4"1"

1/ 4"

3/ 4"

1/ 2"

3/ 4"

7/8" 3/4" 7/8"3/4"7/8"

2Q R

Pl an s_ Vo l2 -0

1. THE DESIGN CRITERIA IS IN ACCORDANCE WITH IBC 2018 AND ASCE 7-16 AS

MODIFIED BY UFC 1-200-01, UFC 3-301-01, EM 2100, EM 2104, AND ETL 584.

2. EARTH LOADS

UNDRAINED COEFFICIENTS

COHESION C = 1000 PSF

FRICTION ANGLE ϕ = 0°

DRAINED COEFFICIENTS

COHESION C = 100 PSF

FRICTION ANGLE ϕ = 30°

3. FLOOD LOADS

ELEVATIONS

EXTREME 615.44 FT

UNUSUAL 615.1 FT

4. SEE S001 FOR GENERAL DESIGN CRITERIA: DEAD LOADS, WIND LOADS,

SEISMIC LOADS, AND ENVIRONMENTAL CLASSIFICATION.

1. UNLESS OTHERWISE NOTED, ALL STRUCTURAL STEEL USED IN FABRICATION

OF THESE GATES MUST BE ASTM A709 GRADE 50 AND MEET ZONE F2

REQUIREMENTS.

2. THE PAINT SYSTEM FOR ALL GATE WEBS, FLANGES, SKIN PLATES,

STIFFENERS, LIFTING LUGS, PULLING LUGS, TRACK BEAMS, AND TRACK

PLATES MUST BE 3-A-Z. FOR THE PAINT SYSTEM FOR THE ROLLER BRACKETS

AND WHEELS SEE SPECIFICATION SECTION 05 50 13. ALL EMBEDDED ANCHORS

ASSOCIATED WITH TRACK BEAMS MUST NOT HAVE A PAINT SYSTEM. PAINT

MUST CONFORM TO THE REQUIREMENTS STATED IN SPECIFICATION SECTION

09 97 02.

3. POST CORNER ANGLES, STOP PLATE, WALL EMBED LUG, SLAB EMBED LUG,

AND ALL ANCHORS USED WITH THESE FEATURES SHALL BE HOT DIP

GALVANIZED (HDG).

4. WELD ACCESS HOLES ARE 1-1/2" R AND ALL CUT EDGES MUST BE GROUND

SMOOTH UNLESS OTHERWISE NOTED.

5. ALL WELDING AND FABRICATION OF GATE COMPONENTS MUST BE

PERFORMED IAW AWS D1.5. SEE SPECIFICATION SECTION 05 59 20 FOR

FURTHER INFORMATION.

6. ALL WELDS INADVERTENTLY OMITTED SHALL BE ASSUMED TO BE A CJP

GROOVE WELD FOR PURPOSES OF ESTIMATION AND TESTING. ALL WELDS

OMITTED ON THE DRAWINGS SHALL BE ADDED TO SHOP DRAWINGS AND

CLOUDED FOR ENGINEER'S APPROVAL. ALL PLATE TO PLATE INTERFERENCES

SHALL BE WELDED.

7. SPLICE LOCATIONS MUST BE SHOWN ON THE FABRICATION DRAWINGS AND

ARE SUBJECT TO THE APPROVAL OF THE CONTRACTING OFFICER. DO NOT

LOCATE SPLICES IN THE MIDDLE THIRD OF THE SKIN PLATE OR WITHIN 2 FEET

OF THE END DIAPHRAGMS. SPLICES MUST BE CJP GROOVE WELDS.

8. ALL CJP GROOVE WELDS MUST BE GROUND FLUSH WITH A SURFACE FINISH

OF 125 μIN.

9. ALL WELDS MUST BE SEAL WELDED. SEE DETAIL A7/SC420.

10. SHOP FABRICATOR MUST PARTICIPATE IN THE AMERICAN INSTITUTE OF STEEL

CONSTRUCTION (AISC) CERTIFICATION PROGRAM, POSSESS FIVE YEARS

EXPERIENCE ON PROJECTS OF SIMILAR SCOPE, AND BE DESIGNATED AS AN

AISC CERTIFIED PLANT CATEGORY IBR, ABR, OR HYD, WITH FRACTURE

CRITICAL ENDORSEMENT. REFERENCE SPECIFICATION 05 59 20 FOR FURTHER

INFORMATION.

11. ALL FILLET WELDS ARE TO BE SIZED 1/4" UNLESS NOTED OTHERWISE.

12. STAMP GATE AS SHOWN IN DETAIL L1/SC410 WITH HSS IDENTIFICATION,

FABRICATION WEIGHT, AND FABRICATION DATE. USE LOW STRESS STAMPS

AND 2" HIGH LETTERING. PLACE STAMP AT CENTERLINE, VERTICALLY AND

HORIZONTALLY, OF SKIN PLATE RIVERSIDE FACE.

13. HSS WELDING MUST CONFORM WITH THE AMERICAN WELDING SOCIETY (AWS)

2015 BRIDGE WELDING CODE (AWS D1.5).

14. SURFACE PREPARATION: SEE SPECIFICATION 09 97 02.

15. ALL DIMENSIONS ARE NOMINAL. CONTRACTOR IS RESPONSIBLE FOR

ENSURING THAT FINAL DIMENSIONS INCLUDE ADEQUATE TOLERANCES, FIT,

AND FINISH (UNO ON…

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File details come from the government source that posted it. Updated Jun 27, 2022.