W912QR21Q0046_Plans-0000.pdf

PDF 6 MB Posted Mar 30, 2021

Attached to: Indy North Passive Testing/ Stoplog Base Repair
Solicitation number: W912QR21Q0046
Issued by: Department of the Army Corps of Engineers Engineering District Louisville

About this file

Written by GovTribe AI · Dec 28, 2023

This solicitation is for a construction project to test a passive floodwall system, demolish an existing stoplog closure base, replace it with new reinforced concrete, and perform CCTV inspections of drainage pipes. The scope of work includes testing the passive floodwall manufactured by Floodbreak along Westfield Boulevard in Indianapolis, demolishing and replacing the stoplog closure base at 52nd Street, and inspecting pipes installed from 2018 to 2019 as part of Phase 3B-3 of the Indianapolis North Flood Risk Management Project. The Army Corps of Engineers Engineering District Louisville is the contracting agency.

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File	Type	Posted
W912QR21Q0046_AMDT0001.pdf	PDF	Jun 1, 2021
W912QR21Q0046_Solicitation.pdf	PDF	May 14, 2021
W912QR21Q0046_Specs-0000.pdf	PDF	Mar 30, 2021
W912QR21Q0046_Solicitation.pdf	PDF	Mar 30, 2021

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X01

VICINITY MAPS

I-64

I-70 I-70I-70

I-71 I-75

I-74

I-65

I-70

I-71

I-75

Cincinnati Ohio

Dayton Ohio

Columbus Ohio

Lexington Kentucky

Louisville Kentucky

LOCATION MAP

PROJECT AREA

62ND ST

A N

N E

T E S

A N

N E

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A Y

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BERKLEY PL

BERKLEY RD

B E

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BEVERLY DR

BLUE RIDGE RD

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E 44TH ST

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E 58TH ST

E 60TH STE 61ST ST

E 62ND ST

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FLEETWOOD DR

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THOMAS W

OOD TRL

W 42ND ST

W 43RD ST

W 44TH ST

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W 47TH ST

W 49TH ST

W 51ST ST W 51ST ST

D S

W 52ND ST

D S

W 53RD ST

W 54TH ST

W 54TH ST W 54TH ST

W 56TH ST

W 57TH ST

W 58TH ST

W 59TH ST W 59TH ST

W 59TH ST

W 61ST ST

W 62ND ST

W 63RD ST W 63RD ST

W BEVERLY DR

W HAMPTON DR

W LAVEROCK RD

W NORTHGATE ST W NORTHGATE ST

W A

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R W

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D S

E D

W H

E R

KESSLER BLVD

TESTING

PASSIVE FLOODWALL

BEGIN STA. 0+00

UNIV.

BUTLER

INDIANA

INDIANAPOLIS

VICINITY MAP

NOT TO SCALE

NONE

END STA. 79+23.69

LOCATION, AND

COVER SHEET, TOC,

O F W

A T

E R W

O R

K S

N A

P O

E P

Reviewed by:

Approval Recommended: *

Project Engineer/Architect Date

Approved: *

Chief, Engineering Division Date

ARE REQUIRED BY ER 1110-1-8152.

OPERATING WITHIN THE SCOPE OF THIER EMPLOYMENT. SIGNATURES

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,

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

SIGNATURES AFFIXED BELOW INDICATE OFFICAL RECOMMENDATION AND

STOPLOG BASE REPAIR P2 # 112589 - INC1

PASSIVE FLOODWALL TESTING AND

FLOOD DAMAGE REDUCTION PROJECT

INDIANAPOLIS, WHITE RIVER NORTH

CLOSURE

52ND ST. STOPLOG

RECONSTRUCT

W 52ND ST

W E S T F

L D B

L V

5 4 3 2 1

*** SAFETY PAYS ***

*** SUPPORT VALUE ENGINEERING - IT PAYS ***

U.S.ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

LOUISVILLE,KENTUCKY

Revisions

Symbol Descriptions Approved

Drawn by:

Checked by:

Scale:

Date:

Drawing Code:

Sheet reference number:

Sheet of

US Army Corps of Engineers

Project

Architect

Date

Engineer/

FILE:

DATE:

\\coe-lrldfe01lou\org\ED\Public\CAD\Civil\112589-INC0-3B part 3 I-wall\CADD\Design Master files\Repair Contract drawings\Plans\inc0xx01.dgn

09-DEC-2020

J. SINKHORN, P.E.

J. SINKHORN

B. DORSCH P.E.

DEC 2020

IND-04/?

PASSIVE FLOODWALL TESTING AND STOPLOG BASE REPAIR

FLOOD DAMAGE REDUCTION PROJECT

INDIANAPOLIS, WHITE RIVER NORTH

C E

R T

D F

A L D

O C

U M

E N

T S

Date

ATR CERTIFIED BY RACHAEL FELLMAN 12/20/20

PASSSIVE CLOSURE TEST BULKHEADSS-201

TRANSVERSE JOINT DETAILS-102

52ND STREET CLOSURE FOUNDATION REPAIRS-101

DESIGN LOADS, & ABBRIVIATIONS

GENERAL STRUCTURAL NOTES, S-001

SITE PLANC204

SITE PLANC203

SITE PLANC202

SITE PLANC201

OVERALL SITE PLAN C200

COVER SHEET, TOC, LOCATION, AND VICINITY MAPX-01

TABLE OF CONTENTS

2Q R

-0

ARIMS: 1200 Disposition: Permanent

30 March 2021

W912QR21Q0046

E S L E

Y A

V E

W E S T F

L D B

L V

C O

R N

E L

S A

V E

LEVAR

PLAC

W E S T F

L D B

L V

W E S T F

L D B

L V

G R

ELAN

AVE.

W E S T F

W 59TH ST.

E R

W D

KESSLER BOULEVARD

S U

N S

E T A

V E

W E S T F

L D B

L V

W . 6

WL 694.2

W H

E R

W 746.3

W H

E R

PILES

W H

E R

W 768.5

W 698.8

W 713.4

W 764.7

WHITE RIVER

W 718.1

W H

E R

W 718.1

W.694.7

W.721.3

W.733.2

W 704.5

PILE

POOL

SUBSTATION

W 54TH ST.

W 52ND ST

FIBER OPTIC

FIBER OPTIC FIBER OPTIC

W H

E R

W H

E R

W H

E R

LOVEROCK ROAD

NORTHVIEW DRIVE

S T

O N

E H

L D

R A C

L U

C A

N A L T

O W

P A T

FRIEDMAN PARK

W E S T F

53RD ST.

C A

N A L T

O E P

A T H

Parking Gravel

Inlet curb

ASPHALT PARKING AREA

R P

INV. EL. 706.72

INV. EL. 706.09

VALVE

5+00

6+00

7+00

8+00

9+00

10+00

11+00

12+00

13+00

14+00

15+00

16+00

17+00

18+00

19+00

BUTLER UNIVERSITY TRACK

MAIN

NANCE F

ACIL

ITY

BUTLE

R U

NIV

ERSIT

H O

L C

O M

B G

A R

D E

N S

N . C

A P

O L A

V E

N . K

E N

W O

O D A

V E

W 56TH ST.

W 58TH ST.

C L

A R

E N

D O

N R

O A

RIP

PLE

RD.

N M

E R

N S

TRANSFORMER

100A 100C 100B

C O

M P

A N

Y C

A N

A L

N A P

O L

A T E

W 58TH ST.

RIP

PLE

RD.

RIP

PLE

RD.

B Y

R A

M A

V E

L E

S T

E R S

T R

E E

LIFT STATION #507

CITY OF INDIANAPOLIS

well

Cinder Block

Asphalt

Tennis Courts Asphalt

Tennis Courts

Conc Curb

W A T E R W

O R

K S C

A N

A L

N A P

O L

E P T O F

W A T E R W

O R

K S C

A N

A L

N A P O

S D

E P T . O

W A T E R W

O R

K S C

A N

A L

N A P O

S D

E P T . O

W A T E

R W

O R

K S C

A N

A L

N A P

O L

E P T O F

W A T E

R W

O R

K S C

A N

A L

N A P

O L

E P T O

(PIPE J)

STORM SEWER

LOCATION OF

APPROXIMATE

10+00

13+00

14+00

1+00

2+00

8+00

9+00

0+00

3+00

4+00

5+00

6+00

7+00

11+00

12+00

(PIPE J)

STORM SEWER

LOCATION OF

APPROXIMATE

.RIVIE

RA CLUB ENTRANCE

C O

R N

E L

S A

V E

C B

P P

P P P

P PP

P P

CB CB CB

CBCB

PPPPP

F L

O W

F L O

F L

O W

F L

O W

F L

O W

FLOW

F L

O W

F L

O W

C200

1"=400'

SCALE: 1''= 400'

400 200 400 800FT

C204

C203

C202

C201

KEY MAP

SITE PLAN

WHITE RIVER

RIPPLE

ROCKY

FLOW

W 52ND ST

W 56TH ST.

W E S T F

L D B

L V

KESSLER BOULEVARD

S T

O N

E H

L D

W 59TH ST.

W 58TH ST.

LOVEROCK RD

N A

P O

E P

O F W

A T

E R W

O R

K S

GENERAL NOTES:

STORM SEWER F,G, H, I, & J

BUTLER TOE DRAIN

WESTFIELD TOE DRAIN

CCTV INSPECT:3.

RECONSTRUCTING THE 52ND ST STOPLOG CLOSURE BASE2.

TESTING THE PASSIVE CLOSURE1.

THE SCOPE OF WORK INCLUDES THE FOLLOWING:

N . K

E N

W O

O D A

V E

C O

R N

E L

S A

V E

E S

L E

Y A

V E

B O

U L E

V A

R D P

L A

C E

W 54TH ST.

