W912P623B0006_Algoma Breakwater Repair__Plans_20230816.pdf

Calvin P. Austiff Digitally signed by Calvin P. Austiff DN: C=US, E=caustiff@hanson-inc.com, O="Hanson Professional Services, Inc.", CN=Calvin P. Austiff Location: St. Louis, MO Reason: I am the author of this document Contact Info: 314-942-5314 Date: 2023.06.15 11:24:14-05'00'

Paige Gregory, PE Digitally signed by Paige Gregory, PE

Reason: I agree to specified portions of this document Date: 2023.06.15 13:40:45-05'00'

Digitally signed by Darren Forgy DN: C=US, E=dforgy@prairieengineers.com, O="Prairie Engineers, P.C.", CN=Darren Forgy Location: Columbia, IL Reason: I attest to the accuracy and integrity of this document Date: 2023.06.16 07:23:20-05'00'

Matthew W. Kraus Digitally signed by Matthew W. Kraus DN: C=US, E=mkraus@hanson-inc.com, OU=Hanson Professional Services, CN=Matthew W. Kraus Location: St. Louis, MO Reason: I am the author of this document Contact Info: 660-815-2044 Date: 2023.06.16 09:06:31-05'00'

Stephen L. Alm Digitally signed by Stephen L. Alm

DN: C=US,

E=salm@hanson-inc.com, CN=Stephen L. Alm Date: 2023.06.16 09:33:03-05'00'

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

A

B

C

D

E

F

G

H

J

K

L

M

N

P

S U

B M

IT

T

E D

B Y

C H

E C

K E

D B

Y

D R

A W

N B

Y

D E

S

IG

N E

D B

Y

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

N N

O

IS

S

U E

D A

T E

S I Z

E

M A

R K

D E

S C

R

IP

T

IO

N D

A T

E

SHEET ID

®of Engineers

US Army Corps

U .S

A

R M

Y C

O R

P S

O F

E N

G

IN

E E

R S

C H

IC

A

G O

D

IS

T R

IC

T

S

L

A S

A L

L E

S T

U

N

IT

C H

IC

A

G O

IL

A L

G O

M A

H A

R B

O R

B R

E A

K W

A T

E R

R E

P A

IR

S

A L

G O

M A

W

IS

C

O N

S

IN

C A

U S

T

IF

F

M

A N

D E

R S

O N

A N

S I

D

G-003

G E

N E

R A

L N

O T

E S

E

M A

D A

U S

/1

/2

W P

-B

-0

W

P

-C -X

X X

X

NOTES

3. COORDINATE LAND-BASED STORAGE AND HANDLING AREAS.

ADEQUATE DISTANCE FROM UTILITIES OR OTHER FEATURES.

WITH OR ARE IN POTENTIAL CONFLICT WITH THE WORK. MAINTAIN

2. FIELD VERIFY LOCATION OF UTILITIES OR FEATURES THAT CONFLICT

1. PERFORM ALL WORK WITHIN THE SPECIFIED WORK LIMITS

STANDARD ABBREVIATIONS

(1) DESIGN CONSIDERS S-CASE (DRAINED) SOIL PARAMETERS FOR COHESIVE SOILS

y y y y

R

C H

A N

T O

M E

0 500 110 LEAN CLAY (CL)

320 115 SILTY SAND (SM)

340 118GRAVELLY SAND (SP)

310 110 SAND (SP)

(PCF)

(DEG.) (PSF) WEIGHTSOIL TYPE

PHICDRY UNIT

10.

REFER TO CONTRACT SPECIFICATIONS FOR PILE DRIVING REFUSAL CRITERIA.

9. SHEET PILING AND H-PILES SHALL BE PROTECTED WITH ROCK SHOES AND DRIVEN TO REFUSAL.

A. SOUTH BREAKWATER GENERAL SOIL PARAMETERS

"GEOTECHNICAL INVESTIGATIONS"

BASED ON GEOTECHNICAL INVESTIGATION PERFORMED IN ACCORDANCE WITH EM 1110-1-1804,

8. SOIL PARAMETERS:

2 FT THICKNESS OF ICE:

60 PCF UNIT WEIGHT OF ICE:

C. ICE BUILDUP ON STRUCTURE:

5,000 LBS/FT REACH C, D, AND F:

10,000 LBS/FT REACH E:

B. THERMAL ICE FORCES:

APPLIED OVER A 2FT DEPTH ACROSS THE WALL AT OR ABOVE THE LOW WATER LEVEL

5,000 LBS/ FTA. ICE IMPACT

ICE LOAD (UNUSUAL):7.

