FY23 Menasha Plans.pdf

PDF 10 MB Posted Aug 1, 2023

Attached to: Menasha Right Abutment Wall Repair
Solicitation number: W912P623B0008
Issued by: Department of the Army Corps of Engineers Engineering District Chicago

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Written by GovTribe AI · Dec 21, 2023

This document provides details on a federal solicitation for repair work on the Menasha Right Abutment Wall. The solicitation number is W912P623B0008 and is being issued by the Department of the Army Corps of Engineers Engineering District Chicago. The solicitation seeks offers for repair of the retaining wall and embankment at the Menasha Right Abutment on the Fox River in Menasha, Wisconsin. Offerors should submit pricing for repairing approximately 1,100 linear feet of sheet pile wall and embankment restoration through placement of embankment material and erosion control measures. The response deadline is September 15, 2023 and the period of performance is 180 calendar days from award. The place of performance will be the project site in Menasha, Wisconsin.

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File	Type	Posted
W912P623B0008 0001.pdf	PDF	Aug 28, 2023
W912P623B0008 Menasha Dam Right Abutment Repairs SPECS (31-Jul-2023).pdf	PDF	Aug 1, 2023

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SHEET TITLESHEET I.D.SHEET #

PROPOSED PLAN DETAILS AND PROPOSED WALL ELEVATIONSB-1039

PROPOSED PLAN DETAILSSB-1028

ENLARGED STRUCTURAL PLANSB-1017

DEMOLITION DETAILS SD-1016

EXISTING BATHYMETRY PLANCS-1035

CIVIL SITE PLANCS-1024

CIVIL SITE ACCESS PLANCS-1013

GENERAL NOTES AND TYPICAL DETAILSG-0022

COVERG-0011

WALL REPAIR FY 2022

FOX RIVER MENASHA DAM

MENASHA, WISCONSIN

®of Engineers

US Army Corps of Engineers

US Army Corps

Chicago District

LOCATION MAP VICINITY MAP

(N.T.S.) (N.T.S.)

SOLICITATION NO.: W912P621D0001-B-XXXX

CONTRACT NO.: W912P621D0001-C-XXXX

ISSUE DATE: MARCH 10, 2023

CERTIFIED FINAL - READY TO ADVERTISE

Paige M. Gregory, P.E. DATE

Professional Engineer under the laws of the State of Wisconsin.

or under my direct personal supervision and that I am a duly licensed

I hereby certify that this engineering document was prepared by me

G-001, G-002, CS-101, CS-102, SD-101, SB-101, SB-102, & SB-103

Pages or sheets covered by this seal:

My license renewal date is July 31, 2024.

License Number: 49507IL

O'FALLON

E-49507

GREGORY

PAIGE M P

O F

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IONAL

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ISCONSIN

CERTIFICATION

FORGY

DARREN E.

COLUMBIA

IL.

S-2980

AND SURVEYO

I S

CONS

Darren E. Forgy, P.E., P.L.S. DATE

Professional Land Surveyor under the laws of the State of Wisconsin.

or under my direct personal supervision and that I am a duly licensed

I hereby certify that this engineering document was prepared by me

CS-103 (SURVEYS)

Pages or sheets covered by this seal:

My license renewal date is January 31, 2024.

License Number: S-2980

CERTIFICATION

Darren E. Forgy, P.E., P.L.S. DATE

CS-103 (HYDROLOGY & HYDRAULICS)

Pages or sheets covered by this seal:

My license renewal date is July 31, 2024.

License Number: 44518

CERTIFICATION

COLUMBIA

E-44518

FORGY

DARREN E

P R

O F

SIONAL EN

E E

ISCONSIN

Professional Engineer under the laws of the State of Wisconsin.

or under my direct personal supervision and that I am a duly licensed

I hereby certify that this engineering document was prepared by me dforgy Text Box 3/10/2023 dforgy Text Box 3/10/2023 dforgy Text Box 3/10/2023

S I

OF DETAIL

LOCATION

GRID SPACE

OF DETAIL

SHEET ID

AREA OF DETAIL

SECTION CUT

DIRECTION OF SECTION

SHEET ID OF

OF SECTION

LOCATION

GRID SPACE SECTION CUT LINE

OF REFERENCED ITEM

GRID SPACE LOCATION

REFERENCED ITEM

SHEET ID OF

OF TITLE ITEM

GRID LOCATION

SECTION, OR DETAIL

TITLE OF PLAN,

SEALING COMPOUND

NO STEEL CONTINUITY6" PVC WATERSTOP

6" PVC WATERSTOP SEE SECTIONS FOR REINF.

COMPOUND IN JOINT

FILL WITH JOINT SEALING

INITIAL GAP FOR EXPANSION,

6" PVC WATERSTOP

SEALING COMPOUND

REINFORCING

EXPOSED FACE

CONCRETE PLACEMENT

FOR REVIEW PRIOR TO

TO CONTRACTING OFFICER

CL JOINT - SUBMIT LOCATIONS

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(ALL REINFORCEMENT SHALL BE EPOXY COATED)

5. CONCRETE REINFORCEMENT, Fy = 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

2”AND CHANNEL LINING SLABS ON GRADE:

CAVITATION OR ABRASION EROSION, SPILLWAY SLABS,

B. FORMED OR SCREEDED SURFACES SUBJECTED TO

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

3. MINIMUM CONCRETE COVER, UNLESS NOTED OTHERWISE:

"MANUAL OF STANDARD PRACTICE" (LATEST EDITION).

REINFORCED CONCRETE STRUCTURES". (ACI 315-LATEST) AND CRSI

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

B. CRSI HANDBOOK (LATEST EDITION)

CONCRETE. (LATEST EDITION) .

A. ACI 318 BUILDING CODE REQUIREMENTS FOR REINFORCED

1. STANDARDS

CONCRETE

5760 PSF C. ULTIMATE BEARING CAPACITY:

PEDESTRIAN LIVE LOAD.

B. SURCHARGE LOADS ARE 100 P.S.F. AT THE SURFACE AND CORRESPOND TO THE

020 DEGREES PHI:

1000 PSF1000 PSF C:

130 PCF120 PCF DRY UNIT WEIGHT:

RETAINED FILLRETAINED FILL A. SOIL TYPE:

UNDRAINED DRAINED

GENERAL SOIL PARAMETERS

60 PCF UNIT WEIGHT OF ICE:

1.5 INCHES ON STRUCTURE:

B. ATMOSPHERIC ICE BUILDUP

10 KLF HORIZONTAL, 1 KLF VERTICALA. THERMAL ICE FORCES:

7. ICE LOAD (UNUSUAL)

13,200 LBS6. BUOY LINE LOADS: (USUAL)

Ct = 1.2THERMAL FACTOR:

Is = 1.00SNOW LOAD IMPORTANCE FACTOR:

Ce = 80SNOW EXPOSURE FACTOR:

Pg = 40PSFGROUND SNOW LOAD:

RISK CATEGORY II5. SNOW LOAD (EXTREME):

LATERAL FORCE PROCEDURE

WOOD'S METHOD EQUIVALENT

SEISMIC DESIGN CATEGORY A

SITE CLASS: D

Ie = 1.00 SEISMIC IMPORTANCE FACTOR:

RISK CATEGORY II4. SEISMIC LOAD (EXTREME):

21 PSFHORIZONTAL WIND LOAD:

C WIND EXPOSURE:

V = 106 MPH BASIC WIND SPEED:

RISK CATEGORY II3. WIND LOAD (USUAL):

PEDESTRIAN LIVE LOAD: 100 PSF (USUAL)

DEAD LOAD: MATERIAL SELF WEIGHT (USUAL)

2. DESIGN LOADS:

EM 1110-2-2502, FLOOD WALLS AND OTHER HYDRAULIC RETAINING WALLS

EM 1110-2-2107, DESIGN OF HYDRAULIC STEEL STRUCTURES

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

EM 1110-2-2100, STABILITY ANALYSIS OF CONCRETE STRUCTURES

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

EM 1110-2-1612, ICE ENGINEERING MANUAL

EM 1110-2-1415, HYDROLOGICAL FREQUENCY ANALYSIS

EM 1110-2-1100, COASTAL ENGINEERING MANUAL

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

LRFD BRIDGE DESIGN SPECIFICATIONS, NINTH EDITION (2020)

AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION (2011)

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

AMERICAN SOCIETY OF CIVIL ENGINEERS, ASCE7-16

INTERNATIONAL BUILDING CODE

1. DESIGN CODES:

DESIGN CRITERIA:

GENERAL NOTES

ANY NECESSARY PERMITS IN ACCORDANCE WITH SPECIFICATIONS.

13. FOLLOW ALL GOVERNING REGULATIONS AND CONTRACTOR SHALL COORDINATE WITH USACE TO OBTAIN

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

SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE SHOWN.

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

PERFORMANCE OF THE WORK, WHETHER ADJACENT TO OR AT THE SITE.

DEATH, PERSONAL INJURY OR DAMAGE TO PROPERTY ARISING OUT OF OR IN CONNECTION WITH THE

10. THE CONTRACTOR IS SOLEY RESPONSIBLE FOR ALL SITE SAFETY AND ALL ACCIDENTS WHICH RESULT IN

9. COORDINATE LAND-BASED STORAGE AND HANDLING AREAS.

CONFLICT WITH THE WORK. MAINTAIN ADEQUATE DISTANCE FROM UTILITIES OR OTHER FEATURES.