G R

ELAN

AVE.

N . C

A P

O L A

V E

W 52ND ST

W 53RD ST

N A

P O

E P

O F W

A T

E R W

O R

K S

5 4 3 2 1

*** SAFETY PAYS ***

*** SUPPORT VALUE ENGINEERING - IT PAYS ***

U.S.ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

LOUISVILLE,KENTUCKY

Revisions

Symbol Descriptions Approved

Drawn by:

Checked by:

Scale:

Date:

Drawing Code:

Sheet reference number:

Sheet of

US Army Corps of Engineers

Project

Architect

Date

Engineer/

FILE:

DATE:

\\coe-lrldfe01lou\org\ED\Public\CAD\Civil\112589-INC0-3B part 3 I-wall\CADD\Design Master files\Repair Contract drawings\Plans\inc0c200.dgn

09-DEC-2020

J. SINKHORN, P.E.

J. SINKHORN

B. DORSCH P.E.

DEC 2020

IND-04/?

PASSIVE FLOODWALL TESTING AND STOPLOG BASE REPAIR

FLOOD DAMAGE REDUCTION PROJECT

INDIANAPOLIS, WHITE RIVER NORTH

C E

R T

D F

A L D

O C

U M

E N

T S

Date

2Q R

-0

ARIMS: 1200 Disposition: Permanent

W A T E R W

O R

K S C

A N

A L

N A P O

S D

E P T . O

FIBER OPTIC

FIBER OPTIC FIBER OPTIC

ABANDONED 60" RCP

MH 100

EL. 710.00

N 1,677,615.23

E 188,685.83

EL. 711.40

N 1,677,381.31

E 188,415.32

MH B-2 101

MH B-3 102

R P

ABAN

O N

26" VC

TRANSFORMER

100A 100C 100B

CITY OF INDIANAPOLIS)

60" RCP (PLUGGED BY

EL. 710.00

RIM EL. = 713.24'

CB H1

ELEV 708.15

BOTTOM CENTER

PIPE INVERT

UNABLE TO OBTAIN

RIM EL. = 713.40'

CB I1

RIM EL. = 714.37'

CB D1

S L

E D T

E D

M E

T E

" C

O N

C R

E T

E P

" IN

E D

M E

T E

R B

K L

E D

EL. 713.55

N 1,677,042.15

E 188,484.81

MH / COMBO 410

W H

E R

F L O

F L

O W

710.29'

CBCB

BE RELEASED INTO THE STORM SEWER, NOT THE CANAL.

WATER RELEASED FROM THE BULKHEAD SHALL

STABILIZED BY RIPRAP.

CANAL SHALL OCCUR IN AREAS ALREADY

CANAL BANK IS ARMORED. PUMPING FROM THE

BE RELEASED INTO THE STORM SEWER, NOT THE CANAL.

WATER RELEASED FROM THE BULKHEAD SHALL

STABILIZED BY RIPRAP.

CANAL SHALL OCCUR IN AREAS ALREADY

CANAL BANK IS ARMORED. PUMPING FROM THE

INDICATED ON SHEET S201.

TEST THE PASSIVE SYSTEM AS

TO I-WALL STA. 44+20

FROM I-WALL STA. 43+70

CONSTRUCT CANAL SIDE TEMPORARY BULKHEAD

INDICATED ON SHEET S201.

TEST THE PASSIVE SYSTEM AS

TO I-WALL STA. 44+20

FROM I-WALL STA. 43+70

CONSTRUCT CANAL SIDE TEMPORARY BULKHEAD

INDICATED ON SHEET S201.

TEST THE PASSIVE SYSTEM AS

TO I-WALL STA. 43+06

FROM I-WALL STA. 37+02

CONSTRUCT CANAL SIDE TEMPORARY BULKHEAD

STA. 303+40

TOE DRAIN CLEAN OUT

STA. 300+00

TOE DRAIN CLEAN OUT

STA. 301+75

TOE DRAIN CLEAN OUT

INDICATED ON SHEET S201.

TEST THE PASSIVE SYSTEM AS

TO I-WALL STA. 43+06

FROM I-WALL STA. 37+02

CONSTRUCT CANAL SIDE TEMPORARY BULKHEAD

TO CONTRACT CLOSURE).

CONTRACT PERIOD (NOTICE TO PROCEED

DAMAGE RESTORED, DURING THE ENTIRE

GRADED TO DRAIN TO THE CANAL, ANY

MOWED, WOODY VEGETATION REMOVED,

AND THE CANAL SHALL BE MAINTAINED,

THE VEGETATED AREA BETWEEN THE PASSIVE WALL

FROM I-WALL STA. 37+00 - 45+00

TO CONTRACT CLOSURE).

CONTRACT PERIOD (NOTICE TO PROCEED

DAMAGE RESTORED, DURING THE ENTIRE

GRADED TO DRAIN TO THE CANAL, ANY

MOWED, WOODY VEGETATION REMOVED,

AND THE CANAL SHALL BE MAINTAINED,

THE VEGETATED AREA BETWEEN THE PASSIVE WALL

FROM I-WALL STA. 37+00 - 45+00

SHALL BE RELEASED INTO THE STORM SEWER, NOT THE CANAL.

EXISTING STORM SEWER CATCH BASIN, WATER FROM PASSIVE SYSTEM TEST

SHALL BE RELEASED INTO THE STORM SEWER, NOT THE CANAL.

EXISTING STORM SEWER GATEWELL, WATER FROM PASSIVE SYSTEM TEST

BEYOND THE WATERLINE OF THE CANAL IS NOT PERMITTED.

GENERAL CONTRACTOR WORK LIMITS. ACCESS

PROVIDE TRAFFIC MAINTENANCE OF TRAFFIC AND SIGNAGE.

COORDINATED WITH THE CITY AND COR. THE CONTRACTOR SHALL

DAY OF THE PASSIVE SYSTEM TEST. CLOSURE SHALL BE

CLOSURE OF WESTFIELD BLVD IS ONLY PERMITTED ON THE

PROVIDE TRAFFIC MAINTENANCE OF TRAFFIC AND SIGNAGE.

COORDINATED WITH THE CITY AND COR. THE CONTRACTOR SHALL

DAY OF THE PASSIVE SYSTEM TEST. CLOSURE SHALL BE

CLOSURE OF WESTFIELD BLVD IS ONLY PERMITTED ON THE

4 TON WEIGHT LIMIT

ASPHALT, 10' WIDE

MULTI-USE TRAIL

4 TON WEIGHT LIMIT

ASPHALT, 10' WIDE

MULTI-USE TRAIL

STA 43+51

GATEWELL #3

C201

1"=40'

MATCH LINE SHEET C202

SITE PLAN

TEXT=140 WT=3

SEWER SYSTEM AS IDENTIFIED ON THE PLANS.

WATER IS NOT PERMITED TO BE RELEASED INTO THE WATER CANAL. THE WATER MUST BE DISCHARGED INTO THE STORM

ALL FEES ASSOCIATED MUST BE PAID FOR BY THE CONCONTRACTOR.

TRAFFIC CLOSURE PLAN, DISCHARGE PUMPING PLAN, ESTIMATED WATER QUANTITY, AND PERFORMANCE DATE.

THE PERMIT REQUIRED FOR FIRE HYDRANT WATER SUPPLY SHALL INCLUDE:

THE MONTHS AFTER JUNE DUE TO HIGH DEMAND AT THE TREATMENT FACILITY.

WATER MAY BE PUMPED FROM THE CANAL IN THE MONTHS APRIL, AND MAY. PUMPING FROM THE CANAL IS PROHIBITED IN

EROSION CONTROL MEASURES AND GROUND COVER ESTABLISHMENT.

A SECOND INSPECTION MUST BE SCHEDLED 30 DAYS AFTER TO VERIFY THE REPAIR AND REMOVAL OF ANY TEMPORARY

INSPECTION BY BOTH THE COR AND CEG.

ANY REPAIRS TO THE CANAL SHALL BE COMPLETED WITHIN THREE DAYS OF THE DAMAGE AND DIRECTLY FOLLOWED BY AN

TO THE SATISFACTION OF CEG AND THE COR.

ACKNOWLEDGEMENT STATING CONTRACTOR SHALL RECTIFY ANY ISSUES CAUSED BY THE CANAL WATER REMOVAL PROJECT THE CONTRACTOR IS RESPONSIBLE FOR REPAIRS TO ANY DAMAGE CAUSED TO THE CANAL THE PERMIT SHALL INCLUDE AN

RATES AND APPROXIMATE TOTAL QUANTITY.

AREA, SKETCHES OF THE PLANNED WATER REMOVAL SCHEME, DURATION OF WATER REMOVAL, PROPOSED PUMPING THE PERMIT SHALL INCLUDE LOCATION (PLAN VIEW), PHOTOS OF THE PRE-CONSTRUCTION WITHDRAWING/DISCHARGING

A MINIMUM OF THREE OPTIONS SHALL BE PROVIDED FOR COORDINATION IN THE PERMIT.

WITHIN THE 14 DAY REVIEW PERIOD AN ON-SITE MEETING WITH THE COR, CONTRACTOR, AND CEG SHALL BE SCHEDULED.

OF CONTRACTOR’S PROPOSAL.

REVIEW. CONTRACTOR SHALL ALLOW 14 CALENDAR DAYS FOR REVIEW, PRE-ACTIVITY WALK-THROUGH AND, APPROVAL CONTRACTOR SHALL SUBMIT CANAL WATER REMOVAL PLANS TO CITIZENS ENERGY GROUP EDWIN MORRIS, FOR

THE PERMIT REQUIRED FOR WATER REMOVED FROM THE CANAL REQUIRES THE FOLLOWING:

THE PRIMARY CEG CONTACT WILL BE EDWIN MORRIS. EMORRIS@CITIZENSENERGYGROUP.COM

BOTH WATER SOURCES REQUIRE PERMITING FROM CEG. PERMITS SHALL BE SUBMITTED TO THE COR AND CEG.