CASE 2: 10- YEAR WATER LEVEL COMBINED WITH 20- YEAR WAVE

CASE 1: 20- YEAR WATER LEVEL COMBINED WITH 10- YEAR WAVE

200- YEAR REOCURRENCE EVENT:

6. WAVE LOAD (UNUSUAL):

Ct = 1.2THERMAL FACTOR:

Is = 1.00SNOW LOAD IMPORTANCE FACTOR:

Ce = 0.80SNOW EXPOSURE FACTOR:

Pg = 40PSFGROUND SNOW LOAD:

5. SNOW LOAD (USUAL):

EQUIVALENT LATERAL FORCE PROCEDURE

SEISMIC DESIGN CATEGORY A

Sd1 = 0.056g

Sds = 0.053g

Site Class D

S1 = 0.035 (1.0 SECOND MCE SPECTRAL ACCELERATION)

Ss = 0.05 (0.2 SECOND MCE SPECTRAL ACCELERATION)

Ie = 1.00 (SEISMIC IMPORTANCE FACTOR)

4. SEISMIC LOAD (EXTREME): RISK CATEGORY II

BASED ON THE 10 YEAR MEAN REOCCURRENCE INTERVAL).

FOR SERVICEABILITY CALCULATIONS, THE BASIC WIND SPEED = 72 MPH (SERVICE WIND SPEED

35 PSFLIGHTHOUSE HORIZONTAL WIND LOAD:

30 PSFBREAKWATER HORIZONTAL WIND LOAD:

D WIND EXPOSURE:

105 MPH (ULTIMATE) BASIC WIND SPEED:

3. WIND LOAD (USUAL): RISK CATEGORY II

MOORING LOAD AT BOLLARD = 10 TON MAXIMUM (UNUSUAL)

VESSEL IMPACT LOAD: 152 K POINT LOAD (EXTREME)

CONSTRUCTION LIVE LOAD: 100 PSF (UNUSUAL)

PEDESTRIAN LIVE LOAD: 60 PSF (USUAL)

DEAD LOAD: MATERIAL SELF WEIGHT

2. DESIGN LOADS:

ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY.

AISC STEEL CONSTRUCTION MANUAL, 15TH EDITION.

AMERICAN SOCIETY OF CIVIL ENGINEERS, ASCE 7-16.

EM 1110-2-2906, "DESIGN OF PILE FOUNDATIONS"

RETAINING STRUCTURES"

EM 1110-2-2503, "DESIGN OF SHEET PILE CELLULAR STRUCTURES, COFFERDAMS, AND

EM 1110-2-2504, "DESIGN OF SHEET PILE WALLS"

ETL 1110-2-584, "DESIGN OF HYDRAULIC STEEL STRUCTURES"

EM 1110-2-2104, "STRENGTH DESIGN OF REINFORCED CONCRETE HYDRAULIC STRUCTURES"

EM 1110-2-1614, "DESIGN OF COSTAL REVETMENTS, SEAWALLS, AND BULKHEADS"

1. DESIGN CODES:

DESIGN CRITERIA:

GENERAL NOTES:

REQUIREMENTS.

SUBSURFACE INVESTIGATIONS THAT ENSURE CONSTRUCTED WORK MEETS THE CONTRACT

THE SITE, IT IS THE CONTRACTOR’S RESPONSIBILITY TO DESIGN AND EXECUTE ADDITIONAL

JUDGEMENT AND EXPERIENCE. DUE TO THE NATURE, POTENTIAL VARIABILITY, AND EXTENT OF

INFORM CONTRACTORS IN CONJUNCTION WITH THE APPROPRIATE LEVELS OF ENGINEERING

AND/OR THICKNESS AWAY FROM THE TEST LOCATIONS. THE DRILLING LOGS CAN BE USED TO

GRADUAL OR ABRUPT TRANSITIONS, AND CAN BE EXPECTED TO VARY IN DEPTH, ELEVATION,

SHOWN ON SHEET B-101. THE STRATA BOUNDARIES BETWEEN SOIL AND ROCK STRATA MAY BE

INFORMATION IS CONSIDERED REPRESENTATIVE OF THE CONDITIONS AT THE TEST LOCATIONS

SUBSURFACE INVESTIGATION INFORMATION IS PROVIDED ON SHEETS B-701 TO B-706. THE

WORK POINTWP

WORK LIMITWL

WITHW/

VERTICALV

VERIFY IN FIELDVIF

UNLESS NOTED OTHERWISEU.N.O.

TYPICALTYP

TOP OFT/

STATIONSTA

STEEL SHEET PILESSP

SHEETSHT

REQUIREDREQ'D

POUNDS PER SQUARE FOOTPSF

POUNDS PER CUBIC FOOTPCF

POINT ON TANGENTPOT

POINT OF ENDPOE

POINT OF BEGINNINGPOB

ON CENTERO.C.