8. FIELD VERIFY LOCATION OF UTILITIES OR FEATURES THAT CONFLICT WITH OR ARE IN POTENTIAL

7. PERFORM ALL WORK WITHIN THE SPECIFIED WORK LIMITS

MADE BY THE ENGINEER BEFORE THE AFFECTED WORK PROCEEDS.

INTERPRETATION OF THE ALLEGED DEFICIENCY, OMISSION, CONTRADICTION OR AMBIGUITY WILL BE ATTENTION OF THE ENGINEER. PLANS AND/OR SPECIFICATIONS WILL BE CORRECTED, OR WRITTEN CONTRADICTIONS OR AMBIGUITIES IN THE PLANS AND THE SPECIFICATIONS SHALL BE BROUGHT TO THE ALL THINGS WHICH, IN THE OPINION OF THE CONTRACTOR, APPEAR TO BE DEFICIENCIES, OMISSIONS, 6.

NOTIFY THE OWNER'S REPRESENTATIVE OF ANY DISCREPANCY IMMEDIATELY.

5. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING DIMENSIONS SHOWN PRIOR TO CONSTRUCTION.

DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS. 4.

THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODS AND/OR SEQUENCES.

RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS 3.

THE EXISTING STRUCTURE.

THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSED UPON 2.

STRUCTURAL ENGINEER.

NO OPENINGS SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT THE WRITTEN APPROVAL OF THE 1.

MISCELLANEOUS:

3. BACKFILL SHALL BE REUSED IN PLACE IN COORDINATION WITH THE SPECIFICATIONS.

LAYERS BEFORE REACHING VARYING BEDROCK ELEVATIONS OF DOLOMITE.

INDICATE A THIN LEAN LAYER ON THE RIVERBED FOLLOWED BY SILTY AND LAYER WITH TRACE GRAVEL UNIFIED CLASSIFICATION SYSTEM (USCS). BORINGS, COMPLETED FOR THE RACINE BRIDGE IN 2017, THE EXACT CONDITIONS AT THE WALL LOCATION. BOTH ARE CLASSIFIED AS FAT CLAY (CH) FROM THE CLAY LOAM AND CLAY. THE SOIL SURVEY IS A GENERALIZATION AND MAY NOT SPECIFICALLY REFLECT

2. THE WEB SOIL SURVEY FROM THE USDA OF THE SURROUNDING AREA INDICATES WINNECONNE SILTY

"DESIGN DOCUMENT REPORT, APPENDIX D" PREPARED BY PRAIRIE-HANSON, DATED FEBRUARY 15, 2023.

THE FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS MADE IN THE 1.

FOUNDATION:

#8 = 5'-2" #7 = 4'-6" #6 = 3'-1" #5 = 2'-7" #4 = 2'-1" #3 = 1'-7"

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

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

6. CHAMFER ALL EXPOSED CORNERS 3/4" U.N.O.

X-### X#

TITLE

DATA COLLECTED OCTOBER 4, 2022.

1. ANY REFERENCE TO SURVEY IS BASED ON

NOTES:

(CONTRACTOR NOT TO DISTURB)

NGS MONUMENT 38 CEMD (PID #PN0676)

CONTROL POINTS REFERENCED:

PLANE COORDINATE SYSTEM, NAD83 (2011)

2. HORIZONTAL DATUM - WISCONSIN STATE

1. VERTICAL DATUM - NAVD88

PROJECT DATUM:

TYP. EXPANSION JOINT

0 1' 2'6"

SCALE: 1" = 1'-0"

TYP. CONSTRUCTION JOINT

0 1' 2'6"

SCALE: 1" = 1'-0"

NEXT POUR PRESENT POUR

NOTE: LOCATE POUR JOINTS AT A MAX. SPACING OF 20'-0"

LAP PER

ACI STD.

U.N.O.

A T

C E

N T

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T Y

AT CONTROL JOINTS

2. DO NOT LAP SPLICE REINF.

AT A MAX. SPACING OF 20'-0"

1. LOCATE CONTROL JOINTS

NOTES:

TYP. CONTROL JOINT

0 1' 2'6"

SCALE: 1" = 1'-0"

NOTE: LOCATE EXPANSION JOINTS AT A MAX. SPACING OF 60'-0"

STANDARD ABBREVIATIONS

VERTICAL DATUM

NATIONAL GEODETIC NGVD

MINIMUMMIN

MAXIMUMMAX

LAKES DATUM

INTERNATIONAL GREAT IGLD85

HORIZONTALH

HIGH WATER ELEVATIONHWL

FOOTINGFTG

EXISTINGEXIST

EQUALEQ

EXPANSION JOINTEJ

ELEVATIONELEV

EACHEA

DIAMETERDIA

CORPS OF ENGINEERSCOE

REPRESENTATIVE

CONTRACTING OFFICER'S COR

CLEARCLR

CONSTRUCTION JOINTCJ

CAST IN PLACECIP

BASELINEBL

BOTTOMBOT

BOTTOM OFB/

ENGINEERS

US ARMY CORPS OF USACE

WORK POINTWP

WORK LIMITWL

WITHW/

VERTICALV

VERIFY IN FIELDVIF

OTHERWISE

UNLESS NOTED U.N.O.

TYPICALTYP.

TOP OFT/

STEEL SHEET PILESSP

STATIONSTA

SPACESPA

SLOPESL

REQUIREDREQ'D

CONCRETE PIPE

REINFORCED RCP

POLYVINYL CHLORIDEPVC

ON CENTERO.C.

OCEAN SURVEYS, INC.OSI

VERTICAL DATUM

NORTH AMERICAN NAVD

NORTHN

NATURAL WATER LINENWL

X-###

X-### X#

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PROJECT SITE

FOX RIVER

DES MORTS

LAKE BUTTE

WINNEBAGO

LAKE

RETAINING WALL

MENASHA

ACCESS ROAD

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LOCATION MAP

SCALE: N.T.S.

VICINITY MAP

SCALE: N.T.S.

1. PARKING IS NOT PERMITTED ALONG THE ACCESS ROAD OR WASHINGTON STREET.

GENERAL SHEET NOTES

MENASHA RETAINING WALL SITE ACCESS PLAN

SCALE: 1" = 150'-0"

150' 300'0

VERIFY ALL CONDITIONS BEFORE CONSTRUCTION BEGINS

1. AERIAL IMAGE FOR REFERENCE ONLY, CONTRACTOR SHALL FIELD

NOTES:

X R

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CHANNEL

LAKE WINNEBAGO

WORK AND STORAGE

ACCESS ROAD

LEGEND

S I

EXISTING ABUTMENT WALL TO REMAIN

EXISTING C.I.P WALL TO REMAIN

LIMITS OF REMOVAL

USACE AND LOCAL ENTITIES)

(TO BE COORDINATED WITH

STAGING AREA

MENASHA DAM SPILLWAY

EDGE OF SHORELINE/ SIDEWALK

SONOCO PAPER MILL

EXISTING FENCE TO REMAIN

SEE NOTE 2.

(DESIGN BY OTHERS)

BUOY ANCHOR BLOCK AND PIPE

BUOY LINE TIE OFF

BUOY LINE

SEE NOTE 1.

AND REUSE IF NEEDED)

(CONTRACTOR SHALL REMOVE, STORE,

EXISTING SIGN TO REMAIN

'-8

WORK POINT F

WORK POINT C

WORK POINT A

WORK POINT B

WORK POINT D

WORK POINT E

BACK INTO EXISTING.

ELEVATION VARIES, TIE

CONTRACTOR NOT TO DISTURB

(PID #PN0676)

NGS MONUMENT 38 CEMD

8' -1 0"

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MENASHA DAM WALL REPAIR PLAN VIEW

SCALE: 1" = 20'

CS-102

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SPOILS PILE

EXISTING RETAINING WALL

LIMITS OF REMOVAL

6. WORK THIS SHEET WITH SB-101.

5. THE MAXIMUM GRADED ELEVATION OF THE SPOIL PILE IS 752.0' (NAVD88).

4. SITE RESTORATION IS INCIDENTAL TO WALL CONSTRUCTION.

3. SEE G-002 FOR JOINT DETAILS.

BY CONTRACTOR BEFORE CONSTRUCTION BEGINS.

IMAGE IS FOR REFERENCE ONLY, ALL SITE CONDITIONS SHALL BE VERIFIED

2. TREES HAVE BEEN REMOVED SINCE AERIAL IMAGE WAS TAKEN. AERIAL

1. ALIGNMENT AT THE FRONT FACE OF THE WALL

NOTES:

F O

X R

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UPS

TREAM

NNEBAGO

LAKE

40'0 20'

1+00

1+74.34

END STA

ELEVATIONS

745.7 751.31+74.34

745.4 751.11+50

746.1 749.41+00

745.6 749.40+50

746.3 750.40+00

OR RIVERBED T/WALL

T/CHANNEL EXISTING STA.

S B -102

S B -1

S T A

S D -1

S L

T Y P

2% M

22'-3"+/-

'-5

'-1

'-6

WORKPOINTS

2375695.53805670.60 751.3 1+74.34F

2375702.02805674.04 751.5 1+67E

2375749.73805734.48 749.7 0+90D

2375753.10805744.77 749.6 0+79C

2375738.22805751.35 749.4 0+60B

2375687.56805719.19 750.4 0+00A

T/WALL

EASTING NORTHING EXIST. STA.W.P.

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NOTE

LOCAT

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EXISTING BATHYMETRY PLAN

FOX RIVER MENASHA DAM WALL

SCALE: 1" = 30'

CS-103

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60'0 30'

CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS PRIOR TO STARTING WORK.

BATHYMETRIC SURVEY COMPLETED: 19 OCTOBER 2022

FROM LAKE WINNEBAGO GAGE READING OF 2.71' ( 746.87', NAVD88)

CONTOURS SHOWN REPRESENT WATER DEPTH

CONTOUR INTERVAL: 1 FT.

1+00

S T

A . 1

S I

EXISTING STACKED STONE WALL TO BE REMOVED

EARTH FILL AS MORTAR

EL. VARIES

CHANNEL BED

DEMOLITION NOTE 1.)

(SEE GENERAL

APPROX. WATER LEVEL

TOP OF WALL EL. VARIES

BACKFILL

1' - 6" +/-

-0

4' -0 " +/-

CONCRETE WALL TO REMAIN

EXISTING CAST-IN-PLACE

TOP OF CHANNEL BED

BACKFILL

(SEE NOTE 2.)

EXISTING SOIL

(SEE NOTE 2.)

EXISTING SOIL

SECTION FOR REFERENCE ONLY

OUTLINE OF PROPOSED WALL

SECTION FOR REFERENCE ONLY

OUTLINE OF PROPOSED WALL

DEMOLITION NOTE 1.)

(SEE GENERAL

APPROX. WATER LEVEL

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N T

R A

C T

N O

H E

C K

E D

B Y

D R

A W

N B

U E

D A

T E

SHEET ID

1 98765432

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

R S

C H

G O

T R

A S

A L

L E

S T

C H

G O

F O

X R

R M

E N

A S

H A

W A

L L

R E

P A

M E

N A

S H

C O

N S

-B

-X X

X X

W P

-C

-X X

X X

C E

R T

D F

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A D

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O A

D V

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P M

C J E

D E

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T A

SD-101

E1 SECTION - EXISTING STACKED STONE WALL SECTION - EXISTING CAST- IN- PLACE CONCRETE WALL

E6 0 1' 2'6"

SCALE: 1" = 1'-0"

0 1' 2'6"

SCALE: 1" = 1'-0"

CS-102

BEFORE DEMOLITION OR CONSTRUCTION BEGINS.

3. SECTION IS FOR INFORMATION ONLY AND SHALL BE VERIFIED IN FIELD

2. STACKED STONE WALL SHALL BE REMOVED WITHIN THE LIMITS INDICATED.

1. APPLIES TO STA. 0+00 TO 1+76.

NOTES:

2. EXISTING C.I.P. WALL SHALL REMAIN AND IS FOR INFORMATION PURPOSES ONLY.

1. APPLIES AT EXISTING STA. 0+00.

NOTES:

BL ALIGNMENT & FRONT FACE OF WALL

BL ALIGNMENT VARIES AT EXISTING WALL

SPECIFICATIONS REGARDING VERIFICATION OF THESE INTERFACES IN THE FIELD.

IMPROVEMENTS MAY BE CONSTRUCTED. REFER TO THE DEMOLITION

REASONABLY CLEAN, LEVEL, AND STABLE SURFACE ONTO WHICH THE REQUIRED

TO REMAIN MEET, THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING A

8. AT THE INTERFACE WHERE THE LIMITS OF DEMOLITION AND EXISTING STRUCTURE

PERFORMING THE WORK.

DESIGN IN THE FIELD IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR(S)

CLARIFICATION PRIOR TO PROCEEDING WITH THE WORK. IMPLEMENTATION OF THE

ANY PORTION OF THE DESIGN, THAT THE ENGINEER WILL BE CONTACTED FOR

UNCLEAR, OR IF THE CONTRACTOR(S) PERFORMING THE WORK ARE UNSURE OF

CONSTRUCTION. IT IS EXPECTED THAT IF ANY PORTION OF THE DESIGN IS

PROPOSED DESIGN PRIOR TO THE COMMENCEMENT OF DEMOLITION AND

7. IT IS THE CONTRACTOR'S RESPONSIBILTY TO INTERPRET AND UNDERSTAND THE

ADDITIONAL COMPENSATION.

THE COMPLETION OF THE PROPOSED WORK, AND SHALL NOT ALLOW FOR

ENCOUNTERED IN THE FIELD SHALL IN NO WAY RELIEVE THE CONTRACTOR FROM

CROSS-SECTIONS. SLIGHT VARIATIONS FROM THE CROSS SECTIONS THAT MAY BE

WORK IN A MANNER CONSITENT WITH THE DESIGN INTENT SHOWN ON THE TYPICAL

CONDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PERFORMING THE

ON EACH CROSS-SECTION MAY NOT EXACTLY REPRESENT EVERY OBSERVED SITE

6. THE CROSS SECTIONS SHOWN ARE GENERAL IN NATURE. THE CONDITIONS SHOWN

THE PROPOSED NEW WORK.

DURING THE BIDDING PHASE OF THE PROJECT AS WELL AS DURING THE LAYOUT OF

5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS IN THE FIELD

CONSIDERED APPROXIMATE. DO NOT SCALE THE DRAWINGS.

CONTRACTOR. THE ELEVATIONS SHOWN ON THE CROSS SECTIONS SHALL ALSO BE

AND SITE FEATURES DEPICTED SHALL BE VERIFIED IN THE FIELD BY THE

REPRESENTATIONS ARE NOT EXHAUSTIVE IN NATURE. ALL DIMENSIONS, DETAILS,

APPROXIMATE EXTENTS OF THE DEMOLITION LIMITS. NOTE THAT THE

ARE EXPECTED TO BE ENCOUNTERED AT THE PROJECT SITE AND INDICATE THE

GENERAL REPRESENTATION AND OVERVIEW OF THE EXISTING CONDITIONS THAT

SITE FEATURES LOCATED AT THE PROJECT SITE. THE CROSS SECTIONS PROVIDE A

4. THE DETAILS ON SHEET SD-101 ARE GENERAL CROSS SECTIONS OF THE EXISTING

"DEMOLITION".

ACCORDANCE WITH THE INFORMATION PROVIDED IN SPECIFICATION NO. 02 41 00

3. ALL DEMOLITION AND CONSTRUCTION OPERATIONS SHALL BE PERFORMED IN

2. SEE GENERAL NOTES - FOUNDATION FOR DETAILS OF SOIL CONDITIONS.

MAXIMUM ALLOWABLE WATER SURFACE = 747.6 NAVD88

LOW EXPECTED OPERATING RANGE (2022-2023) = 745.4 NAVD88

1. HIGH EXPECTED OPERATING RANGE (2022-2023) = 747.2 NAVD88

GENERAL DEMOLITION NOTES

S I

WORK POINT A

WORK POINT B

WORK POINT C

WORK POINT D

WORK POINT E

WORK POINT F

WORK POINT G

WORK POINT H

WALL FRONT FACE

ALIGNMENT &�

FOOTING KEY BELOW

WALL FILL FACEFRONT FACE

EXIST. WALL

FILL FACE

EXIST. WALL

BACK OF FOOTING

EXIST. WALL

BACK OF FOOTING

ELEV. 747.3

T/FTG.

ELEV. 746.8

T/FTG.

ELEV. 746.3

T/FTG.

ELEV. 746.3

T/FTG.

'-0

18'-0" R

ELEV. 750.4

T/WALL

ELEV. 750.4

T/WALL

ELEV. 751.5

T/WALL

TO REMAIN

EXIST. ABUTMENT WALL

TOP OF WALL STEP

ELEV. 751.5

T/WALL

ELEV. 750.4

T/WALL

(DESIGN BY OTHERS)

BUOY ANCHOR BLOCK AND PIPE

BUOY TIE OFF

WORK POINT J

TYP.

LINES

CONSTRUCTION

ELEV. 750.95

T/WALL

ELEV. 751.5

T/WALL

S O

N N

D E

N E

D B

D E

S C

N M

A R

K S

S U

B M

E D

B Y

D A

T E

C O

N T

R A

C T

N O

H E

C K

E D

B Y

D R

A W

N B

U E

D A

T E

SHEET IDA

1 98765432

®of Engineers US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

R S

C H

G O

T R

L A

S A

L L E

S T

C H

G O

F O

X R

R M

E N

A S

H A

W A

L L

R E

P A

M E

N A

S H

C O

N S

-B

-X X

X X

-C

-X X

X X

C E

R T

D F

R E

A D

Y T

O A

D V

E R

P M

C J E

MENASHA DAM WALL REPAIR ENLARGED STRUCTURAL PLAN VIEW

SCALE: 1" = 5' SB-101

E N

L A

R G

E D

S T

R U

C T

U R

A L

P L

A N

S M

10'0 5'

1+00

TA 1+67

N D S

1+20

1+40

1+60

0+80

S L*

*BAC

P.2% M

S L*

SB-101

S D -101

4'-0"

5'-0"

K E Y

1'-0"B E

FOX RIVER

CHANNEL

R 13'-0"

R '-0

WP J = CENTER OF BUOY TIE OFF

WP H = CENTER OF "R2"

WP G = CENTER OF "R1"

7.34' TANGENT WP FWP E "T3"

77' TANGENT WP EWP D "T2"

11' RADIUS, R=18'-0"WP DWP C "R2"

19' RADIUS, R=10'-0"WP CWP B "R1"

60' TANGENTWP B WP A "T1"

DESIGNATION

SECTION

LENGTH DESCRIPTION ENDSTART ALIGNMENT

WORKPOINT DESCRIPTIONS:

2. *GRADE BACKFILL TO 2% MINIMUM SLOPE AS SHOWN.

1. WORK THIS SHEET WITH CS-102.

NOTES:

WORKPOINTS

2375741.53805741.32 - ±10' 0+57.4 J

2375735.10805744.97 - 18' 0+84.5 H

805742.74 2375743.31 - 10' 0+69.5 G

2375695.53805670.60751.3 1+74.34 F

2375702.02805674.04751.5 1+67 E

2375749.73805734.48749.7 0+90 D

2375753.10805744.77749.6 0+79 C

2375738.22805751.35 749.4 0+60 B

2375687.56805719.19750.4 0+00 A

T/WALL

EASTING NORTHING EXIST. OFFSET STA.W.P.

5'-0" 1'-6"

1'-0" FTG. KEY BELOW

1'-6"

10.43°

1+17

1+33

S I

1' - 6" +/-

4'-0"

CAST-IN-PLACE CONCRETE WALL

#6 @ 12" SPA. EA. FACE W/90° HOOK

#6 @ 6" SPA. TOP & BOT

JOINT (OPTIONAL)

KEYED CONSTRUCTION

SEE DETAIL E7

TO MATCH EXISTING

FORMLINER RECESS

2" MAXIMUM

WATERSTOP

CONTINUOUS PVC

#5 @ 12" SPA. TOP & BOT

#5 @ 12" SPA. EA. FACE

VARIES - SEE SB-101

TIE INTO EXISTING

ELEV. VARIES

(SEE NOTE 1.)

APPROX. WATER LEVEL

(SEE NOTE 1.)

APPROX. WATER LEVEL

WATERSTOP

CONTINUOUS PVC

WATERSTOP

CONTINUOUS PVC

(SEE NOTE 1.)

APPROX. WATER LEVEL

(SEE NOTE 2.)

EXISTING SOIL

(SEE NOTE 2.)

EXISTING SOIL

TO BE REUSED

EXISTING BACKFILL

1'-0"

EA. FACE

(3) #5 EQ. SPA.

W/90° HOOK

EA. FACE

#5 @ 12" SPA.

FILL FACE OF STEM WALL

FOOTING

FOOTING KEY

FILL FACE OF STEM WALL

FOOTING

WATERSTOP

6" PVC

WIDTH=T/3

KEYWAY,

1 1/2" HIGH

BACKFILL

WIDTH=W/3

KEYWAY,

1 1/2" HIGH

CLR.

5" CLR.

C L

2" MAX.

FRONT FACE

S O

N N

D E

N E

D B

D E

S C

N M

A R

S I Z

S U

B M

E D

B Y

D A

T E

C O

N T

R A

C T

N O

H E

C K

E D

B Y

D R

A W

N B

U E

D A

T E

SHEET ID

1 98765432

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

R S

C H

G O

T R

A S

A L

L E

S T

C H

G O

F O

X R

R M

E N

A S

H A

W A

L L

R E

P A

M E

N A

S H

C O

N S

-B

-X X

X X

W P

-C

-X X

X X

C E

R T

D F

R E

A D

Y T

O A

D V

E R

I Z

S M

P M

C J E

P R

O P

O S

E D

P L

A N

D E

T A

SB-102

PROPOSED SITE CROSS SECTION

0 1' 2'6"

SCALE: 1" = 1'-0"

FACE OF EXISTING CIP WALL

WITH MAXIMUM RECESS OF 2"

FORMLINER TO MATCH EXISTING FORMLINER

PROPOSED CAST-IN-PLACE CONCRETE WALL

NOTE:

CHANNEL BED

T/FTG.

T/WALL

SLOPE

T/WALL

CHANNEL BED

T/FTG.

SEE E4/SB103

ELEV. VARIES

2% MIN.

SLOPE

2% MIN.

SLOPE

NOTE: REINFORCING NOT SHOWN FOR CLARITY, SEE SECTION E1

SECTION - PROPOSED CAST-IN-PLACE CROSS SECTION

0 1' 2'6"

SCALE: 1" = 1'-0"

SEE E4/SB103

ELEV. VARIES

SEE E4/SB103

ELEV. VARIES

SEE E4/SB103

ELEV. VARIES

CHANNEL BED

SEE E4/SB103

ELEV. VARIES

SEE E4/SB103

ELEV. VARIES

SEE E4/SB103

ELEV. VARIES

CS-102

CONSTRUCTED. REFER TO THE DEMOLITION SPECIFICATIONS REGARDING VERIFICATION OF THESE INTERFACES IN THE FIELD.

PROVIDING A REASONABLY CLEAN, LEVEL, AND STABLE SURFACE ONTO WHICH THE REQUIRED IMPROVEMENTS MAY BE

3. IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE LIMITS OF EXCAVATION. THE CONTRACTOR IS RESPONSIBLE FOR

2. SEE GENERAL NOTES - FOUNDATION FOR DETAILS ON SOIL CONDITIONS.

MAXIMUM ALLOWABLE WATER SURFACE = 747.6 NAVD88

LOW EXPECTED OPERATING RANGE (2022-2023) = 745.4 NAVD88

1. HIGH EXPECTED OPERATING RANGE (2022-2023) = 747.2 NAVD88

NOTES:

SB-101

SB-102

TYP. KEYED JOINT

0 1' 2'6"

SCALE: 1" = 1'-0"

BL ALIGNMENT & FRONT FACE OF WALL

1' - 4" MIN.

S I

ELEV. 746.3

BOT./FTG.

ELEV. 750.4

(VARIES)

CHANNEL BED/RIVERBED

±7'-4"

BACK FACE OF WALL

FRONT FACE OF WALL

SEE NOTE 2.

TO REMAIN

RETAINING WALL

EXISTING ABUTMENT

SEE TYP. JOINT DETAIL.

EXISTING ABUTMENT WALL,

EXPANSION JOINT AT

JOINT DETAIL.

ABUTMENT WALL, SEE TYP.

EXPANSION JOINT AT EXISTING

TOP OF EXISTING WALL

TOP OF EXISTING FOOTING

MIN.

(OPTIONAL)

CONSTRUCTION JOINT

T/WALL

SOIL

REINF. TOP & BOTTOM

SEE E1/SB-102 FOR FTG.

JOINT (OPTIONAL)

CONSTRUCTION

EXISTING WALL FACE

EXPANSION JOINT AT

EXISTING WALL FACE

EXPANSION JOINT AT

AND FORMLINER NOT SHOWN.

PROPOSED REINFORCEMENT

ELEV. 750.95

FOOTING KEY

SOIL

S O

N N

D E

N E

D B

D E

S C

N M

A R

S I Z

S U

B M

E D

B Y

D A

T E

C O

N T

R A

C T

N O

H E

C K

E D

B Y

D R

A W

N B

U E

D A

T E

SHEET ID

1 98765432

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

R S

C H

G O

T R

A S

A L

L E

S T

C H

G O

F O

X R

R M

E N

A S

H A

W A

L L

R E

P A

M E

N A

S H

C O

N S

-B

-X X

X X

W P

-C

-X X

X X

C E

R T

D F

R E

A D

Y T

O A

D V

E R

S M

P M

C J E

P R

O P

O S

E D

P L

A N

D E

T A

SB-103

ELEVATION OF BACK FACE OF WALL

SCALE: N.T.S.

2. ELEVATION IS AN UNFOLDED ELEVATION AT BACK FACE OF WALL.

1. REINFORCING NOT SHOWN FOR CLARITY, SEE SECTION E1/SB-102.

NOTES:

T/WALL

ELEV. 750.4

T/FTG

W .P

S T

W .P

S T

W .P

S T

T/WALL

ELEV. 751.5

A N

D P

R O

P O

S E

D W

A L

L E

V A

2. SEE GENERAL NOTES - FOUNDATION FOR DETAILS ON SOIL CONDITIONS.

MAXIMUM ALLOWABLE WATER SURFACE = 747.6 NAVD88

LOW EXPECTED OPERATING RANGE (2022-2023) = 745.4 NAVD88

1. HIGH EXPECTED OPERATING RANGE (2022-2023) = 747.2 NAVD88

NOTES:

CS-102

(SEE NOTE 1.)

WATER ELEVATION

SPACES

2 EQUAL

DETAILED PLAN

SCALE: 1"=1'-0"

CS-102

*10.43°

W O

R K

P O

S T

PROPOSED

TO REMAIN

EXISTING

2. BEND REINFORCING IN FIELD TO MAINTAIN CONSTANT CLEARANCE.

1. *ANGLE TO BE VERIFIED IN FIELD.

NOTES:

1' 2'0 6"

T/WALL

ELEV. 751.5

T/FTG

B/FTG

ELEV. 746.3

W O

R K

P O

S T

PROPOSEDEXISTING

ELEVATION - SECTION A-A

SCALE: 1"=1'-0"

SB-103 1' 2'0 6"

A A

FRONT FACE OF WALL SHOWN.

NOTE:

S T

W .P

S T

W .P

S T

W .P

S T

EXISTING CIP WALL TO REMAIN WALL TO REMAIN

EXISTING ABUTMENT

TYP. STEP FTG. DETAIL

SCALE: 1"=1'-0"

SB-103 1' 2'0 6"

T/FTG

SEE E4/SB103

T/FTG

SEE E4/SB103

ELEV. 747.3

T/FTG

ELEV. 746.3

LAP SEE GENERAL NOTES

T Y

T/FTG

ELEV. 746.8

1:1

S T

CLARITY IN THE FOOTING KEY.

VERTICAL BARS NOT SHOWN FOR

NOTE:

B/KEY

ELEV. 745.3

ELEV. 743.3

SB-103

3' - 3"

6' - 6"

0' - 3"

#9 @11 13/16" - 2

8" STD SS PIPE

1/2" PIPE CAP PLATE. SEE DETAIL.

1' - 0"

0' - 3"

8 3/4" x 12"

SHEAR

STUDS

0' - 6 3/8"

- 4

0' - 5 7/8"

0' - 0 1/2"

78.13°

0' - 6"

Scale

Date

Drawn By

Checked By

Project Number

As indicated

A M

BUOY ANCHOR

BLOCK

USACE

FOX RIVER

MENASHA DAM

ETS

7/6/21

1" = 1'-0"

1 REBAR LAYOUT

1 1/2" = 1'-0"

2 ANCHOR BLOCK ELEVATION

6" = 1'-0"

4 PIPE CAP PLATE DETAIL

1/4

1/2" SS 7X19

AIRCRAFT CABLE

(FOR RIGGING)

1 1/2" = 1'-0"

3 ANCHOR BLOCK CROSS SECTION 5 REBAR CHAIR

#4 REBAR CHAIR

1/2" SS 7X19 AIRCRAFT

CABLE (FOR RIGGING)

NOTE: REBAR CHAIR NOT SHOWN FOR CLARITY.

6 AIRCRAFT CABLE

No. Description Date

R REF

NLY

- D

IGN B

Y O

THER

| . - , I l-

I ) ---] BACKFILL V , /6 , TDPSOIL , SEED AND I ' 4ULCH.

#B R tBAR, 12 " ! .C

F[Rl'4 LINER -.-.--

I H I S V A L L F A C I

(STDNI PATTERN)

APPRIX . WATIR LEVIL

T I '

_t B M n B I T T ! | | 4 o ' � -

P R T P A R I D L I V I L S U R F A C E

S C A L E

N0. DATE REVISION B I

U , S . A R N 4 Y E N G i N E E R D I S T R I C T , D E T R D I T

CORPS OF ENGINEERS

DETROIT, i l ICHIGAN

"^'"'-'l_---L -E_J_ ___ M f N A S H A V A L L R E P A ] R S

R f I N f l R C t D C I N C R I T f W A L L I ' 4 t N A S H A , V I

KEVAUNEE A€A OFFICE

REVIEVED lv '

CHECKED BYI

REVIEVED BY'

SUBUIIlED' APPROVAL RECOffHENDED

DATEI

APPROVEI,

SCALE'

IOUS C

ONST

RUCT

ION -

R REF

NLY

AS S

UPP

MEN

TAL I

NFO

RMATION

0 20' 40' - -

WISC�Sll<I t

U5 1,.-my i;t,..-ps Of Engln_.a

D.,+roT+ or,.+rl<>+

(IRII.N HAYE�

ILLl�OIS

INDIANA

LOCATION MAP

6' LEGEND

o.o·

CANADA

6,0'

7. O'

e. o·

9. o·

>9. o'

NOTES:

r::-:=��T��:::�!-��;;��-::.:;:=;.':::�:::�

7 SURVEY CONTROL AND BENCH MARK DATA IS AVAILABLE FROM

94-5 D.

0+00

ICE

1.8 1.8 1.9 1.7

1.5 1.3 1.5

1.6 1.5 0.8 0.8 0.5 0.3 0.1 0.0 +0.80.

0.1 0.4 0.7

0.9

2.1 2.8

THE CHICAGO DISTRICT, OPERATIONS AND REGULATORY DIVISION,

LAKE MICHIGAN PROJECT OFFICE.

THE COORDINATE GRID SYSTEM SHOWN IS REFERENCED TO THE

WISCONSIN STATE PLANE COORDINATE SYSTEM, LAMBERT

PROJECTION, CENTRAL ZONE 4802, NORTH AMERICAN DATUM 1983

(NAD83), US SURVEY FOOT.

ALL SOUNDINGS ARE IN FEET AND ARE REFERENCED TO LOW

WATER DATUM ELEVATION, 735.94 FEET (BELOW) AND 745.64 FEET

(ABOVE) ABOVE MEAN WATER LEVEL AT RIMOUSKI, QUEBEC

(INTERNATIONAL GREAT LAKES DATUM 1985).

PROJECT DEPTH FOR THIS AREA IS 6.0'.

THE WATER LEVEL IS REFERENCED TO THE MENASHA (ABOVE) AND

APPLETON UPPER (BELOW) WATER LEVEL GAUGE.

THE INFORMATION DEPICTED ON THIS MAP REPRESENTS THE

RESULTS OF SURVEYS MADE ON THE DATES INDICATED AND CAN

ONLY BE CONSIDERED AS INDICATING THE GENERAL CONDITIONS

AT THAT TIME.

THE SURVEY SHOWN ABOVE THE DAM WAS CONDUCTED BY THE

LAKE MICHIGAN PROJECT OFFICE SURVEY PARTY ON 01 FEBRUARY

2022, USING GPS POSITIONING, AZ-BOAT 1800 REMOTE

CONTROLED SURVEY BOAT AND A HYPACK HYDROGRAPHIC

SURVEY SYSTEM.

2.8

1.8 �:: \.� 1 :§ ti �--�

8:; 0.8 f.� 1-7 1i

1.8 1.2

1.7 2.0 1�

1 l-� 1 :� 2� o � -� � f:! JI l� H

1.0 1.4 22 3"5

8; ��}1 tt ti l.�

0.2 o.9 f6 3-7 lf

1.0 0.8 1.5 3.0 4 g

0.9 �-Ii 1.4 3.0 .

lflC! '"""'. Lt"lC".! lfl"':.�'"""'. CC! r--co..J-� ?.9 5.2 T""""..-,.... 'l""""T'""' T"" T"""T"""T'""" ..- .,...=.,...=N -U1� �«!��""'" co co"'?"!""":"¢":":NNN NNNMM M M M'Sl""<t�'SI" LO

1.8 r,... '"""'.C\! C!C!C!t-:lflt-: ":C".!Lt"l«=! (X)(X) 0 '"""'.

CJ) CJ) CJ) r--CO('! C"\! N (')(') (')(')(') NMN NN N ..... ...: ...: N

- MoNM O'! · · ..,.:..,.:c,.jNN

1.9 0(') LOJ·"lo NM ...:N M

CXl C>r--. CXl ..-- M..--N M MM M 1. rc-ric-ri

"""'" • • • • T""" T"" , STONE

+0.8 to

+2.0

+0.4 +0.4 +0.4 +0.4

0.5 0,..9 +u.4

+0.4 +8.4 + .4

+0.4 0?86

1.1 1.3

1�/

1 �76

+0.4 +0.4 +0.4 0.6 1.0 1.3 1.5 1.9 2.1 2.2 1.8 1.7 L9 2.1 2.1

2.1 h1 tj.4 0.4 0.4 0.4

0.4 0.5 0.6 0.6 0.9 1.3

1.4 1.2

1.9 1.8 2.0 1.8

1.8 1.9

1 . 1

1.9 0.6 0.5 0.7 1.0 1.0 0.9 0.8 0.9 0.8 0.4 1.6 1.6 1.3 2 . 2

1.3 2 . 2

1.5

3.7 3.9 4.0 3.7 3.6 2.9 2.4 2.4 2.6 2.8 2.7 3.0 3.0 2 . 2 2 . 2

2.1 2.4 2.3 2.0 2.1 3.0 4.2 4.4

X l8 ;_·; Ji

2.8 2.6 2.2

2.3 2 5 2.2

2.0 2:1 2.2

2 5 2.4

2.2 2.2 2.3 i·f 2

· 2

4 1.t 2.9

}:g :·: lJ 3�b

1 5:� i:f i·o l�2.9

2.7 2.6 2.6 2.7 3.04.1 4.8

.7 4.1

1! Ii

;_·; :J

2.8 3 2.6 3"25 2.6

2.6 3.9 j_-� J:8

2.0 4:� 2 .2 3 4 2.3 ·

4.0

. +004.1 . 3.7

2.8 4 4 2.9 4"1 3.4 .

3.7 4.9 3.9

4.3 4.5

4.6 5.3

3.9 l� .0 4.2 3 7 4.2 4·0 4.1 4:6 4.6

4.0 4.5

4.5 4.8

4.0 5.0 i:i ;·1

4.5 -8 4.4 4.9 5.2 t,51

5.6

5.9

4.9 5.6 5.0 4.6 5.9 5.5 5.5

5.5 5.5

4.2 5.0

4.1 4.0 t.J t�

3.5 5.2

4.0 5.6 4.0 4.2 3.7

4.4 5.3 4.4 4.9 4.7 4.9 5.0 5.0 4.6

4.1 4.8

4.7 5.2

5.1 4.8

5.5 5.9

4.9 4.4 ti f{

5.0 3.5

4.8 3.7 5.o l:E

4.8 3.5

11 Ii

5.6 3.9

5.15.9

5.1 t�

5.9

5.0

5.1 ft

4.5 3.7 4.9 5.2

4.9 5.1 5.0

5.2 5.0 5.5 5.5

5.9

CX)

1.4 2.0 3.9 6.1 7.0 9.4 9.5 8.3 8.1 8.3 8.0

STONE

+0.8 to +2.0

7.9 8.5 8.9 9.4 9.5 9.3 7.2 6 ,, 8.3 8.4 8.2

2.0 3.7 5.0 5.9 6.4 6.9 7.4 7.7 8.1 8.2 7.2

5.3 co

lOi.ri

3.5 4.2

4.4 2.1

4.3 4.5

5.2 2.7

�J t1

6.8 5.6 �-J 4.8

7.5 7.4

5.9 5.6

5.0 4.6

7 4.3

4.1 4.0 7 2

3.6

· 3.8

9.1 ,C!C'! 0 C)(X) 00

5.3 5.7

10.CB.7

9.7

10.3� 6 9.7

10.3 ·7 1 o:12>-6

3 3

3.3 3f.2

2.1 4.2

5.1 4.3 4.2 3.8 3.4 4.3

4.7

18:8 8.2

9.7 8.4

8.8 9.5 9 7 8.8

8 9.7

9· 1 9.4 9:5 8.6

9.1 9.9

9.7 8.6 9.29.0

0 s::t:

CX)

1.8 2 . 2

2.7 2.4 2.5 2.7 3.4 4.3 4.0 3.5 1.8 1.3 3.7 3.2 4.9

2�7 0.4 2.6

0.5 0.4 3.3 1.7 2.7 4.5 5.0 5.8

8.4

8.4 8.4

8.9 8.3

9.0 9 18.8 8 48.28.2 9.3 8.6

3.3 2.6 2.7 2.7 2.7 2.7 2.4 3.3 2.3 4.0 2.8 3.5 5.9

5.6 5.9

5.5 5.4 5.8

2.5 1.4 0?.1

+rP15

+ct.9-6

0.8 'fM-00 1.0

0.1 . 1

2.3 2.7 2.6 4.1 5.0 4.7

4.4 4 ·5.1 5.5

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SHEET

IDENTIFICATION

VH101

IOUS C

ONST

RUCT

ION -

R REF

NLY

AS S

UPP

MEN

TAL I

6'NB' 7'NB' 8'NB' 9'NB' 10'NB'

5'SB'

4'LWSW'

M H

W V

G U

M H

G U

5'RSB'

6'RNB' 8'RNB' 9'RNB' 10'RNB'

B-1

B-2

B-3

` BRG. S. ABUT.

STA. 6'RNB'+69.00

~ 'RNB'

` PIER 1

STA. 8'RNB'+26.50

` PIER 2

STA. 9'RNB'+84.00

STRUCTURE B-70-324

4992-03-71

NO. DATE REVISION BY

STATE OF WISCONSIN

DEPARTMENT OF TRANSPORTATION

DRAWN

PLANS

CK'D.

subsurface

STRUCTURES DESIGN SECTION

STATE PROJECT NUMBER

DESIGN AND BIDDERS INFORMATION

SUBSURFACE EXPLORATION FOR FOUNDATION

at time of drilling end of drilling after drilling ground water elevation

F-Fine M-Medium C-Coarse st-shelby tube shale cobbles or boulders

LEGEND OF BORING

ABBREVIATIONS

MATERIAL SYMBOLS

CONCRETE

SAND

TOPSOIL

FILL

CLAY

LIMESTONE

SANDSTONE

PEAT

GRAVEL

SILT

EFFICIENCY.

CORRECTED FOR OVERBURDEN PRESSURE OR HAMMER

TEST. THE SPT 'n' vaLUE PRESENTED HAS NOT BEEN

BASED ON AASHTO T-206, STANDARD PENETRATION

UNLESS OTHERWISE, SPECIFIED THE SPT 'n' VALUE IS penetrometer (tsf)

Unconfined STRENGTH, as determined by a pocket (1)

(1) (2)

(2)

ASPHALT

(unknown)

BEDROCK

meta

IGNEOUS/

REC=80%, RQD=72%

core run #1 - 24'-29' ceb exploration 1 mja fluctuations in groundwater levels may occur.

soil conditions should be expected and between, or beyond these borings. Variations in not warrant similar subsurface conditions below, the Wisconsin Department of Transportation does is very small in relation to the entire site, depths are limited and the area of the borings found at the site. Because the investigated concerning the character of subsurface materials as indicated on this drawing to obtain information

Borings were completed at points approximately

NOTES

CONCRETE (6")

BASE COURSE (8")

END OF BORING AT 12.2 FT.

TO DARK BROWN, MOIST, (FILL)

LEAN CLAY WITH SAND, BROWN

BROWN, MOIST, DENSE

SILTY GRAVEL WITH SAND,

MOIST TO WET, MEDIUM DENSE

GRAVEL WITH SAND, BROWN, VERY

VERY MOIST TO WET, MEDIUM DENSE

SILTY SAND WITH GRAVEL, GRAY,

WET, VERY DENSE

SILTY SAND WITH GRAVEL, GRAY,

50/2"

ASPHALT (4")

BASE COURSE (6")

TO BROWN, MOIST, (FILL)

SAND WITH GRAVEL, DARK BROWN

WET, MEDIUM DENSE TO DENSE

SILTY GRAVEL WITH SAND, BROWN,

WET, VERY DENSE

SILTY GRAVEL WITH SAND, BROWN,

VERY MOIST TO WET, MEDIUM DENSE

SILTY SAND WITH GRAVEL, BROWN,

50/6"

END OF BORING AT 20.0 FT.

date completedboring # northing (y) easting (x) report completed by:

borings completed by: GESTRA ENGINEERING, INC.

GESTRA ENGINEERING, INC.

B-1

B-2

B-3

5/17/17

5/16/17

5/17/17

539215

539416

539607

817385

817306

817310

DENOTES SOIL BORING LOCATION

'NB' RACINE STREET.

BORING STATIONS AND OFFSETS ARE BASED ON ~

SUBSURFACE INFORMATION.

REPORT AND SOIL BORING LOGS FOR ADDITIONAL

REPORT. REVIEW THE APPROPRIATE GEOTECHNICAL

PRESENTED IN THE GEOTECHNICAL ENGINEERING

AN ABBREVIATED VERSIONS OF THE INFORMATION

THE SUBSURFACE INFORMATION PRESENTED HEREIN IS

50/0"

TOPSOIL

DOLOMITE, GRAY

END OF BORING AT 32.5 FT.

BLUEISH GRAY, MOIST, (FILL)

LEAN CLAY, BROWN AND

WET, VERY DENSE

GRAVEL WITH SAND, GRAY,

MEDIUM DENSE

SILTY SAND, GRAY, WET,

BROWN, MOIST, (FILL)

GRAVEL, BROWN AND DARK

LEAN CLAY WITH SAND AND

WITH FOUNDRY MATERIAL, (FILL)

SAND, BROWN AND BLACK, MOIST,

50/5" streambed all coordinates referenced to wccs nad83 (1991) winnebago county

14.5'-20' RQD=80%

13'-14.5' RQD=0%

RECOVERY=90%

NQ CORE RUN 1: 13'-20'

RECOVERY=95% RQD=94%

NQ CORE RUN 1: 25'-32.5'

S T

A 'R

N B

R T

B O

E L .9

S T

A 'R

N B

L T

B O

E L .4

S T

A 'R

N B

L T

B O

1, E

L .6 drawing ofg12 g15

HIGHLY FRACTURED

DOLOMITE, GRAY,

DOLOMITE, GRAY

BROWN, MOIST, MEDIUM DENSE

GRAVEL WITH SILT AND SAND,

FRACTURED BEDROCK

BOULDERS OR HIGHLY

POSSIBLE COBBLES AND/

7'RNB'

B O R

E L

0.25 f-c

WEATHERED LIMESTONE

cobble or boulder

S T

O F F S E T

IOUS C

ONST

RUCT

ION -

R REF

NLY

AS S

UPP

MEN

TAL I

15'RNB'

14'RSB'

12'NR'

16'RNB'

14'RNB'13'RNB'12'RNB'11'RNB'

B-5

B-6

B-7

B-8

B-6B(B)

B-7A

B-7B

B-7C

B-7D

B-6A(A)

STA. 11'RNB'+41.50

` PIER 3

STA. 12'RNB'+78.50

` PIER 4

STA. 14'NB'+00.00

` BASCULE SPAN 6

R-70-160 f o x r iv e r

STA. 13'RNB'+13.00

` BRG. END OF SOUTH APPROACH

DEPARTMENT OF TRANSPORTATION

DRAWN

PLANS

CK'D.

subsurface

S C

DESIGN AND BIDDERS INFORMATION

SUBSURFACE EXPLORATION FOR FOUNDATION

at time of drilling end of drilling after drilling ground water elevation

F-Fine M-Medium C-Coarse st-shelby tube shale cobbles or boulders

LEGEND OF BORING

ABBREVIATIONS

MATERIAL SYMBOLS

CONCRETE

SAND

TOPSOIL

FILL

CLAY

LIMESTONE

SANDSTONE

PEAT

GRAVEL

SILT

EFFICIENCY.

CORRECTED FOR OVERBURDEN PRESSURE OR HAMMER

TEST. THE SPT 'n' vaLUE PRESENTED HAS NOT BEEN

BASED ON AASHTO T-206, STANDARD PENETRATION

UNLESS OTHERWISE, SPECIFIED THE SPT 'n' VALUE IS penetrometer (tsf)

Unconfined STRENGTH, as determined by a pocket (1)

(1) (2)

(2)

ASPHALT

(unknown)

BEDROCK

meta

IGNEOUS/

REC=80%, RQD=72%

core run #1 - 24'-29' fluctuations in groundwater levels may occur.

Borings were completed at points approximately ceb exploration 2 mja drawing g13 of g15

NOTES

date completedboring # northing (y) easting (x) report completed by:

borings completed by: GESTRA ENGINEERING, INC.

GESTRA ENGINEERING, INC.

B-5

B-6 5/31/17

10/25/17

539890

539937

539931

817206

817185

817228

DENOTES SOIL BORING LOCATION

'NB' RACINE STREET.

BORING STATIONS AND OFFSETS ARE BASED ON ~

SUBSURFACE INFORMATION.

REPORT AND SOIL BORING LOGS FOR ADDITIONAL

REPORT. REVIEW THE APPROPRIATE GEOTECHNICAL

PRESENTED IN THE GEOTECHNICAL ENGINEERING

AN ABBREVIATED VERSIONS OF THE INFORMATION

THE SUBSURFACE INFORMATION PRESENTED HEREIN IS

S T

A 'R

N B

R T

B O

A (A E

L .3

S T

A 'R

N B

L T

B O

B (B E

L .3

WATER

SHELLS IN SAMPLE SS-1

GRAY TO BROWN, WET, VERY DENSE

SILTY SAND WITH GRAVEL,

DOLOMITE, GRAY

END OF BORING AT 24.4 FT.

TRACE SAND

GRAVEL, WET, VERY DENSE,

WATER

WATER WATER

OF SPLIT SPOON SAMPLER

DRILLER NOTES CLAY IN TIP

TO BROWN, WET, VERY DENSE

SILTY SAND WITH GRAVEL, GRAY

COBBLES AND GRAVEL

DOLOMITE, GRAY

END OF BORING AT 27.5 FT.

GRAY, WET, VERY DENSE

SILTY SAND WITH GRAVEL,

AT 15.5'

COLOR CHANGE TO GRAY

END OF BORING AT 30.0 FT.

TRANSITION ELEVATION ESTIMATED

BEDROCK (POOR RECOVERY),

GRAVEL, COBBLES, OR FRACTURED

TO LIGHT BROWN, TRACE SULFIDES

LOCALLY FOSSILIFEROUS, LIGHT GRAY

LOCALLY CHERTY, LOCALLY VUGGY,

THICKLY BEDDED, HIGHLY STYLOLITIC,

DOLOMITE, FAINTLY WEATHERED,

END OF BORING AT 27.5 FT.

TRANSITION ELEVATION ESTIMATED

BEDROCK (POOR RECOVERY),

GRAVEL, COBBLES, OR FRACTURED

TO LIGHT BROWN, TRACE SULFIDES

LOCALLY FOSSILIFEROUS, LIGHT GRAY

LOCALLY CHERTY, LOCALLY VUGGY,

THICKLY BEDDED, HIGHLY STYLOLITIC,

DOLOMITE, FAINTLY WEATHERED,

65/6"

62/6"

69/6"

50/3"

50/1"

54/6"

50/0"

50/5"

50/2"

B-6A(A)

B-6B(B) 10/25/17

6/1/17

817158539940 streambed recovery=57% rqd=85% nq CORE run 1: 19.4'-24.4' recovery=99% rqd=99% nq CORE run 2: 22.5'-27.5' rqd=94% recoverY=100%

23'-30' nq CORE run 2:

rqd=99% recoverY=100%

22.5'-27.5' run 2:

nq CORE all coordinates referenced to wccs nad83 (1991) winnebago county

20'-23' RQD=89%

18'-20' rqd=0% recoverY 65%

18'-23' nq CORE run 1:

19.2'-22.5' RQD=49%

17.5'-19.2' RQD=0%

recoverY 41%

17.5'-22.5' run 1:

nq CORE

S T

A 'R

N B

L T

B O

E L .5

S T

A 'R

N B

R T

B O

E L .4

GRAVEL

TO VERY DENSE, TRACE TO WITH

SAND WITH SILT, GRAY, MOIST, DENSE

50/5"

50/2"

GRAVEL

TO VERY DENSE, TRACE TO WITH

SAND WITH SILT, GRAY, MOIST, DENSE

B O R

E L

0.25 f-c

WEATHERED LIMESTONE

cobble or boulder

S T

O F F S E T

IOUS C

ONST

RUCT

ION -

R REF

NLY

AS S

UPP

MEN

TAL I

15'RNB'

14'RSB'

12'NR'

16'RNB'

14'RNB'13'RNB'12'RNB'11'RNB'

B-5

B-6

B-7

B-8

B-6B(B)

B-7A

B-7B

B-7C

B-7D

B-6A(A)

STA. 11'RNB'+41.50

` PIER 3

STA. 12'RNB'+78.50

` PIER 4

R-70-160 f o x r iv e r

STA. 13'RNB'+13.00

` BRG. END OF SOUTH APPROACH

STA. 14'RNB'+00.00

` BASCULE SPAN 6

DEPARTMENT OF TRANSPORTATION

DRAWN

PLANS

CK'D.

subsurface

S C

DESIGN AND BIDDERS INFORMATION

SUBSURFACE EXPLORATION FOR FOUNDATION

at time of drilling end of drilling after drilling ground water elevation

F-Fine M-Medium C-Coarse st-shelby tube shale cobbles or boulders

LEGEND OF BORING

ABBREVIATIONS

MATERIAL SYMBOLS

CONCRETE

SAND

TOPSOIL

FILL

CLAY

LIMESTONE

SANDSTONE

PEAT

GRAVEL

SILT

EFFICIENCY.

CORRECTED FOR OVERBURDEN PRESSURE OR HAMMER

TEST. THE SPT 'n' vaLUE PRESENTED HAS NOT BEEN

BASED ON AASHTO T-206, STANDARD PENETRATION

UNLESS OTHERWISE, SPECIFIED THE SPT 'n' VALUE IS penetrometer (tsf)

Unconfined STRENGTH, as determined by a pocket (1)

(1) (2)

(2)

ASPHALT

(unknown)

BEDROCK

meta

IGNEOUS/

REC=80%, RQD=72%

core run #1 - 24'-29' fluctuations in groundwater levels may occur.

NOTES

date completedboring # northing (y) easting (x) report completed by:

borings completed by: GESTRA ENGINEERING, INC.

GESTRA ENGINEERING, INC.

B-7

B-7A 10/25/17

10/26/17

540073

540067

540053

817152

817193

817127

DENOTES SOIL BORING LOCATION

'NB' RACINE STREET.

BORING STATIONS AND OFFSETS ARE BASED ON ~

SUBSURFACE INFORMATION.

REPORT AND SOIL BORING LOGS FOR ADDITIONAL

REPORT. REVIEW THE APPROPRIATE GEOTECHNICAL

PRESENTED IN THE GEOTECHNICAL ENGINEERING

AN ABBREVIATED VERSIONS OF THE INFORMATION

THE SUBSURFACE INFORMATION PRESENTED HEREIN IS 6/1/17

B-7B

710710

WATER

75/3"

S T

A 'R

N B

1, 1' R

B O

E L .4

S T

A 'R

N B

L T

B O

E L .4

DOLOMITE, GRAY, FRACTURED

DOLOMITE, GRAY

END OF BORING AT 22.5 FT.

SAMPLE SS-1

NOTES SHELLS NEAR TOP OF

DENSE, TRACE GRAVEL DRILLER

SILTY SAND, GRAY, WET, VERY

END OF BORING AT 30.5 FT.

TO LIGHT BROWN, TRACE SULFIDES

LOCALLY FOSSILIFEROUS, LIGHT GRAY

LOCALLY CHERTY, LOCALLY VUGGY,

THICKLY BEDDED, HIGHLY STYLOLITIC,

DOLOMITE, FAINTLY WEATHERED,

WITH SHALE INTERBEDS

FOSSILIFEROUS, GREENISH GRAY,

HIGHLY STYLOLITIC, LOCALLY

DOLOMITE, THICKLY BEDDED,

END OF BORING AT 24.5 FT.