THE CONTRACTOR MAY DECIDE TO UTILIZED WATER FROM THE CANAL OR WATER FROM NEARBY FIRE HYDRANTS.

5 4 3 2 1

*** SAFETY PAYS ***

*** SUPPORT VALUE ENGINEERING - IT PAYS ***

U.S.ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

LOUISVILLE,KENTUCKY

Revisions

Symbol Descriptions Approved

Drawn by:

Checked by:

Scale:

Date:

Drawing Code:

Sheet reference number:

Sheet of

US Army Corps of Engineers

Project Architect

Date

Engineer/

FILE:

DATE:

$$$pathname

$$$DATETIME

J. SINKHORN, P.E.

J. SINKHORN

B. DORSCH P.E.

DEC 2020

IND-04/?

PASSIVE FLOODWALL TESTING AND STOPLOG BASE REPAIR

FLOOD DAMAGE REDUCTION PROJECT

INDIANAPOLIS, WHITE RIVER NORTH

C E

R T

D F

L D

O C

U M

E N

T S

Date

GENERAL NOTES

E STA. 301+00

E STA. 302+00

E STA. 303+00

E STA. 304+00

E STA. 305+00

E STA. 306+00

E STA. 307+00

TOE DRAIN IS HDPE, 12" DIAMETER

CCTV INSPECT THE ENTIRE PIPE APPROXIMATELY 1,000 LF

OF THE CANAL CLOSURE STRUCTURE STA 299+75

WESTFIELD TOE DRAIN BEGINS IN THE HEADWALL

TOE STA 307+30

TOE DRAIN CLEANOUT

I-WALL STA 37+00

I-W

ALL STA 39+00

I-W

ALL STA 40+00

I-W

ALL STA 41+00

I-W

ALL STA 42+00

I-W

ALL STA 43+00

I-W

ALL STA 44+00

I-W

ALL STA 45+00

38+00

I-W

ALL STA

TOE STA 306+24

TOE DRAIN CLEANOUT

TOE STA 306+63

TOE DRAIN CLEANOUT

- 100 LFPIPE J

- 25 LFPIPE I

- 15 LFPIPE H

- 10 LFPIPE G

- 250 LFPIPE F

- 700 LFBUTLER TOE DRAIN

- 1,000 LFWESTFIELD TOE DRAIN

WITH THE SOP LOCATED AT THE END OF THE SPECIFICATINS:

CCTV INSPECT ALL PIPES AS SHOWN, IN ACCORDANCE 3.

SEE SHEET S101 FOR DETAILS.

INSTALLED DURING FINAL INSPECTION.

SHALL FIT NEW STOPLOG BASE AND SHALL BE TRIAL

STOPLOG CLOSURE BASE. EXISTING STOPLOGS

REMOVE AND CONSTRUCT NEW 52ND ST. 2.

PASSIVE FLOODWALL DETAILS.

SECTIONS PER DETAIL 1 ON SHEET S201. SHEET S201 PROVIDES ADDITIONAL

INSTALL TEMPORARY BULKHEAD AND TEST BOTH PASSIVE FLOODWALL 1.

FOR GENERAL LOCATION OF WORK TO BE COMPLETED UNDER THIS CONTRACT.

OF THE FLOODWALL AND TOE DRAINS. THE STATIONING IS PROVIDED

ALIGNMENTS SHOWN REFERENCE THE ORIGINAL CONSTRUCTION

SCALE: 1''= 40'

40 20 40 80FT

TOE STA 306+93

TOE DRAIN CLEANOUT

2Q R

-0

T E R W

O R

K S C

A N

A L

N A P O

S D

E P T . O

C O

R N

E L

S A

V E

LEVAR

PLAC

W E S T F

L D B

L V

G R

ELAN

AVE.

W 54TH ST.

C A

N A L T

O E P

A T H

12"

12" T

ILE

RIP

PLE

RD.

711.04'

RIM EL. = 714.37'

CB D1

RIM EL. = 714.21'

CB E1

710.41'

RIM EL. = 714.58'

CB A1

711.85'

CURB INLET

RIM EL. = 715.15'

CB C1

712.55'

713.57'

CURB INLET

RIM EL. = 716.22'

CB B1

PIPE INVERT

UNABLE TO OBTAIN

RIM EL. = 714.18'

CB Y

BOTTOM CENTER

708.68'

RIM EL. = 714.46'

CB X

711.76'

RIM EL. = 714.61'

CB U

RIM EL. = 714.24'

CB V

W E S T F

L D B

L V

F L O

CBCB

THE TESTING OF THE FLOODWALL. THE MULTI-USE TRAIL HAS A 4 TON WEIGHT LIMIT.

AND TESTING OF THE PASSIVE FLOODWALL. 25' X 60' LAYDOWN AREA IS PROVIDED FOR

GENERAL CONTRACTOR WORKLIMITS FOR CCTV OF WESTFEILD TOE DRAIN

AND OTHER REQUIRED EQUIPMENT.

ACCESS IS PROVIDED FOR MOWING

SHALL BE RELEASED INTO THE STORM SEWER, NOT THE CANAL.

EXISTING STORM SEWER, WATER FROM PASSIVE SYSTEM TEST

MAINTENACE OF TRAFIC AND SIGNAGE.

THE CONTRACTOR SHALL PROVIDE TRAFFIC

COORDINATED WITH THE CITY AND COR.

SYSTEM TEST. CLOSURE SHALL BE

PERMITTED ON THE DAY OF THE PASSIVE

CLOSURE OF WESTFIELD BLVD IS ONLY

PROVIDE TRAFFIC MAINTENACE OF TRAFIC AND SIGNAGE.

COORDINATED WITH THE CITY AND COR. THE CONTRACTOR SHALL

DAY OF THE PASSIVE SYSTEM TEST. CLOSURE SHALL BE

CLOSURE OF WESTFIELD BLVD IS ONLY PERMITTED ON THE

MATCH LINE SHEET C201

MATCH LINE SHEET C203

C202

1"=40'

SITE PLAN

5 4 3 2 1

*** SAFETY PAYS ***

*** SUPPORT VALUE ENGINEERING - IT PAYS ***

U.S.ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

LOUISVILLE,KENTUCKY

Revisions

Symbol Descriptions Approved

Drawn by:

Checked by:

Scale:

Date:

Drawing Code:

Sheet reference number:

Sheet of

US Army Corps of Engineers

Project

Architect

Date

Engineer/

FILE:

DATE:

\\coe-lrldfe01lou\org\ED\Public\CAD\Civil\112589-INC0-3B part 3 I-wall\CADD\Design Master files\Repair Contract drawings\Plans\inc0c202.dgn

09-DEC-2020

J. SINKHORN, P.E.

J. SINKHORN

B. DORSCH P.E.

DEC 2020

IND-04/?

PASSIVE FLOODWALL TESTING AND STOPLOG BASE REPAIR

FLOOD DAMAGE REDUCTION PROJECT

INDIANAPOLIS, WHITE RIVER NORTH

C E

R T

D F

A L D

O C

U M

E N

T S

Date

GENERAL NOTES

E S

. 308+00

E S

. 309+00

E S

. 309+82

TOE STA 309+51

TOE DRAIN CLEANOUT

END OF WESTFIELD TOE DRAIN

I-W

ALL STA 47+00

I-W

ALL STA 48+00

I-W

ALL STA 49+00

I-W

ALL STA 50+00

I-W

ALL STA 51+00

I-W

ALL STA 52+00

I-W A

LL S

T A 53+

I-W A

LL S

T A 54+

I-W A

LL S

T A 55+

I-W A

LL S

T A 56+

I-W A

LL S

T A 57+

I-W A

LL S

T A 58+

46+00

I-W A

LL S

SCALE: 1''= 40'

40 20 40 80FT

- 100 LFPIPE J

- 25 LFPIPE I

- 15 LFPIPE H

- 10 LFPIPE G

- 250 LFPIPE F

- 700 LFBUTLER TOE DRAIN

- 1,000 LFWESTFIELD TOE DRAIN

CCTV INSPECT ALL PIPES AS SHOWN:3.

SEE SHEET S101 FOR DETAILS.

INSTALLED DURING FINAL INSPECTION.

SHALL FIT NEW STOPLOG BASE AND SHALL BE TRIAL

STOPLOG CLOSURE BASE. EXISTING STOPLOGS

REMOVE AND CONSTRUCT NEW 52ND ST. 2.

PASSIVE FLOODWALL DETAILS.

SECTIONS PER DETAIL 1 ON SHEET S201. SHEET S201 PROVIDES ADDITIONAL

INSTALL TEMPORARY BULKHEAD AND TEST BOTH PASSIVE FLOODWALL 1.

FOR GENERAL LOCATION OF WORK TO BE COMPLETED UNDER THIS CONTRACT.

OF THE FLOODWALL AND TOE DRAINS. THE STATIONING IS PROVIDED

ALIGNMENTS SHOWN REFERENCE THE ORIGINAL CONSTRUCTION

AREA

LAYDOWN

25' X 60'

2Q R

-0

T E

R W

O R

K S C

A N

A L

N A P

O L

E P T O F

715 715

E S L E

Y A

V E

S U

N S

E T A

V E

W E S T F

L D B

L V

715 715

W 52ND ST

C A

N A L T

O W

P A T H

53RD ST.

9 7

W 52ND ST

APT.

TERRACE

UNIVERSITY

W 53rd ST

B Y

R A

M A

V E

B Y

R A

M A

V E

C O

R N

E L

S A

V E

53RD ST.

F L O

DCB

C.L. I-WALL

CATCH BASIN IN THE ROAD.

(PIPE F) END CCTV INSPECTION AT THE

CONTINUE CCTV INSPECTION THROUGH INLET.

(PIPE F) TYPE R INDOT GRATE

STORM LINE F

PARTIALLY HDPE - 12" DIA

PARTIALLY CMP - 15" DIA

TOTAL LENGTH 250 LF

(PIPE F) BEGIN CCTV OF EXISTING STORM SEWER

SEE CLOSURE FOUNDATION REPAIR DETAILS ON SHEET S101

SEE GENERAL STRUCTURAL NOTES ON SHEET S001

STOPLOG CLOSURE FOUNDATION.

REPAIR THE 52ND STREET

SEE CLOSURE FOUNDATION REPAIR DETAILS ON SHEET S101

SEE GENERAL STRUCTURAL NOTES ON SHEET S001

STOPLOG CLOSURE FOUNDATION.

REPAIR THE 52ND STREET

CCTV INSPECT TOTAL LENGTH 10 LF

(PIPE G) 12" RCP STORM DRAIN WITH HEADWALL AND FLAPGATE

CONTRACTOR,

ANY DAMAGE TO THE ADJACENT AREAS MUST BE REPAIRED BY THE

VEHICLE, DETOUR SIGNAGE MUST BE PROVIDED BY THE CONTRACTOR.

EQUIPMENT, NOT TO EXCEED 4 TONS. IF ACCESSED BY

THE 10' MULTI USE TRAIL MAY BE ACCESSED BY CCTV

GENERAL CONTRACTOR WORKLIMITS ARE PROVIDED.

BE REPAIRED BY THE CONTRACTOR.

LIMITED TO 3 WEEKS. DAMAGE TO THE LAYDOWN AREAS SHALL

WATER FOUNTAIN. MATERIAL STOCK PILE DURATION SHOULD BE

STOCKPILED WITHIN 5' OF THE FLOODWALL, MULTI-USE TRAIL, OR

TWO LAYDOWN AREAS ARE PROVIDED, MATERIAL SHALL NOT BE

RAIL, OR THE BROADRIPPLE INTERCEPTOR.

CONTRACTOR SHOULD AVOID ANY IMPACT TO THE EXISTING GUARD

GENERAL CONTRACTOR WORKLIMITS FOR 52ND STREET REPAIR.

DO NOT BLOCK THE ENTIRE ROAD FOR THIS WORK.

REQUIRE WHILE OCCUPYING THE ROAD OR THE TRAIL.

LIMIT IS 4 TONS. MAINTENANCE OF TRAFFIC SIGNAGE IS

ON THE MULTI USE TRAIL. THE MULTI USE TRAIL WEIGHT

CCTV MAY TEMPORARILY BE PARKED IN THE STREET OR

GENERAL CONTRACTOR WORKLIMITS FOR CCTV OF PIPE F.

TRAFFIC SHALL BE DETOURED TO THE 53RD STREET BRIDGE.

SHALL PROVIDE MAINTENACE OF TRAFIC PLANS AND SIGNAGE.

SHALL BE COORDINATED WITH THE CITY AND COR. THE CONTRACTOR

CLOSURE OF 52ND STREET BRIDGE SHALL BE MINIMIZED. CLOSURE

MATCH LINE SHEET C207

MATCH LINE SHEET C202

C203

1"=40'

SITE PLAN

5 4 3 2 1

*** SAFETY PAYS ***

*** SUPPORT VALUE ENGINEERING - IT PAYS ***

U.S.ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

LOUISVILLE,KENTUCKY

Revisions

Symbol Descriptions Approved

Drawn by:

Checked by:

Scale:

Date:

Drawing Code:

Sheet reference number:

Sheet of

US Army Corps of Engineers

Project

Architect

Date

Engineer/

FILE:

DATE:

\\coe-lrldfe01lou\org\ED\Public\CAD\Civil\112589-INC0-3B part 3 I-wall\CADD\Design Master files\Repair Contract drawings\Plans\inc0c203.dgn

09-DEC-2020

J. SINKHORN, P.E.

J. SINKHORN

B. DORSCH P.E.

DEC 2020

IND-04/?

PASSIVE FLOODWALL TESTING AND STOPLOG BASE REPAIR

FLOOD DAMAGE REDUCTION PROJECT

INDIANAPOLIS, WHITE RIVER NORTH

C E

R T

D F

A L D

O C

U M

E N

T S

Date

GENERAL NOTES

SCALE: 1''= 40'

40 20 40 80FT

I-W A

LL S

T A 58+

I-W A

LL S

T A 59+

I-W A

LL S

T A 60+

I-W A

LL S

T A 61+

I-W A

LL S

T A 62+

I-W

ALL STA 63+00

I-W

ALL STA 66+00

I-WALL STA 67+00

64+00

STA

I-W

ALL

STA 65+00

I-W

ALL

STA 68+00

I-WALL

STA 69+00

I-WALL

- 100 LFPIPE J

- 25 LFPIPE I

- 15 LFPIPE H

- 10 LFPIPE G

- 250 LFPIPE F

- 700 LFBUTLER TOE DRAIN

- 1,000 LFWESTFIELD TOE DRAIN

CCTV INSPECT ALL PIPES AS SHOWN:3.

SEE SHEET S101 FOR DETAILS.

INSTALLED DURING FINAL INSPECTION.

SHALL FIT NEW STOPLOG BASE AND SHALL BE TRIAL

STOPLOG CLOSURE BASE. EXISTING STOPLOGS

REMOVE AND CONSTRUCT NEW 52ND ST. 2.

PASSIVE FLOODWALL DETAILS.

SECTIONS PER DETAIL 1 ON SHEET S201. SHEET S201 PROVIDES ADDITIONAL

INSTALL TEMPORARY BULKHEAD AND TEST BOTH PASSIVE FLOODWALL 1.

FOR GENERAL LOCATION OF WORK TO BE COMPLETED UNDER THIS CONTRACT.

OF THE FLOODWALL AND TOE DRAINS. THE STATIONING IS PROVIDED

ALIGNMENTS SHOWN REFERENCE THE ORIGINAL CONSTRUCTION

30' X 50' 30' X 50'

2Q R

-0

SHRUB

x x x x x

FIBER OPTIC

C A

N A L T

O W

P A T

S D

9 721

BUTLER UNIVERSITY TRACK

MAIN

NANCE F

ACIL

ITY

BUTLE

R U

NIV

ERSIT

H O

L C

O M

B G

A R

D E

N S

C L

A R

E N

D O

N R

O A

W A T E

R W

O R

K S C

A N

A L

N A P

O L

E P T O

(PIPE J)

STORM SEWER

LOCATION OF

APPROXIMATE

(PIPE J)

STORM SEWER

LOCATION OF

APPROXIMATE

F L O

TOE DRAIN AT THE CLEAN OUT.

ACCESS PIPE J AT THE CONNECTION WITH BUTLER

IN BOTH DIRECTIONS. TOTAL 100 LF

CCTV INSPECT THE PIPE 50 FEET

(PIPE J) EXISTING 12" HDPE STORM SEWER.

FLAP GATE CCTV INSPECT TOTAL LENGTH 25 LF

(PIPE I)18" RCP STORM DRAIN WITH

FLAP GATE CCTV INSPECT TOTAL LENGTH 15 LF

(PIPE H) 18" RCP STORM DRAIN WITH

CCTV INSPECT

TOE DRAIN DAY LIGHTTOE DRAIN DAY LIGHT

CCTV INSPECT

TOE DRAIN DAY LIGHT

CCTV INSPECT

TOE DRAIN DAY LIGHT

CCTV INSPECT

TOE DRAIN DAY LIGHT

PIPE J CCTV INSPECTION

APPROXIMATE EXTENT OF

PIPE J CCTV INSPECTION

APPROXIMATE EXTENT OF

TO PULL THROUGH WITHOUT BACKING OUT.

ACCESS IS AVAILABLE TO ALLOW CCTV EQUIPMENT

MATCH LINE SHEET C203

C204

1"=40'

SITE PLAN

5 4 3 2 1

*** SAFETY PAYS ***

*** SUPPORT VALUE ENGINEERING - IT PAYS ***

U.S.ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

LOUISVILLE,KENTUCKY

Revisions

Symbol Descriptions Approved

Drawn by:

Checked by:

Scale:

Date:

Drawing Code:

Sheet reference number:

Sheet of

US Army Corps of Engineers

Project

Architect

Date

Engineer/

FILE:

DATE:

\\coe-lrldfe01lou\org\ED\Public\CAD\Civil\112589-INC0-3B part 3 I-wall\CADD\Design Master files\Repair Contract drawings\Plans\inc0c204.dgn

09-DEC-2020

J. SINKHORN, P.E.

J. SINKHORN

B. DORSCH P.E.

DEC 2020

IND-04/?

PASSIVE FLOODWALL TESTING AND STOPLOG BASE REPAIR

FLOOD DAMAGE REDUCTION PROJECT

INDIANAPOLIS, WHITE RIVER NORTH

C E

R T

D F

A L D

O C

U M

E N

T S

Date

GENERAL NOTES

SCALE: 1''= 40'

40 20 40 80FT

TOE STA 400+00

TOE STA 401+00

TOE STA 402+00

E STA 403+00

T O E S

T A 404+00

TOE STA 405+00

TOE STA 405+91

TOE STA 401+08

TOE DRAIN CLEAN OUT

TOE STA 401+29

TOE DRAIN CLEAN OUT

TOE STA 401+46

TOE DRAIN CLEAN OUT

TOE STA 402+43

TOE DRAIN CLEAN OUT

TOE STA 404+45

PT STA

TOE DRAIN IS HDPE, 12" DIAMETER

ALL DAYLIGHT PIPES. APPROXIMATELY 700 LF

CCTV INSPECT THE ENTIRE PIPE INCLUDING

BEGIN BUTLER TOE DRAIN TOE STA 400+00

TOE STA 405+91

END BUTLER TOE DRAIN

I-W

ALL

STA 7

I-WALL STA 71+00

I-WALL STA 72+00

I-WALL STA 73+00

I-W A L L S

T A

I-WALL STA 75+00

I-WALL STA 76+00

I-WALL STA 77+

I-WALL STA 78+

- 100 LFPIPE J

- 25 LFPIPE I

- 15 LFPIPE H

- 10 LFPIPE G

- 250 LFPIPE F

- 700 LFBUTLER TOE DRAIN

- 1,000 LFWESTFIELD TOE DRAIN

CCTV INSPECT ALL PIPES AS SHOWN:3.

SEE SHEET S101 FOR DETAILS.

INSTALLED DURING FINAL INSPECTION.

SHALL FIT NEW STOPLOG BASE AND SHALL BE TRIAL

STOPLOG CLOSURE BASE. EXISTING STOPLOGS

REMOVE AND CONSTRUCT NEW 52ND ST. 2.

PASSIVE FLOODWALL DETAILS.

SECTIONS PER DETAIL 1 ON SHEET S201. SHEET S201 PROVIDES ADDITIONAL

INSTALL TEMPORARY BULKHEAD AND TEST BOTH PASSIVE FLOODWALL 1.

FOR GENERAL LOCATION OF WORK TO BE COMPLETED UNDER THIS CONTRACT.

OF THE FLOODWALL AND TOE DRAINS. THE STATIONING IS PROVIDED

ALIGNMENTS SHOWN REFERENCE THE ORIGINAL CONSTRUCTION

2Q R

-0

1/2" = 1'-0"1

52ND ST CLOSURE FLOOD LOAD

DIAGRAM- EXTREME

1/2" = 1'-0"2

52ND ST CLOSURE FLOOD LOAD

DIAGRAM- UNUSUAL

B. EVANS

C. YOUNG

S-001

DESIGN LOADS, & ABBRIVIATIONS

GENERAL STRUCTURAL NOTES,

STRUCTURAL STEEL

1. STRUCTURAL STEEL DESIGN AND CONSTRUCTION SHALL CONFORM WITH THE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) 2010 "SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS" (AISC 360), 2010 "CODE OF STANDARD PRACTICE

FOR STEEL BUILDINGS AND BRIDGES" (AISC 303) AND ETL 1110-2-584 "DESIGN OF HYDRAULIC

STEEL STRUCTURES" (USACE 2014).

2. MATERIALS AND SHAPES.

a. MISCELLANEOUS SHAPES, CHANNELS, ANGLES, AND PLATES SHALL BE ASTM A36.

b. WELDING ELECTRODES SHALL BE E70XX EXCEPT WHERE OTHER ELECTRODES

ARE REQUIRED FOR COMPATIBILITY WITH MATERIAL BEING WELDED.

c. ANCHOR RODS SHALL BE ASTM A1554 GR. 36.

d. HEADED STUD ANCHORS SHALL BE ASTM A108.

e. MULLION BASEPLATES SHALL BE ASTM A240 GR 316L.

3. STEEL CONNECTIONS SHALL BE BOLTED OR WELDED AS INDICATED.

a. BOLTED CONNECTIONS SHALL CONFORM WITH THE STRUCTURAL COUNCIL ON

STRUCTURAL CONNECTIONS (RCSC) "SPECIFICATION FOR STRUCTURAL JOINTS

USING HIGH-STRENGTH BOLTS."

b. USE FULLY PRE-TENSIONED ASTM F3125 A325-N BOLTED CONNECTIONS WITH HARDENED

WASHERS FOR CONNECTIONS.

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. USE STANDARD SIZE BOLT HOLES. SHORT SLOTS PERPENDICULAR TO LOAD

MAY BE USED FOR BEAM END SHEAR CONNECTIONS.

f. PROVIDE MINIMUM EDGE DISTANCE AND BOLT SPACING PER AISC 360.

g. STRUCTURAL STEEL WELDING SHALL CONFORM WITH THE AMERICAN WELDING

SOCIETY (AWS) 2015 STRUCTURAL WELDING CODE - STEEL (AWS D1.1) OR AWS 2016

STRUCTURAL WELDING CODE- STAINLESS STEEL (AWS D1.6).

h. WHERE WELD SIZE IS NOT SHOWN, USE MINIMUM WELD SIZE PER

AWS D1.1 OR AWS D1.6. WHERE WELD LENGTH IS NOT SHOWN, USE CONTINUOUS

WELDS.

i. WELDING SHALL BE PERFORMED BY OPERATORS CERTIFIED BY AWS IN

PERFORMING THE TYPE OF WORK INDICATED.

n. USE CONNECTIONS PER TYPICAL DETAILS WHERE APPLICABLE.

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

WITHOUT PRIOR WRITTEN APPROVAL OF THE DESIGNER OF RECORD.

6. 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 SHALL BE GALVANIZED. BOLTS EXPOSED

TO WEATHER OR BOLTS FOR STEEL EXPOSED TO WEATHER SHALL BE HOT DIP

GALVANIZED. TOUCH UP SURFACES MISSING GALVANIZATION COATING WITH

APPROVED COLD GALVANIZING.

7. SILL ANGLE MUST BE HOT DIP GALVANIZED THEN EPOXY COATED WITH AN INDOT APPROVED

EPOXY COATING SYSTEM. APPLY EPOXY COATING IN ACCORDANCE WITH MANUFACTURERS

RECOMMENDATIONS.

STRUCTURAL CONCRETE

1. STRUCTURAL CONCRETE DESIGN AND CONSTRUCTION SHALL CONFORM WITH THE

AMERICAN CONCRETE INSTITUTE (ACI) 2014 "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE" (ACI 318), 2014 "SPECIFICATIONS FOR STRUCTURAL

CONCRETE" (ACI 303), 2004 "ACI DETAILING MANUAL" (ACI SP-66), AND EM 1110-2-2104 "STRENGTH

DESIGN FOR REINFORCED CONCRETE HYDRAULIC STRUCTURES" (USACE 2016).

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

STRENGTH (f'c) OF 5000 PSI.

3. CONCRETE DENSITY SHALL BE NORMAL WEIGHT FOR FOUNDATIONS AND SLAB ON

GRADE.

4. CONCRETE REINFORCEMENT SHALL BE STEEL DEFORMED BARS CONFORMING TO

ASTM A615, GRADE 60.

5. DO NOT WELD CONCRETE REINFORCEMENT.

6. SHOP FABRICATE BENDS AND HOOKS. DO NOT FIELD BEND.

7. PROVIDE SUPPORTS FOR REINFORCEMENT AS NEEDED. WELDED WIRE

REINFORCEMENT SHALL BE SUPPORTED AT 2'-0" ON CENTER, EACH DIRECTION

MAXIMUM.

8. CONCRETE REINFORCEMENT SHALL BE CONTINUOUS. SPLICES SHALL BE MADE BY

LAPPING WITH CLASS B LAPS PER ACI 318.

9. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE IN ACCORDANCE WITH

ACI 318 AND EM 1110-2-2104:

A. ROADWAY SURFACE (TOP FACE) AND BOTTOM FACE 4"

B. ALL OTHER FACES 4"

10. PROVIDE STANDARD HOOKS WITH 90 DEGREE BENDS AND EXTEND A MINIMUM OF 12

BAR DIAMETERS IN LENGTH. STIRRUPS, TIES, AND 180 & 135 DEGREE HOOKS SHALL

CONFORM TO ACI 318.

11.PROVIDE 1/2" THICK JOINT FILLER MATERIAL WHERE SLABS ON GRADE ABUT

CONCRETE, MASONRY, OR STEEL VERTICAL SURFACES, UNO.

12. EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED AND

SECURELY MAINTAINED IN PLACE PRIOR TO AND DURING CONCRETE PLACEMENT.

13. 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.

14.ALUMINUM SHALL NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE. COAT

ALUMINUM WITH COATING CONFORMING TO ASTM D1187, ASPHALT-BASE EMULSION,

TO PREVENT ALUMINUM-CONCRETE REACTION AND ELECTROLYTIC ACTION BETWEEN

ALUMINUM AND STEEL.

15.PROVIDE FOUNDATION DOWELS FOR WALLS, PIERS, AND COLUMNS. MATCH SIZE AND

SPACING OF VERTICAL STEEL.

16. PRIOR TO PLACEMENT OF CONCRETE, SUBMIT JOINT LAYOUTS TO THE DESIGNER OF

RECORD FOR APPROVAL. CONSTRUCTION JOINTS SHALL BE POSITIONED TO

PREVENT CHANGE IN STRUCTURAL DESIGN REQUIREMENTS. CONTRACTION JOINTS MUST NOT

BE USED.

17.LAP SPLICES: LAP TENSION SPLICES PER THE FOLLOWING TABLE AND MODIFY LENGTHS AS

NOTED:

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

CONCRETE CAST BELOW THE SPLICED BARS.

TENSION LAP SPLICES - CLASS

B FOR TOP & BOTTOM BARS

BAR

SIZE

#10

TOP BOT.

f'c= 5000 psi

2'-5" 1'-10"

3'-0" 2'-4"

3'-7" 2'-9"

5'-3" 4'-0"

6'-0"4'-7"

6'-9" 5'-2"

7'-7" 5'-10"

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

COORDINATE THE WORK OF OTHER TRADES INCLUDING, BUT NOT LIMITED, WITH THE

REQUIREMENTS FOR SLEEVES, INSERTS, HOLES, HANGERS, AND ANCHORS.

3. DO NOT SCALE THE DRAWINGS.

4. 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.

5. 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.

6. NOTIFY THE CONTRACTING OFFICER OF ANY DISCREPANCIES ON THE STRUCTURAL

DRAWINGS OR BETWEEN THE STRUCTURAL DRAWINGS AND OTHER DRAWINGS PRIOR TO

PROCEEDING WITH CONSTRUCTION.

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

AND PROPERTY DURING CONSTRUCTION.

8. 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.

DAMAGE TO ADJACENT AREAS 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.

9. 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.

10.EXISTING CONSTRUCTION SHOWN IS BASED ON EXISTING CONSTRUCTION DOCUMENTS

AND GENERAL CONSTRUCTION PRACTICE AND IS NOT GUARANTEED TO BE TRUE OR

EXACT. THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS RELEVANT

PRIOR TO CONSTRUCTION.

11.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.

DESIGN CRITERIA

1. IN ACCORDANCE WITH EM 1110-2-2104, ETL 1110-2-584, AND ASCE 7-16.

2. DEAD LOADS

ASSUMED CONCRETE UNIT WEIGHT: γc= 150 pcf

ASSUMED WATER UNIT WEIGHT: γw= 62.4 pcf

3. LIVE LOADS

TRUCK LOAD: HL-93

4. WIND LOADS

BASIC WIND SPEED V=86 MPH

RISK CATEGORY CATEGORY = III

WIND EXPOSURE CATEGORY CATEGORY = B

GUST EFFECT FACTOR FACTOR = 0.85

FORCE COEFFICIENT Cf= 1.4

5. FLOOD LOADS

ELEVATION

EXTREME 718.67 FT

UNUSUAL 715.39 FT

FOUNDATION NOTES

1. CLOSURE FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF

3 KSF.

2. THE CONTRACTOR SHALL RETAIN A LICENSED GEOTECHNICAL

ENGINEER LICENSED IN THE STATE OF INDIANA TO

PROVIDE OBSERVATION AND TESTING SERVICES DURING THE GRADING AND

FOUNDATION PHASE OF CONSTRUCTION PER THE EARTHWORK SPECIFICATIONS.

INSPECTING AND TESTING REPORTS SHALL BE SUBMITTED TO THE GOVERNMENT FOR

REVIEW.

3. ALL FOOTINGS SHALL BE SUPPORTED ON UNDISTURBED SOIL CAPABLE OF

SUPPORTING THE DESIGN LOADS WITHOUT APPRECIABLE SETTLEMENT AS INDICATED

IN THE EARTHWORK SPECIFICATIONS. SEE THE EARTHWORK SPECIFICATIONS FOR

ADDITIONAL SUBGRADE PREPARATION REQUIREMENTS.

4. SURFACE RUNOFF SHALL BE DIRECTED AWAY FROM FOUNDATION EXCAVATIONS AND

IS NOT PERMITTED TO POND WITHIN THE EXCAVATION.

5. LOWER THE PERCHED GROUNDWATER BY AN ACCEPTABLE DEWATERING SYSTEM. THE

GROUNDWATER LEVEL SHALL BE MAINTAINED CONTINUOUSLY A MINIMUM OF 1'-6"

BELOW THE EXCAVATION WHEN EXCAVATIONS APPROACH THE GROUND WATER

LEVEL.

6. PREPARE SUBGRADE FOR FOUNDATIONS AND PAVEMENT PER THE EARTHWORK

SPECIFICATIONS.

7. COORDINATE UNDERGROUND UTILITIES PRIOR TO THE START OF FOUNDATION

EXCAVATIONS. COORDINATE WITH UTILITY COMPANIES FOR ANY SHUT-OFF

REQUIREMENTS OF ACTIVE LINES.

8. PROTECT EXISTING FOUNDATIONS AND PAVEMENT. THE CONTRACTOR SHALL PROVIDE REQUIRED

SHORING, BRACING, OR UNDERPINNING REQUIRED. DO NOT UNDERCUT EXISTING

FOUNDATIONS OR PAVEMENT. EXISTING FOUNDATIONS AND PAVEMENT SHOWN ARE APPROXIMATE

AND FOR REFERENCE ONLY. THE CONTRACTOR SHALL VERIFY EXACT CONDITIONS PRIOR TO

CONSTRUCTION.

9. OPEN FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE

LICENSED GEOTECHNICAL ENGINEER RETAINED BY THE CONTRACTOR PRIOR TO

PLACING CONCRETE.

10. DO NOT PLACE FOUNDATION CONCRETE ON FROZEN OR SATURATED SUBGRADE.

11. ANY FILL PLACED WHICH WILL SUPPORT PAVEMENT, CONCRETE, FOUNDATIONS, OR SERVE AS

LATERAL SUPPORT TO EXISTING STRUCTURES SHALL BE COMPACTED TO 98% MAXIMUM DENSITY

AND WITHIN ±2% OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698.

12. ANY FILL SHALL COME FROM PROJECT EXCAVATION AND BE CLASSIFIED BY ASTM D2487 AS CL, ML, SC, SM, GW, GC, OR GM. IF ADDITIONAL FILL IS REQUIRED IT SHALL BE INDOT NO. 53 AGGREGATE

UNLESS NOTED OTHERWISE.

AFF = ABOVE FINISHED FLOOR

ARCH = ARCHITECTURAL/ARCHITECT

B/ = BOTTOM OF

BFF = BELOW FINISHED FLOOR

BM = BEAM

BOT = BOTTOM

BP = BASE PLATE

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

EL = ELEVATION

EMBED = EFFECTIVE EMBEDMENT

EOD = EDGE OF DECK

EQ = EQUAL

EW = EACH WAY

EX = EXISTING

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 = HOLLOW STRUCTURAL STEEL

IAW = IN ACCORDANCE WITH

ID = INSIDE DIAMETER

IF = INSIDE FACE

INT = INTERIOR

LF = LINEAR FEET

LLBB = LONG LEG BACK TO BACK

LDH = LONG DIMENSION HORIZONTAL

LDV = LONG DIMENSION VERTICAL

LLH = LONG LEG HORIZONTAL

LLV = LONG LEG VERTICAL

ABBREVIATIONS

LP = LOW POINT

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

SCHD = SCHEDULE

SDI = STEEL DECK INSTITUTE

SF = SQUARE FOOT

SJ = SAWN CONTRACTION JOINT

SIM = SIMILAR

SQ = SQUARE

SS = STAINLESS STEEL

STL = STEEL

SYM = SYMETRICAL

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

DELEGATED DESIGN

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

CONNECTIONS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ADDITIONAL

DELEGATED ELEMENTS AND SYSTEMS MAY BE INDICATED IN THE DRAWINGS AND

SPECIFICATIONS.

a. TEMPORARY BRACING AND SHORING OF PAVEMENT

b. MULLION BASE PLATES W/ ANCHORS

WOOD CONSTRUCTION

WOOD STRESS GRADE FOR ALL STRUCTURAL FRAMING MEMBERS:

4x4 = SPRUCE PINE FIR, NO. 2

SHEATHING= APA SPAN RATED 48/24 EXP CAT 1

2. CONSTRUCTION SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATIONS

FOR WOOD CONSTRUCTION.

3. BOLT HOLES IN WOOD SHALL BE 1/16" OVERSIZE. WASHERS SHALL BE USED

ON ALL BEARINGS OF HEADS AND NUTS AGAINST WOOD. WASHERS SHALL

BE STANDARD PLAIN WASHERS EXCEPT AS OTHERWISE NOTED. BOLTS SHALL

CONFORM TO ASTM F3125 A325. BOLTS, NUTS, AND WASHERS SHALL BE GALVANIZED.

ADHESIVE ANCHOR NOTES

NORMAL WEIGHT CONCRETE BASIS OF DESIGN

HILTI HIT-HY 200 ADHESIVE ANCHOR

ICC-ES EVALUATION REPORT NO. ESR-3187

TEL. # 1-800-423-6587

HILTI HIS-N B7

ICC-ES EVALUATION REPORT NO. ESR-3187

TEL. # 1-800-423-6587

CONTRACTOR SHALL SUBMIT THE PROPOSED EPOXY ADHESIVE PRODUCT DATA,

ICC REPORT, AND TESTING REQUIREMENTS.

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

INDICATED. LOAD VALUES PROVIDED BY HILTI "HIS" GALVANIZED STEEL

ANCHORS WITH HY200 ADHESIVE ARE THE BASIS FOR DESIGN. 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.

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 AGE

OF 21 DAYS.

DO NOT DRILL THROUGH CONCRETE REINFORCEMENT.

SUBMIT TRAINING LOGS FROM ANCHOR MANUFACTURER-SPONSORED TRAINING

FOR EACH TYPE OF ANCHOR USED.

INTERNALLY THREADED ANCHORS SHALL BE USED AND MUST BE ASTM A193 GR

B7 WITH A MINIMUM YIELD STRENGTH OF 55 KSI.

380 PSF

255 PSF

RIVER SIDE LAND SIDE

718.67' ±

714.59' ±

190 PSF

185 PSF

60 PSF

RIVER SIDE LAND SIDE

714.59' ±

715.39' ±

92.5 PSF

5 4 3 2 1

*** SAFETY PAYS ***

*** SUPPORT VALUE ENGINEERING - IT PAYS ***

U.S.ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

LOUISVILLE,KENTUCKY

Revisions

Symbol Descriptions Approved

Drawn by:

Checked by:

Scale:

Date:

Drawing Code:

Sheet reference number:

Sheet of

US Army Corps of Engineers

Project

Architect

Date

Engineer/

FILE:

DATE:

\\coe-lrldfe01lou\org\ED\Public\CAD\Civil\112589-INC0-3B part 3 I-wall\CADD\Design Master files\Repair Contract drawings\Plans\S-001 - GENERAL STRUCTURAL NOTES, DESIGN LOADS & ABBREVIATIONS.dgn

09-DEC-2020

J. SINKHORN, P.E.

DEC 2020

IND-04/?

PASSIVE FLOODWALL TESTING AND STOPLOG BASE REPAIR

FLOOD DAMAGE REDUCTION PROJECT

INDIANAPOLIS, WHITE RIVER NORTH

C E

R T

D F

A L D

O C

U M

E N

T S

Date

2Q R

-0

1" = 1'-0"S-101

2 52ND ST CLOSURE SECTION

1" = 1'-0"S-101

4 52ND STREET CLOSURE ELEVATION

NOTES:

1. FOUNDATION SHALL MATCH EXISTING PAVEMENT SLOPE AND SILL ELEVATION OF 714.59' ±.

2. SLOPE SO WATER DOES NOT POOL ON CLOSURE FOUNDATION.

3. LOCATE CONSTRUCTION JOINT AT CENTER OF SHEET PILE FLANGE PER DETAIL 8/S-101.

4. COORDINATE LOCATION OF EMBEDDED MOUNTING PLATES AND SILL ANGLE WITH GOVERNMENT

FURNISHED STOP LOG CLOSURE SYSTEM TO ALLOW FOR COMPLETE INSTALLATION. EMBED PLATES

MUST BE RIGIDLY CONNECTED TO REBAR TO PREVENT SHIFTING DURING CONCRETE PLACEMENT. PRIOR

TO POURING CONCRETE, LOCATIONS MUST BE FIELD VERIFIED WITH GOVERNMENT STOP LOG CLOSURE

SYSTEM.

5. REPLACE I-WALL END POST JAMB ANCHORS WITH GALVANIZED INTERNALLY THREADED ADHESIVE

ANCHORS OF SIMILAR CAPACITY AS EXISTING. SEE PS DOORS TRANSMITTAL #05 50 14-2.1 DATED 6/12/2018.

6. REFER TO PS DOORS SHOP DRAWINGS TRANSMITTAL #05 50 14-2.1 DATED 06/12/2018 FOR ADDITIONAL

INFORMATION.

1/4" = 1'-0"1

52ND STREET CLOSURE FOUNDATION

PLAN VIEW

1" = 1'-0"S-101

3 SHEET PILE ELEVATION AND PLAN

3" = 1'-0"S-101

7 WATERSTOP AT EXPANSION JOINT

3/4" = 1'-0"S-101

WATERSTOP SECTION AT CONSTRUCTION

JOINT

3" = 1'-0"S-101

8 WATERSTOP AT CONSTRUCTION JOINT

3/4" = 1'-0"S-101

5 WATERSTOP SECTION AT EXPANSION JOINT

C. YOUNG

B. EVANS

FOUNDATION REPAIR

52ND STREET CLOSURE

S-101

6' - 6"

RIVER SIDE LAND SIDE

SAW CUT AND REMOVE EXISTING PAVEMENT

TO NEW FOUNDATION LIMITS

SHEET PILE MUST REMAIN INTACT AND

UNDAMAGED

#7 @ 8" OC EW T&B

4" CLR COVER, TYP

GOVERNMENT FURNISHED MULLION

REMOVE AND REPLACE STOP LOG EMBEDDED

MOUNTING PLATE AND ANCHOR ASSEMBLY AND

EMBEDDED SILL ANGLE. SEE EMBEDDED STOP

LOG MOUNTING PLATE NOTE 1

EXISTING SHEET PILE

BURN OR DRILL 1 1/4" ø

HOLES TO PASS

REINFORCING

(2) #4 EPOXY COATED STIRRUPS AT

EVERY EMBEDDED STOP LOG

MOUNTING PLATE

S-101

TYPICAL EXISTING PAVEMENT

S-102

NEW 2' THICK FOUNDATION

4' - 4" 2' - 2"

EMBEDDED STOP LOG MOUNTING PLATE NOTE:

1. BASIS OF DESIGN FOR EMBEDDED STOP LOG

MOUNTING PLATE AND ANCHORS IS PS DOORS. SEE

REFERENCE DRAWINGS. MOUNTING PLATE ASSEMBLY

MUST HAVE CAPACITY TO RESIST HYDROSTATIC LOADS

FROM STOP LOG POSTS WHEN WATER IS AT TOP OF

CLOSURE. MOUNTING PLATE GEOMETRY MUST ALLOW

INSTALLATION OF GOVERNMENT FURNISHED STOP LOG

POSTS. FIELD VERIFY DIMENSIONS.

714.43'±

EMBEDDED SILL ANGLE

L4X3X3/8 W/ 5/8"øX3 1/2"

HEADED STUDS @ 12" OC

S-101

7/8"øX12" THREADED ROD W/ HEAVY

HEX NUTS AND PL3/8X3X3 WASHERS

S-101

NOTE: HORIZONTAL PLANKS NOT SHOWN FOR CLARITY.

REMOVE AND REPLACE STOP LOG EMBEDDED

MOUNTING PLATE AND ANCHOR ASSEMBLY AND

EMBEDDED SILL ANGLE. SEE 2/S-101

GOVERNMENT FURNISHED MULLION

#4 EPOXY COATED STIRRUPS

SEE DET 2/S-101

#7 @ 8" EW T&B

EXISTING SHEET PILE

EXISTING FOUNDATION

S-101

3 1 1/2"X18" SMOOTH

EPOXY COATED DOWELS

C J

S-101

1/4" HAND TOOLED JOINT W/

ELASTOMERIC JOINT SEALANT

DO NOT SAW CUT

L3/8X4X3 EMBEDDED SILL ANGLE W/

5/8"øX3 1/2" HEADED STUDS

3/16"

TYP

CONNECT EMBEDDED SILL TO EMBEDDED

MOUNTING PLATE WITH PL 1/4" W/ 1/2" BOLT, NUT

AND WASHER, TYP

ISOLATE DISSIMILAR METALS WITH PHENOLIC

ISOLATION BUSHING, WASHER AND NEOPRENE PAD

C J

EMBEDDED STOP LOG

MOUNTING PLATE, TYP

SEE NOTE 4

(2) #4 X 5' IN THE TOP LAYER

OF THE FOUNDATION, TYP

S-101

20' - 10" ± 1'-0"

SEE NOTE 3

29' - 2" ± 1'-0"

SEE NOTE 3

S-101

EXISTING I-WALL

END POST,

SEE NOTE 5

50' - 0" ±

1/2" EXPANSION JOINT W/

ELASTOMERIC SEALANT,

SEE DET 1/S-104 AND 2/S-104

1/2" EXPANSION JOINT W/

ELASTOMERIC SEALANT

LAND SIDE

RIVER SIDE

8' - 4" ± 8' - 4" ± 8' - 4" ± 8' - 4" ± 8' - 4" ± 8' - 4" ±

CONSTRUCTION JOINT W/ 1 1/2"ø X 24"

SMOOTH EPOXY COATED DOWELS

SEE NOTE 3

PLAN NORTH5

S-101

TYP

1' - 0"

TYP

EXISTING CONCRETE

PAVEMENT

EXISTING CONCRETE

SIDEWALK

EXISTING CONCRETE

SIDEWALK

EXISTING CONCRETE

SIDEWALK

EXISTING CONCRETE

SIDEWALK

TYP

EXISTING CONCRETE

PAVEMENT

S-102

EXISTING I-WALL

END POST,

SEE NOTE 5

SILL ANGLE, TYP

SEE NOTE 4

EXISTING SHEET PILE

BURN OR DRILL 1"ø HOLES, INSTALL 7/8"øX12"

THREADED ROD WITH HEAVY HEX NUTS AND

PL3/8X3X3 WASHERS AT EVERY FLUTE

SHEET PILE PLAN

SHEET PILE ELEVATION

BOT/FOUNDATION

" 1

' - 0

NEW CONCRETE

EXISTING CONCRETE

9" T TYPE PVC WATERSTOP

ATTACH PER MANF RECOMMENDATIONRIVER SIDE LAND SIDE

EXISTING SHEET PILE

9" DUMBBELL TYPE PVC

WATERSTOP

ELECTROMETRIC JOINT SEALANT

1 1/2"ø X 24" SMOOTH EPOXY COATED DOWELS

S-101

TYP

1' - 0"

TYP

HYDROPHILLIC WATERSTOP

1/2"ø BOLTS AND NUTS

W/ HARDENED WASHERS

PACK VOID WITH

HYDROPHILIC WATER STOP

MATERIAL, TYP

NEOPRENE PAD TYP

EXISTING SHEET PILE

9" DUMBBELL TYPE PVC WATERSTOP

RIVER SIDE

LAND SIDE

EXISTING SHEET PILE

1/2" EXPANSION MATERIAL

ELECTROMETRIC JOINT SEALANT

S-101

HYDROPHILLIC WATERSTOP

9" T TYPE WATERSTOP

EXISTING I-WALL END

POST

5 4 3 2 1

*** SAFETY PAYS ***

*** SUPPORT VALUE ENGINEERING - IT PAYS ***

U.S.ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

LOUISVILLE,KENTUCKY

Revisions

Symbol Descriptions Approved

Drawn by:

Checked by:

Scale:

Date:

Drawing Code:

Sheet reference number:

Sheet of

US Army Corps of Engineers

Project

Architect

Date

Engineer/

FILE:

DATE:

\\coe-lrldfe01lou\org\ED\Public\CAD\Civil\112589-INC0-3B part 3 I-wall\CADD\Design Master files\Repair Contract drawings\Plans\S-101 - 52ND STREET CLOSURE FOUNDATION REPAIR.dgn

09-DEC-2020

J. SINKHORN, P.E.

DEC 2020

IND-04/?

PASSIVE FLOODWALL TESTING AND STOPLOG BASE REPAIR

FLOOD DAMAGE REDUCTION PROJECT

INDIANAPOLIS, WHITE RIVER NORTH

C E

R T

D F

A L D

O C

U M

E N

T S

Date

2Q R

-0

NTSS-101

1 TRANSVERSE JOINT DETAILS

B. EVANS

C. YOUNG

J. SINKHORN, P.E.

TRANSVERSE JOINT DETAIL

S-102

5 4 3 2 1

*** SAFETY PAYS ***

*** SUPPORT VALUE ENGINEERING - IT PAYS ***

U.S.ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

LOUISVILLE,KENTUCKY

Revisions

Symbol Descriptions Approved

Drawn by:

Checked by:

Scale:

Date:

Drawing Code:

Sheet reference number:

Sheet of

US Army Corps of Engineers

Project

Architect

Date

Engineer/

FILE:

DATE:

\\coe-lrldfe01lou\org\ED\Public\CAD\Civil\112589-INC0-3B part 3 I-wall\CADD\Design Master files\Repair Contract drawings\Plans\S-102 - TRANSVERSE JOINT DETAILS.dgn

09-DEC-2020

J. SINKHORN, P.E.

DEC 2020

IND-04/?

PASSIVE FLOODWALL TESTING AND STOPLOG BASE REPAIR

FLOOD DAMAGE REDUCTION PROJECT

INDIANAPOLIS, WHITE RIVER NORTH

C E

R T

D F

A L D

O C

U M

E N

T S

Date

2Q R

-0

5" MIN

V A

S G

R A

D E

12" TYP "

EXISTING PASSIVE ENCLOSURE SECTION

SCALE: NTS

EXISTING PASSIVE ENCLOSURE AREA 2

SCALE: NTS

EXISTING PASSIVE ENCLOSURE AREA 1

SCALE: NTS

PASSIVE ENCLOSURE BULKHEAD ELEVATION

SCALE: 1" = 1'-0"

PASSIVE ENCLOSURE BULKHEADSECTION

SCALE: 1" = 1'-0"

B. EVANS

C. MANLEY

S-201

PASSIVE CLOSURE TEST BULKHEAD

CHAMFER PLYWOOD

JOINT MUST BE WATER TIGHT

3X8X3/4 PLYWOOD SHEATHING

APA 48/24 SPAN RATING

EXP CAT 1

4X4 SPRUCE-PINE-FIR NO. 2 @ 12" OC

DRIVE POSTS TO INSTALL

TAPER BOTTOM OF POST AS SHOWN

3 MIL PLASTIC SHEETING STAPLE TO PLYWOOD AND

SEAL SEAMS AND EDGES WITH WATERPROOF TAPE

AT PASSIVE CLOSURE INLET GRATES:

REMOVE PLASTIC AND SEAL TO GRATE PERIMETER

WITH WATERPROOF TAPE

INLET GRATES MUST REMAIN OPEN TO ALLOW WATER

PASSAGE INTO THE PASSIVE CLOSURE STRUCTURE

GALVANIZED 1/2" FLUSH INTERNALLY THREADED

ADHESIVE ANCHOR WITH 1/2" BOLTS AND PL2X2X1/4

WASHERS @ 12" OC

INSTALL PER MANF RECOMMENDATIONS

FACTORED ANCHOR ULTIMATE TENSION LOAD: 2000 LB

FACTORED ANCHOR SHEAR LOAD: 50 LB

REMOVE SOIL AS NECESSARY TO INSTALL ANCHORS

AFTER BULKHEAD REMOVAL BACKFILL POST

LOCATIONS WITH 4" LOOSE LIFTS OF SUITABLE

LEVEE MATERIAL AND TAMP TO COMPACT

RESEED WHEN BACKFILL HAS BEEN COMPLETED

RIVER SIDE LAND SIDE

EXISTING PASSIVE CLOSURE FOUNDATION AND CURB

S-201

INSTALL SECOND ANCHOR IN AREAS

WHERE GRADE IS MORE THAN 12" BELOW

TOP OF FOUNDATION CURB

PASSIVE CLOSURE TEST NOTES:

NOTIFICATION OF TESTING MUST BE PROVIDED TO THE GOVERNMENT A MINIMUM OF 14

DAYS IN ADVANCE.

1. AT NO TIME SHALL PERSONNEL ENTER THE CHAMBER PRIOR TO DOGGING OF THE

ENTIRE SECTION.

2. CLOSE ROAD AND PEDESTRIAN TRAFFIC PRIOR TO FILLING PASSIVE CLOSURE CHAMBER.

3. FILL CHAMBER WITH CONTRACTOR PROVIDED PUMPS AND HOSES. WATER MUST BE

PUMPED THROUGH INLET GRATES, NOT DIRECTLY ONTO GATE TOPS. GATES CANNOT BE

MANUALLY RAISED TO "GET IT STARTED". COORDINATE RATE OF FILL WITH MANUFACTURER.

4. LOCK THE GATES IN THE UPRIGHT POSITION IN ACCORDANCE WITH MANUFACTURER'S

WRITTEN INSTRUCTIONS. AT NO TIME SHALL PERSONNEL ENTER THE CHAMBER PRIOR TO

DOGGING OF THE ENTIRE SECTION.

5. ALLOW FOR INSPECTION WHILE THE CHAMBER IS FULL.

6. DEWATER THE CHAMBER AFTER DOGGING DEVICES ARE INSTALLED AND PROVIDE

INGRESS AND EGRESS INTO THE CHAMBER FOR INSPECTION. COORDINATE RATE OF

DEWATER WITH MANUFACTURER.

7. REFILL CHAMBER, REMOVE DOGGING DEVICES, AND DEWATER SO CLOSURE IS ABLE TO

SHUT SAFELY IN A CONTROLLED MANOR THAT DOES NOT DAMAGE THE CLOSURE.

COORDINATE RATE OF DEWATER WITH MANUFACTURER.

8. FILL, DOGGING, INSPECTION AND DEWATER SHALL ALL OCCUR IN A SINGLE WORK DAY (8

TO 12 HOURS).

9. PROVIDE A MINIMUM OF 3 PERSONNEL TO MONITOR FILL AND DEWATER OPERATIONS AND

MINIMUM OF 1 OPERATOR PER PUMP OPERATOR.

ASSUMED WATER ELEVATION FOR FULL GATE

OPERATION, WATER LEVEL MAY BE INCREASED TO

FULL HEIGHT OF BULKHEAD IF GATE DOES NOT

RAISE FULLY

NOTE:

1. DET 3/S-201, 4/S-201, AND 5/S-201 ARE FOR REFERENCE ONLY.

2. REFER TO FLOODBREAK SHOP DRAWINGS TRANSMITTAL #05 50 14-1.1

DATED 05/17/2018 FOR ADDITIONAL INFORMATION.

3. FIELD VERIFY ALL DIMENSIONS.

4. AFTER BULKHEAD REMOVAL INSTALL SHORT 1/2" GALVANIZED BOLTS WITH

NEOPRENE WASHERS TO REDUCE WATER INTRUSION INTO ANCHORS.

5. SPAN PLYWOOD IN THE STRONG DIRECTION HORIZONTALLY.

6. CONTRACTOR MUST PROVIDE WATER TIGHT JOINTS BETWEEN PANELS, AT

PANEL BOTTOM, AND AT THE ENDS OF THE BULKHEAD (PANEL TO WIPER

WALL JOINT).

EXISTING PASSIVE CLOSURE FOUNDATION

3X8X3/4 PLYWOOD SHEATHING

APA 48/24 SPAN RATING

EXP CAT 1

PANEL JOINT BEYOND

FASTEN WITH 8d COMMON NAILS

PANEL EDGE: 6" OC

PANEL FIELD: 9" OC

4X4 SPRUCE PINE FIR

NO. 2, TYP

GALVANIZED 1/2" FLUSH INTERNALLY THREADED

ADHESIVE ANCHOR WITH 1/2" BOLTS AND PL2X2X1/4

WASHERS @ 12" OC

INSTALL PER MANF RECOMMENDATIONS

FACTORED ANCHOR TENSION LOAD: 2100 LB

S-201

INSTALL SECOND ANCHOR IN AREAS

WHERE GRADE IS MORE THAN 12" BELOW

TOP OF FOUNDATION CURB

5 4 3 2 1

*** SAFETY PAYS ***

*** SUPPORT VALUE ENGINEERING - IT PAYS ***

U.S.ARMY ENGINEER DISTRICT

CORPS OF ENGINEERS

LOUISVILLE,KENTUCKY

Revisions

Symbol Descriptions Approved

Drawn by:

Checked by:

Scale:

Date:

Drawing Code:

Sheet reference number:

Sheet of

US Army Corps of Engineers

Project

Architect

Date

Engineer/

FILE:

DATE:

$$$pathname

$$$DATETIME

J. SINKHORN, P.E.

B. DORSCH P.E.

DEC 2020

IND-04/?

PASSIVE FLOODWALL TESTING AND STOPLOG BASE REPAIR

FLOOD DAMAGE REDUCTION PROJECT

INDIANAPOL…

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File details come from the government source that posted it. Updated Mar 30, 2021.