NOT TO SCALENTS

NORTH AMERICAN VERTICAL DATUMNAVD

NATURAL WATER LINENWL

NATIONAL GEODETIC VERTICAL DATUMNGVD

NORTHN

MINIMUMMIN

MAXIMUMMAX

LOW WATER DATUMLWD

KIPS PER SQUARE INCHKSI

KIP (1,000 POUNDS)K

HORIZONTALH

HIGH WATER ELEVATIONHWL

EXISTINGEXIST

EXPANSION JOINTEJ

ELEVATIONELEV

EACHEA

DIAMETERDIA

CORPS OF ENGINEERSCOE

CONTRACTING OFFICER'S REPRESENTATIVECOR

CONSTRUCTION JOINTCJ

CENTERLINECL

BOTTOMBOT

ARMY CORPS OF ENGINEERSUSACE

12.

ACCORDANCE WITH THE CONTRACT SPECIFICATIONS.

11. FOLLOW ALL GOVERNING REGULATIONS AND OBTAIN ANY NECESSARY PERMIT IN

10. ALL ASTM DESIGNATIONS SHALL BE THE LATEST UNLESS OTHERWISE NOTED.

SHOWN.

TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE

9. ALL SECTIONS, DETAILS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE

OFFICER'S REPRESENTATIVE PRIOR TO BEGINNING CONSTRUCTION OPERATIONS.

PUBLIC ACCESS TO THE CONSTRUCTION SITE SHALL BE APPROVED BY THE CONTRACTING

BREAKWATER STRUCTURES. THE CONTRACTOR'S MEANS AND METHODS FOR PREVENTING

CONTRACTOR TO PREVENT THE PUBLIC FROM ACCESSING THE CONSTRUCTION SITE AND

TEMPORARY SIGNAGE, BARRICADES, AND OTHER METHODS DEEMED APPROPRIATE BY THE

STRUCTURES DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL UTILIZE

8. THE CONTRACTOR IS RESPONSIBLE FOR PREVENTING PUBLIC ACCESS TO THE BREAKWATER

THE SITE.

IN CONNECTION WITH THE PERFORMANCE OF THE WORK, WHETHER ADJACENT TO OR AT

WHICH RESULT IN DEATH, PERSONAL INJURY OR DAMAGE TO PROPERTY ARISING OUT OF OR

7. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SITE SAFETY AND ALL ACCIDENTS

REPRESENTATIVE OF ANY DISCREPANCY IMMEDIATELY.

CONDITIONS PRIOR TO CONSTRUCTION. NOTIFY THE CONTRACTING OFFICER'S

THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS, COORDINATES AND EXISTING6.

AFFECTED WORK PROCEEDS.

OMISSION, CONTRADICTION OR AMBIGUITY WILL BE MADE BY THE ENGINEER BEFORE THE

WILL BE CORRECTED, OR WRITTEN INTERPRETATION OF THE ALLEGED DEFICIENCY,

SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. PLANS AND/OR SPECIFICATIONS

OMISSIONS, CONTRADICTIONS OR AMBIGUITIES, IN THE PLANS AND THE SPECIFICATIONS

ALL THINGS WHICH, IN THE OPINION OF THE CONTRACTOR, APPEAR TO BE DEFICIENCIES,5.

DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS. 4.

METHODS AND/OR SEQUENCES, REFER TO THE CONTRACT SPECIFICATIONS.

SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION

CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR

THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE3.

REFER TO THE CONTRACT SPECIFICATIONS.

FOR LOCAL AND GLOBAL STABILITY THROUGHOUT ALL CONSTRUCTION OPERATIONS.

IMPOSED UPON THE EXISTING STRUCTURE AND MONITORING THE EXISTING STRUCTURE

THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD2.

APPROVAL OF THE STRUCTURAL ENGINEER.

NO OPENINGS SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT THE WRITTEN1.

MISCELLANEOUS:

RUNGS AND GRAB RAILS: ASTM A36, F = 36 KSI

MATERIAL PROPERTIES (U.N.O.): 1.

STEEL LADDERS:

TIE-RODS (FULLY THREADED): ASTM A615, GR. 100

MATERIAL PROPERTIES (U.N.O.): 1.

STEEL TIE-ROD:

BREAKWATER. REFERENCES TO THE NORTH BREAKWATER HAVE BEEN REMOVED.

THIS IS CONTRACT IS ONLY FOR THE SOUTH NORTH BREAK WATER.

ORIGINAL PLAN SET INCLUDED REPAIR WORK FOR THE SOUTH AND

C E

R T

IF

IE

D F

IN

A

L

R E

A D

Y T

O A

D V

E R

T

IS

E

#11 = 6' - 10"#10 = 6' - 2"#9 = 5' - 6" #8 = 4' - 11"#7 = 4' - 3"#6 = 2' - 11" #5 = 2' - 6"#4 = 2' - 0"#3 = 1' - 6"

LENGTH:

INDICATED LAP LENGTH. FOR TOP BARS, PROVIDE AN ADDITIONAL 1.3 TIMES THE INDICATED LAP

6. LAP ALL BARS AS FOLLOWS U.N.O (CLASS B), FOR EPOXY COATED BARS, PROVIDE 1.3 TIMES THE

5. CONCRETE REINFORCEMENT F = 60 KSI (ASTM A615, GR. 60)

4500 145ALL OTHER CONCRETE U.N.O.