TO LIGHT BROWN, TRACE SULFIDES

LOCALLY FOSSILIFEROUS, LIGHT GRAY

LOCALLY CHERTY, LOCALLY VUGGY,

THICKLY BEDDED, HIGHLY STYLOLITIC,

DOLOMITE, FAINTLY WEATHERED,

TRACE SULFIDES

LIGHT GRAY TO LIGHT BROWN,

LOCALLY FOSSILIFEROUS,

LOCALLY VUGGY,

HIGHLY STYLOLITIC, LOCALLY CHERTY,

HIGHLY FRACTURED, THICKLY BEDDED,

DOLOMITE, FAINTLY WEATHERED,

streambed recovery=88% rqd=74% nq CORE run 1: 14.5'-17.5' recovery=100% rqd=98% nq CORE run 2: 17.5'-22.5' recovery=96% rqd=88% nq CORE run 3: 22.5'-27.5' recovery=100% rqd=97% nq CORE run 4: 27.5'-30.5' recovery=89% rqd=89% nq CORE run 2: 17.5'-24.5' all coordinates referenced to wccs NAD83 (1991) winnebago county

15.8'-17.5' RQD=88%

14.5'-15.8' rqd=0% recovery=100% nq CORE run 1: 14.5'-17.5'

13.1'-14' RQD=0%

nq CORE run 1:

14'-16.5' RQD=38%

nq CORE run 2:

16.5'-17.5' RQD=33%

nq CORE run 3:

17.5'-22.5' RQD=80%

nq CORE run 4:

S T

A 'R

N B

R T

B O

E L .4

50/3"

GRAY, MOIST, VERY DENSE

GRAVEL WITH SILT AND SAND,

TRACE GRAVEL

GRAY, MOIST, VERY DENSE,

SILTY CLAY WITH SAND,

50/3"

GRAY, MOIST, VERY DENSE

GRAVEL WITH SILT AND SAND,

TRACE GRAVEL

GRAY, MOIST, VERY DENSE,

SILTY CLAY WITH SAND,

B O R

E L

0.25 f-c

WEATHERED LIMESTONE

cobble or boulder

S T

O F F S E T

IOUS C

ONST

RUCT

ION -

R REF

NLY

AS S

UPP

MEN

TAL I

15'RNB'

14'RSB'

12'NR'

16'RNB'

14'RNB'13'RNB'12'RNB'11'RNB'

B-5

B-6

B-7

B-8

B-6B(B)

B-7A

B-7B

B-7C

B-7D

B-6A(A)

STA. 11'RNB'+41.50

` PIER 3

STA. 12'RNB'+78.50

` PIER 4

R-70-160 f o x r iv e r

STA. 14'RNB'+00.00

` BASCULE SPAN 6

STA. 13'RNB'+13.00

` BRG. END OF SOUTH APPROACH

DEPARTMENT OF TRANSPORTATION

DRAWN

PLANS

CK'D.

subsurface

S C

DESIGN AND BIDDERS INFORMATION

SUBSURFACE EXPLORATION FOR FOUNDATION

at time of drilling end of drilling after drilling ground water elevation

F-Fine M-Medium C-Coarse st-shelby tube shale cobbles or boulders

LEGEND OF BORING

ABBREVIATIONS

MATERIAL SYMBOLS

CONCRETE

SAND

TOPSOIL

FILL

CLAY

LIMESTONE

SANDSTONE

PEAT

GRAVEL

SILT

EFFICIENCY.

CORRECTED FOR OVERBURDEN PRESSURE OR HAMMER

TEST. THE SPT 'n' vaLUE PRESENTED HAS NOT BEEN

BASED ON AASHTO T-206, STANDARD PENETRATION

UNLESS OTHERWISE, SPECIFIED THE SPT 'n' VALUE IS penetrometer (tsf)

Unconfined STRENGTH, as determined by a pocket (1)

(1) (2)

(2)

ASPHALT

(unknown)

BEDROCK

meta

IGNEOUS/

REC=80%, RQD=72%

core run #1 - 24'-29' fluctuations in groundwater levels may occur.

NOTES

date completedboring # northing (y) easting (x) report completed by:

borings completed by: GESTRA ENGINEERING, INC.

GESTRA ENGINEERING, INC.

DENOTES SOIL BORING LOCATION

'NB' RACINE STREET.

BORING STATIONS AND OFFSETS ARE BASED ON ~

SUBSURFACE INFORMATION.

REPORT AND SOIL BORING LOGS FOR ADDITIONAL

REPORT. REVIEW THE APPROPRIATE GEOTECHNICAL

PRESENTED IN THE GEOTECHNICAL ENGINEERING

AN ABBREVIATED VERSIONS OF THE INFORMATION

THE SUBSURFACE INFORMATION PRESENTED HEREIN IS 10/24/17 817184540100B-7C

B-7D 540078 81711610/26/17

710710

WATER WATER

50/3"

S T

A 'R

N B

R T

B O

E L .1

S T

A 'R

N B

L T

B O

E L .4

END OF BORING AT 24.0 FT.

TRACE GRAVEL

GRAY, MOIST, VERY DENSE,

SILTY CLAY WITH SAND,

GRAY, MOIST, VERY DENSE

GRAVEL WITH SILT AND SAND,

TO LIGHT BROWN, TRACE SULFIDES

LOCALLY FOSSILIFEROUS, LIGHT GRAY

LOCALLY CHERTY, LOCALLY VUGGY,

THICKLY BEDDED, HIGHLY STYLOLITIC,

DOLOMITE, FAINTLY WEATHERED,

END OF BORING AT 37.0 FT.

TO LIGHT BROWN, TRACE SULFIDES

LOCALLY FOSSILIFEROUS, LIGHT GRAY

LOCALLY CHERTY, LOCALLY VUGGY,

THICKLY BEDDED, HIGHLY STYLOLITIC,

DOLOMITE, FAINTLY WEATHERED,

TRACE SULFIDES

LIGHT GRAY TO LIGHT BROWN,

LOCALLY FOSSILIFEROUS,

LOCALLY VUGGY,

HIGHLY STYLOLITIC, LOCALLY CHERTY,

HIGHLY FRACTURED, THICKLY BEDDED,

DOLOMITE, FAINTLY WEATHERED,

TRACE SULFIDES

LIGHT GRAY TO LIGHT BROWN,

LOCALLY FOSSILIFEROUS,

LOCALLY VUGGY,

HIGHLY STYLOLITIC, LOCALLY CHERTY,

HIGHLY FRACTURED, THICKLY BEDDED,

DOLOMITE, FAINTLY WEATHERED,

TRACE SULFIDES

LIGHT GRAY TO LIGHT BROWN,

LOCALLY FOSSILIFEROUS,

LOCALLY VUGGY,

HIGHLY STYLOLITIC, LOCALLY CHERTY,

FAINTLY WEATHERED, THICKLY BEDDED,

DOLOMITE,

WITH SHALE INTERBEDS

GREENISH GRAY,

LOCALLY FOSSILIFEROUS,

THICKLY BEDDED, HIGHLY STYLOLITIC,

DOLOMITE,

streambed recovery=61% rqd=0% nq CORE run 1: 12.5'-14' recovery=100% rqd=100% nq CORE run 3: 19'-24' rqd=63% recovery=87% nq CORE run 1: 12'-17' rqd=88% recovery=98% nq CORE run 2: 17'-22' rqd=84% recovery=96% nq CORE run 3: 22'-27' rqd=86% recovery=97% nq CORE run 4: 27'-32' rqd=97% recovery=100%

32'-37' nq CORE run 5:

all coordinates referenced to wccs NAD83 (1991) winnebago county

15'-19' RQD=87%

14'-15' RQD=0%

recovery=93% nq CORE run 2: 14'-19'

GRAY, MOIST, VERY DENSE

GRAVEL WITH SILT AND SAND,

TRACE GRAVEL

GRAY, MOIST, VERY DENSE,

SILTY CLAY WITH SAND,

50/3" st

B O R

E L

0.25 f-c

WEATHERED LIMESTONE

cobble or boulder

S T

O F F S E T

IOUS C

ONST

RUCT

ION -

R REF

NLY

AS S

UPP

MEN

TAL I

IOUS C

ONST

RUCT

ION -

R REF

NLY

AS S

UPP

MEN

TAL I

W912P621D001G-001

W912P621D001G-002

W912P621D001CS-101

W912P621D001CS-102

W912P621D001CS-103

W912P621D001SD-101

W912P621D001SB-101

W912P621D001SB-102

W912P621D001SB-103

Extracted pages from W912P621D0001_Menasha_100%_Plans_03-10-2023.pdf

W912P621D0001_Menasha_100%_Plans_02-16-2023_Sealed

01a_Menasha Anchor Block

02_MenashaRepairs2003

MenashaDrawings2003

03_menvhhp22c

04_Racine St Bridge Soil Borings

05_Attachment A - Menasha Historic Boreholes

page318: 319
page319: 320
page320: 321
page321: 322
	2023-03-10T11:00:09-0600
Columbia, IL
Darren Forgy
I am the author of this document

	2023-03-10T11:00:25-0600
Columbia, IL
Darren Forgy
I am the author of this document

	2023-03-10T15:24:02-0600
Foxit Software
Electronic Signature completed successfully via Foxit eSign

	2023-03-10T15:24:02-0600
Foxit Software
Electronic Signature completed successfully via Foxit eSign

File details come from the government source that posted it. Updated Aug 1, 2023.