PSI PCF

STRENGTH DENSITY

AND DENSITY, IN ACCORDANCE WITH THE FOLLOWING:

4. CONCRETE SHALL HAVE A 28-DAY COMPRESSIVE STRENGTH

IN ACCORDANCE WITH ACI 318EQUAL TO OR LESS THAN 12” THICK:

3”GREATER THAN 12” AND LESS THAN 24” THICK:

4”EQUAL TO OR GREATER THAN 24” THICK:

LINING SLABS ON GRADE:

BASIN WALLS, CHUTE, SPILLWAY SLABS, AND CHANNEL

B. FORMED OR SCREEDED SURFACES SUCH AS STILLING

4”A. UNFORMED SURFACE IN CONTACT WITH THE GROUND:

3. MINIMUM CONCRETE COVER, UNLESS NOTED OTHERWISE:

CRSI "MANUAL OF STANDARD PRACTICE" (LATEST EDITION).

REINFORCED CONCRETE STRUCTURES". (ACI 315, LATEST EDITION) AND

THE ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING

AND THEIR SUPPORT IN THE FORMS WITH ACCESSORIES MUST FOLLOW

2. ALL DETAILING, FABRICATION AND ERECTION FOR REINFORCING BARS

A. CRSI HANDBOOK (LATEST EDITION)

1. STANDARDS

CONCRETE:

ATTENTION OF THE ENGINEER.

THE CONTRACTOR, APPEAR TO BE OMMITTED OR AMBIGUOUS SHALL BE BROUGHT TO THE

APPROVED SHOP DRAWINGS. MISCELLANEOUS CONNECTIONS WHICH, IN THE OPINION OF

CONNECTIONS SHALL BE AS DETAILED ON THE CONTRACT DRAWINGS AND IN THE 5.

PLATE AREA. PROVIDE 1" MINIMUM DEPTH NON-SHRINK GROUT BELOW PLATES (U.N.O.).

GENERAL CONTRACTOR SHALL RAM A NON-SHRINK GROUT SOLIDLY UNDER ENTIRE BASE

ALL CONNECTION BASE PLATES SHALL BE SET ON STEEL SHIMS TO TRUE LEVEL LINE. 4.

SPECIFICATIONS.

WITH THE AISC CODE EXCEPT AS MODIFIED IN THESE NOTES AND IN THE CONTRACT

ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED IN ACCORDANCE 3.

ASTM A572, GR. 50, F = 50 KSIROLLED SHAPES

ASTM A108 HEADED STUDS

F1554, GR. 105ANCHOR BOLTS

A325, TYPE 3BOLTS

E70XXWELDING ELECTRODES

ASTM A572, GR. 50, F = 50 KSIALL ANGLE, BASE PLATES, CONN. PLATES, (U.N.O.)

STEEL SHALL CONFORM TO THE FOLLOWING GRADES (U.N.O.): 2.

BUILDINGS (LATEST EDITION).

SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCUTRAL STEEL

STRUCTURAL STEEL FABRICATION AND ERECTION SHALL COMPLY WITH THE LRFD AISC 1.

STRUCTURAL STEEL:

SEE CONTRACT DRAWINGS AND SPECIFICATIONS FOR SHEET PILE TESTING. 5.

TOLERANCES

SHEET PILE SHALL BE DRIVEN PLUMB AND STRAIGHT. SEE CONTRACT SPECIFICATIONS FOR 4.

SUITABILITY OF THE DRIVEN PILE.

DESIGNATED REPRESENTATIVE WHO SHALL BE RESPONSIBLE FOR DETERMINING THE

ALL SHEET PILE INSTALLATION SHALL BE OBSERVED BY THE GEOTECHNICAL ENGINEER OR 3.

AND ACCEPTABLE SHEET PILE EMBEDMENT.

CONTRACT SPECIFICATIONS FOR MORE INFORMATION REGARDING SHEET PILE DRIVING

ACTUAL BOTTOM OF SHEET PILE ELEVATIONS IN THE FIELD WILL VARY. REFER TO THE

ELEVATIONS FROM SOIL BORINGS COLLECTED DURING SUBSURFACE INVESTIGATION.

BOTTOM OF PILE ELEVATIONS SHOWN ON THE DRAWINGS ARE BASED ON TOP OF BEDROCK 2.

PZ-35, OR APPROVED EQUIVALENTSHEET PILE SIZE: 1.

STEEL SHEET PILE: